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HomeMy WebLinkAboutSpecifications (2) Site Address: $5 vs v,/ (I/7,- , cf / 7,e,,,,vw aee6'.m.( 9 ',Z • Building Division 0 T I G A R D Deferred Submittal Transmittal Letter TO: '�714 f"7/ DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVE FROM: -/L, /4}ano5 r/'2 DEC U 8 2022 COMPANY: /0/9a7-/ (&t«i'(/ /J,&./ BUILDINNG DI 1h PHONE: 97l u'9,4 - A 0-71 RE: 08(2-3 s k) 0209 t, >jiiP 2021 - 00 23(0 (Site Address) (Permit/Case Number) 6r9 9I kJ( ,< y0,,/,. nJIS (Project name or subdivision name and lot number) Valuation of Deferred Submittal: $ 5 C , e o ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM: I Copies: Description: 7_ -_.-bop--.raclartct.ltd._...._L atoca __Trouts_._._.. Remarks: NOTE: Documents for deferred submittal items shall be submitted to the registered design professional in responsible charge who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and been found to be in general conformance to the design of the building.The deferred submittal items shall not be installed until the design and submittal documents have been approved by the building official. Oregon Structural Specialty Code Section 106.3.4.2 FOR OFFICE USE ONLY Routed_to Permit Technician: Date: )- - Z\._ Initials: - " Fees Duel❑ Yes ❑ No Fee Description: Amount Due: Deferred Submittal Fee: $ .J. C $ V Additional fee based on valuation: $ . Other: ;4 sc, tpfk3 ctt s; $ 1 O Total Fees Due: $ S"\l'' 6 _ $ 8 Special Instructions: Reprint Permit(per PE): ❑ Yes -------.J No ❑ Done Applicant Notified: ` Date: / ��y/ Initials: /f 9 . The fee for processing and eviewing deferred platrisul�inittal shall be an amount equal to 65%of the building based on the valuation of the particular portion or portions of the project with a minimum$200.00 fee. This fee is in addition to the project plan review fee based on the total project value. I:Building\Forms'TransmittalLetter-DefrdSubmtl.doc 04/04/07 r 1L�lJ� L� PA WALERE VisI CONSTRUCTION CO. O BUILDING VALUE I www.walshconstruction.com SubmittaI Sheet ECEIVED 112231-Tigard Senior Housing 13!-is U d 2022 OFFICE COPY CITY OF TIGARD Project: 112231- Spec Section: 0617 53 3!.!I! DING DIVISION Tigard Senior Housing Submittal: 061753-02 8803 SW Omara St Revision: 0 Tigard,OR Package: 97223 Date: 11/30/2022 UTC Time-8 Submittal Title: Shop-Fabricated Wood Trusses-Deferred Submittal Detail: Product Data,Shop Drawings,Certificate,Qualification Data,Materila Certs,Research/Evaluation Reports Subcontractor:Timberland Response Due By: 12/2/2022 UTC Time-8 Walsh Review: Architect Review: SUBMITTAL REVIEW air NO EXCEPTIONS NOTED 1. DISAPPROVED Project Name:Tigard Senior Housing 'Li NO EXCEPTIONS NOTED IN CORRECTED COPY Submittal Package#: REVISE AND RESUBMIT r. NOT REVIEWED Submittal ID#: 061753-02 The delegated design work referenced in this submittal is the '.., • • responsibility of the design-build contractor. The design-build Date Submitted:11/30/2022 UTC Time-8 contractor is fully responsible for the detailed design and Spec Section:06 17 53 construction and its coordination with the Work in accordance with the Contract Documents and all applicable rules,regulations and other requirements. Review by Architect is solely for aesthetic The review by ("Walsh Construction Co")of the above Submittal is intent and general compliance with the design intent in the subject to the Contract Documents and Shall not relieve the Contract Documents. Such review does not.in any way,relieve Subcontractor/Supplier from any of its obligations under the agreement the delegated design contractor from strict compliance with all with Walsh nor give rise to any claim in favor of the Subcontractor/Supplier Contract Requirements and he Authority Having Jurisdiction. or third parties against Walsh or Owner. Kristi Boylan • REVIEWED BY SERA By: WCC Team 12/5/2022 DATE • • Other Review: Notes: APPROVED X NO EXCEPTIONS TAKEN ❑ REVISE AND RESUBMIT OFFICE MAKE CORRECTIONS NOTED ❑ REVIEW NOT REQUIRED COPY This review is only for general conformance with the design concept and the information given in the Construction Documents.Corrections or comments made on the submittal during this review do not relieve the contractor from compliance with the requirements ofplans and specifications.fwhichh Review al a REVISION T T ry ION specificmp ice shall not includerem reviewtsof the an assembly which the item ise,a KL•/ V l,t`\l• component.The Contractor is responsible for:dimensions to be confirmed and correlated at the lobsite;information that pertains solely to me fabrication processes or to the means,methods,techniques.sequences and procedures �1 of construction;o Work in asaf of the Work with that of all ether trades and , ` pa O — O 0 3 p1adgrtmrg all Work in a sate end satisfactory manner. .I4V`J� 6 KAFF Consulting ltp jf DDate P id2r 22 Engineers i ' a_ 8 " CZ WALSH CONSTRUCTION CO. PORTLAND: 2905 SW First Avenue • Portland, OR 97201 • (503)222-4375 • Fax: (503)274-7676 • ORCCB147267 SEATTLE: 315 Fifth Ave.S. Suite 600 • Seattle,WA 98104 • (206)547-4008 • Fax:(206)547-3804 • WALSHCC99001 TACOMA: 301 S 28th Street • Tacoma.WA 98402 • (253)572-4245 • Fax:(206)547-3804 • WALSHCC990D1 VA WALSH CONSTRUCTION CO. BUILDING VALUE I www.walshconstruction.corn Submittal Sheet 112231-Tigard Senior Housing WALSH CONSTRUCTION CO. PORTLAND: 2905 SW First Avenue • Portland,OR 97201 • (503)222.4375 • Fax: (503)274-7676 • ORCC8147287 SEATTLE: 315 Fifth Ave.S,Suite 600 • Seattle,WA 98104 • (206)547-4008 • Fax:(206)547-3804 • WALSHCC99001 TACOMA: 301 S 28th Street • Tacoma,WA 98402 • (253)572-4245 • Fax:(206)547.3804 • WALSHCC990D1 454. PROFFs, SI �,� ,tGtNFF "O 1(y 83294PE Y le •00.- Alpine,an ITW Company 155 Harlem Ave North Building,4th Floor OR EGON ALPINE Glenview,IL 60025 Phone:(800)877-3678(916)387-0116 4 SLY 14,20°� d ANrrwca4PAnr Fax:(916)387-1110 Snell Tani SUBMITTAL REVIEW www.alpineitw.com 11/28/2022 f NO EXCEPTIONS NOTED DISAPPROVED XRel)%O OJ3O/2°24 NO EXCEPTIONS NOTED IN CORRECTED COPY NO EXCEPTIONS TAKEN ,, REVISE AND RESUBMIT E MAKE CORRECTIONS NOTED '' REVIEW NOT REQUIRED -.REVISE AND RESUBMIT _. NOT REVIEWED The delegated dean wank referenced M4 submittal ethe RECEIVED Thisreview is onlyi t general conformanceocu ent the design nor col me the '473m.3c 3 ' MP dce'33" Dr ""'IW The desn•vuil:l made on lee the donne this review do nets.Cartoons tr comments constmcb n fatty responsible for de Work In accordance ddan mai made on Me with the al during this review do not reRave de bons Rot from t Conlhon and Its caorda a with Ste Wilk accrda�e and coocirm d e with the requlremems of the plans and seeolhalans.Review of a the Camracl Documents and at applicable rules,steely ter tlmx and ymcioc item shall not aGude review at an assembly y W which the item 6 a other ranuirements. Review by wall ct a solely ton aesthetic D^^ /s022 component.Tice Contractor is responsible Ira:dimensions to be confined and intent and general.compliance with the design intent in De F tea' L correlated at the tobstle;inhormaton that pertains solely to Me tabncation Contrast Documents Such renew does not in any way ream processes or to the means,methods,techniques.sequences and promtluras die delegated des,,,,,cootaddr from sbtm camplance whh all I construction,coordination of the Work with that of all ether trades and Gated Reguinnao¢and me AUMpriry Nav'r Jpnsdicban.performing all Work in a safe and satisfactory manner g CITY OF TIGARD Kristi Boylan CITY`f hell KPFF Consulting Engineers REVIEWED BD $ R A BUILDING DIVISION 11 Date 1 Pppier 2 1 VIEWE22 By RPo net..._. DATE Site Information: Page 1: Customer: Truss Components of Oregon,Inc. Job Number: 0722001 Job Description: Tigard Senior Housing Address: 8803 SW Omara St.,TIGARD,OR Job Engineering Criteria: Design Code: IBC 2018 IntelliVIEW Version: 21.02.00E JRef#: 1XL171750002 Wind Standard: ASCE 7-16 Wind Speed(mph): 96 Design Loading(psi): 45.00 Building Type: Closed This package contains general notes pages,127 truss drawing(s)and 2 detail(s). Rem Drawing Number Truss Item Drawing Number Truss 1 332.22.0740.11826 AGR 2 332.22.0740.11688 AGR1 3 332.22.0740.11077 AGR2 4 332.22.0740.11108 B 5 332.22.0740.14013 B1 6 332.22.0740.13810 B2 7 332.22.0740.14186 B3 8 332.22.0740.13732 B4 9 332.22.0740.13952 B5 10 332.22.0740.13982 B7 11 332.22.0740.13264 B8 12 332.22.0740.14405 B9 13 332.22.0740.14482 1810 14 332.22.0740.13841 811 15 332.22.0740.14280 812 16 332.22.0740.11561 B13 17 332.22.0740.13670 B14 18 332.22.0740.11592 B15 19 332.22.0740.10717 B 16 120 332.22.0740.11076 B 17 21 332.22.0740.11280 818 1 22 332.22.0740.13763 B19 23 332.22.0740.13451 B20 24 332.22.0740.14529 B21 25 332.22.0740.12233 BDS 26 332.22.0740.14076 BDS1 27 332.22.0740.12140 BDS2 28 332.22.0740.13577 BDS3 29 332.22.0740.10969 BDS4 30 332.22.0740.14030 BOSS 31 332.22.0740.11264 BGR 32 332.22.0740.10968 BGR1 33 332.22.0740.13499 BGR2 34 332.22.0740.13232 BGR3 35 332.22.0740.11484 BGR4 36 332.22.0740.11139 BGA5 37 332.22.0740.11342 BGR6 38 332.22.0740.11764 BGR7 39 332.22.0740.13655 BGR8 40 332.22.0740.13701 BGR9 41 332.22.0740.11233 8GR10 42 332.22.0740.12015 BS 43 332.22.0740.14466 BS1 44 332.22.0740.13389 BS2 45 332.22.0740.13889 BS3 46 332.22.0740.14341 BS4 47 332.22.0740.12092 BS5 48 332.22.0740.13624 BS6 49 332.22.0740.13546 BS7 50 332.22.0740.14138 BS9 ��REO PROFESS 0�0 , NiE GItc -O k.4. 83294PE 9 Alpine,an ITW Company 155 Harlem Ave North Building,4th Floor OREGON ALPINE Glenview,IL 60025 Phone:(800)877-3678(916)387-0116 AN ITN COMPANY S Lr 14,26" e, Fax:(916)387-1110 Seif Tangy 11n8n022 www.alpineitw.com Renewal 6130/2024 Site Information: Page 2: Customer: Truss Components of Oregon,Inc. Job Number: 0722001 Job Description: Tigard Senior Housing Address: 8803 SW Omara St.,TIGARD,OR Item Drawing Number Truss i Rem Drawing Number Truss 51 332.22.0740.14435 BS8 52 332.22.0740.13373 C1 53 332.22.0740.14560 C2 54 332.22.0740.14388 C3 55 332.22.0740.14123 C4 56 332.22.0740.13326 C5 57 332.22.0740.13780 C6 58 332.22.0740.14310 C7 59 332.22.0740.14357 C8 60 332.22.0740.14576 C9 61 332.22.0740.13483 C10 62 332.22.0740.13858 C11 63 332.22.0740.14498 C12 64 332.22.0740.14217 C13 65 332.22.0740.13280 C14 66 332.22.0740.13638 C15 67 332.22.0740.14091 C16 68 332.22.0740.14169 CGR 69 332.22.0740.13421 CGR1 70 332.22.0740.13592 CGR2 71 332.22.0740.13935 CGR3 72 332.22.0740.11436 CS 73 332.22.0740.14232 C81 74 332.22.0740.11624 D 75 332.22.0740.10748 D1 76 332.22.0740.12217 D2 77 332.22.0740.11092 D3 78 332.22.0740.11998 D4 79 332.22.0740.10702 DGR 80 332.22.0740.12171 DS 81 332.22.0740.11030 HGR 82 332.22.0740.12076 HGR1 83 332.22.0740.11421 J 84 332.22.0740.11890 J1 85 332.22.0740.11936 J2 86 332.22.0740.12296 J3 87 332.22.0740.10733 J4 88 332.22.0740.10704 J5 89 332.22.0740.11779 J6 90 332.22.0740.11623 J7 91 332.22.0740.11202 J8 92 332.22.0740.10703 J9 93 332.22.0740.13998 JGR 94 332.22.0740.11529 JGR1 95 332.22.0740.10705 BP 96 332.22.0740.11686 BP1 97 332.22.0740.11952 BP2 98 332.22.0740.11373 BP3 99 332.22.0740.11186 BP4 100 332.22.0740.11375 BP5 101 332.22.0740.11732 BP6 102 332.22.0740.11483 BP7 103 332.22.0740.11920 BP8 104 332.22.0740.10999 BP9 105 332.22.0740.12795 IBP 106 332.22.0740.13202 IBP1 107 332.22.0740.13155 IBP2 108 332.22.0740.12420 IBP3 109 332.22.0740.12826 IBP4 110 332.22.0740.12404 IBP5 111 332.22.0740.12733 IBP6 112 332.22.0740.12921 IBP7 113 332.22.0740.13123 IBPB 114 332.22.0740.12654 IBP9 j_115 332.22.0740.13045 IBP10 116 332.22.0740.13076 IBP11 „.0 PROFESS /O �5 . OlNFF 4 83294PE y Alpine,an ITW Company .4411114. 155 Harlem Ave North Building,4th Floor OREGON ALPINE Glenview,IL 60025 Phone:(800)877-3678(916)387-0116 13 AN MN COMPANY GS AY t 4,200” �0 Fax:(916)387-1110 Sell Tang t 1t28/2022 www.alpineitw.com Renewal 6/30/2024 Site information: Page 3: Customer: Truss Components of Oregon,Inc. Job Number: 0722001 Job Description: Tigard Senior Housing Address: 8803 SW Omara St.,TIGARD,OR item Drawing Number Truss 1 item Drawing Number Truss 117 332.22.0740.12843 IBP12 118 332.22.0740.12358 IBP13 119 332.22.0740.12888 IBP14 120 332.22.0740.12311 IBP15 ....._____ 121 332.22.0740.12998 IBP16 122 332.22.0740.13013 IBP17 123 332.22.0740.12467 IBP18 124 332.22.0740.12764 IBP19 125 332.22.0740.13170 IBP20 126 332.22.0740.12844 IBP21 127 332.22.0740.12968 IBP22 128 BRCLBSUB0119 129 DEFLCAM81014 General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS,the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19%and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.orq. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re-dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL= Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL= Certified lumber. Des Ld =total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT= Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP= FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT= FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g =green lumber. HORZ(LL)= maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL= additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. lc= Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc= Location, starting location of left end of bearing or panel point(joint)location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non-Concurrent Bottom Chord design Live Load in pounds per square foot. PL =additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP= Panel Point. R= maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R= maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non-gravity(wind or seismic) load cases, at the indicated location (Loc). Rw= maximum downward design Reaction, in pounds, from all specified non-gravity (wind or seismic) load cases, at the identified location (Loc). TCDL =Top Chord standard design Dead Load in pounds per square foot. TCLL =Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non-gravity(wind or seismic) load cases, at the indicated location (Loc). VERT(CL)= maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL)= maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL)= maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W=Width of non-hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175;www.awc.org. 2. ICC: International Code Council;www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 155 Harlem Ave, North Building, 4th Floor, Glenview, IL 60025;www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601;www.tpnst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719;www.sbcacomponents.com. Page 3of3 SEON:304459/ FLAT Fly: 1 Job Number. 0722001 Cunt R 7175 JRet.1XL171750002 T55 FROM:MG Oy: 1 Tigard Senior Housing DnwNo: 332.22.0740.11826 Page 1 of 2 Truss label: AGR BFR / RTT 11/28/2022 141 4"8 5'9" 4" 5'4'8 AB X5 1111.5X4 C T ti _M F15X4 G =_3X5 i`- 5'9" 1 56"4I I 5'9" 2 2 Loading Criteria(paf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DM/CSI Criteria ♦Maximum Reactions(Ms) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Cl 1.0 CAT:II PP Deflection in loc Udefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specifled) Ce:1.0 VERT(LL): -0.003 A 354 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT CL: -0.005 A 999 240 • BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): -0.000 C - - G 176 1- /- /- //25 /- EXP:13 Kzt:NA Des Ld: 45.00 HORZ(TL): 0.000 C - - Wind reactions based on MWFRS NCBCLL:0.00 Mean Height:32.82 ft BuildingCode: CreepFactor:2.0 F BrgWid=- Min R G TCDL:6.0 psf Brg Wid ) Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.342 d=5.5 Min Reg=1.5(Truss) Load Duration:1.15 MWFRS Parallel Dist:0 to hl2 TPI Std: 2014 Max BC CSI: 0.096 Bearing G is a rigid surface. Spacing:24.0" C8C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.128 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:4(0y4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.02.008.1108.20 Lumber Top chord 2x4 HF#2 Bot chord 2x6 HF#2 • Webs 2x4:HF Standard+HF Stud: Special Loads -(Lumber Dur.Fac.=1.15 I Plate Dur.Fac.=1.15) TC:Fram 36 Of at 0.00 to 36 plf at 5.75 BC:From 9 plf at 0.00 to 9 plf at 5.75 BC:-101 lb Conc.Load at 1.79 BC: 87 lb Conc.Load at 3.79 Purlins The TC of this truss shall be braced with attached spans at 24"oc in lieu of structural sheathing. Wind Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. ��.11 PROFCs. Additional Notes 0.0 aG I N fF iO Truss must be installed as shown with top chord up. 83294PE ..1' OREGON 11 'It 14,20� 2 4*aell Tan' Renewal 6/30/2024 II/28/2022 "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.lnc."IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 57113 Component Safety Information,by TPI and SBCA)TO safely practices prior to performing these functions. Installers shall provide temporary (503)357.2118 bracingr BCSI.Unless noted otherwise,top chord shall have roper) attached structural sheathingand bottom chortl shall have a prqpe9rly attached ceiling.Locations shown or permanent lateral restraint of webs shall havebracinginstlled per BCSI selections B3,B7 or B'10, �� as applicable. Apply plates to each face o truss and position as shown above and on he Joint Details, unless note otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional int rmation. ALPINE Alpine,a division of ITW Buildinnuu Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling shipping,.installation,and bracing of trusses. A seal on this drawingor cover page ""r""C0MR4ry listing this drawing,indicates acceptance.f professional engLmeeting responsibility bill{t.v solelyTor the design shown.The suitabiliy and use of this 155 Harlem Ave drawng for any strcture is the responsibility of the Building Designer petANSUTPI 1 Seo.2. North Building,4th Floor • For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEGN:304459 FLAT Ply: 1 Job Number: 0722001 Cost R7175 JRefaxLt71750002 T55 FROM:MG City: 1 Tigard Senior Housing Dnvrf4o: 33222.0740.17828 Page 2 of 2 Truss Label: AGR ... / ... 1128/2022 3X5 III 1.5X4 AB C i FE Y D 15X4 � G 3X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 0.00 -0.00 - - - 2 2x4 HF#2 1.00' Plywd B - C 3.09 -18.27 - 0.342 0.342 2 2x4 HF#2 68.00" Plywd F - E 0.00 -0.00 - - - 1 2x6 HF#2 1.00" Diaph E - D 18.35 -3.56 0.002 0.094 0.096 1 2xi3 HF#2 68.00" Diaph B - E 15.92 -128.34 - 0.128 0.128 2 2x4 HFStand+HFStud 15.46" - B - D 1.21 -0.08 - - - 1 2x4 HFStand+HFStud 62.93' - C - D 15.59 -124.63 - 0.127 0.128 2 2x4 HFStand+HFStud 15.46' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A 0.00' 32.67' 0.00" U999 0.00" L/999 0.00" 0.00" B 0.08' 32.67' 3X5 0.96 0.62 N 0.00" L1999 0.00" U999 0.00" 0.00" C 5.75' 32.67' 1.5X4 0.96 0.59 N 0.00" L/999 0.00" L/999 0.00' 0.00" D 5.75' 31.01' 3X5 0.96 0.84 N 0.00" L/999 0.00" U999 0.00' 0.00" E 0.08' 31.01' 1.5X4 0.96 0.63 N 0.00" L/999 0.00" L/999 0.00" 0.00" F 0.00' 31.01' 0.00" 1/999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD](OC 24.00][DF 1.15](NM 1] [Roof Snow Load][OC 24.00][DF 1.15][NM 1] _-------_------_- T-�Y=_-_ Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:Yes 11 PLF @ 0.0 to 11 @ 5.7(y=35.81[ 0%] 22 PLF @ 0.0 to 22 @ 5.7[y=35.8][ 0%] 25 PLF @ 0.0 to 25 @ 5.7[y=35.8][100%] 22 PLF @ 0.0 to 22 @ 5.7[y=35.8][100%] 9 PLF @ 0.0 to 9 CO 5.7[y=25.8][ 0%] 18 PLF© 0.0 to 18 @ 5.7(y=25.81 0%] -101.48 Lbs.@ 1.8,25.8 Angle=270 Brg.#1 Vert.R= 180.9#Hor.R= -0.0# 48.41 Lbs.@ 3.8,25.8 Angle=270 Brg.#2 Vert.R= 175.6#Hor.R= -0.0# 38.73 Lbs.@ 3.8,25.8 Angle=270 ----------------------------------_- Brg.#1 Vert.R= 90.5#Hor.R= -0.0# Brg.#2 Vert.R= 153.9#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING/ Truss components of Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 466 Trusses require extreme care in fabncati handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Buildin Cornelius OR 97113 Component Safety Information,by TPI end'SBCA)Mr safety practices prior to performing these functions. Installers shall.prpvide tempera ryg (503)357-2118 bracing per SCSI.Unless noted otherwise,top chord shall have ro erl attttached structral sheathing and bottom chord shall have_a properly attached nggid ceiling Locations shown for permanent lateral restrramht of webs shall have bracing installed per SCSI sections¢3,B7 or B70, as applicable. Apply plates to each(ace of truss and position as shown above and on the Jo.nCDetails unless noted otherwise. Refer to Cravings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Buildin Compon5nts Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/IP! 1, or for handling, shipping, installaton and bracing of trusses. A seal on this drawingor cover page listing this drawing indicates acceptan of professional ertq Ineenng responsibility solelylor the design shown.The suitabiliy and use of Otis 155 Harlem Ave drawing for any structure is the re acceptance ility of the Building Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinsl.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:904449/ COMN Ply: 2 Job Number. 0722001 oust R 7175 JRet1XL171750002 T11 FROM:MG City: 1 Tigard Senior Housing OnvNo: 33222.0740.11688 Page 1 of 2 Truss Label: AGR1 BFR / RTf 1128/2022 I 5 5 2 Complete Trusses Required n' _ 70"12 4'9'8 5`5" '4' rra j 1'8"12 I 111i 0.25 12 v A 3X5 =3xx5 ¢3p 111.5 E T_ I-- 01 T 1r - I I H G :=�FJ a1.5x4 e3X5 =3X5 1 82 1 26'8 21212 29-4 I 29" F.j2 z Loading Criteria(pst) Wind Criteria Snow Criteria (Pg,Pf In PSF) DetVCSI Criteria •Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Co:1.0 VERT(LL): 0.004 D 999 360 Lac R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 : 0.006 D 999 240 VERT(CL): BCDL: 9.00 Risk Category:II ( 1 I 534 /- /- /- / /- Snow Duration:1.15 HORZ(LL): 0.000 B - - J 534 /- /- /- !15 /- Des Ld: 45.00 EXP.B KzL NA HORZ(TL): 0.001 B - - Wind reactions based on MWFRS Mean Height:32.92 ft NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor:2.0 I Brg Wid=- Min Req=- Soffit: 2.00 IBC 2018 Max TC CSI: 0.035 J Brg Wid=5.5 Min Req=1.5(Truss) BCDL:4.2 psf Bearing J is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist 0 to h2 TPI Std: 2014 Max BC CSI: 0.137 Spacing:24.0" C&C Dist a:3.00 ft Rep Far.:Varies by Ld Case Max Web CSI: 0.171 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:4(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.02.00B.1108.20 Lumber Top chord 2x4 HF#2 Bot chord 2x6 OF-I.#2 Webs 2x4:HE Standard+HF Stud: Nallnote Nail Schedule:0.120"x3",min.nails Top Chord:1 Row 012.00"o.c. Bot Chord:1 Row @ 8.25"o.c. Webs :1 Row © 4"o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads -(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 36 plf at 0.00 to 36 plf at 4.79 TC:From 72 Of at 4.79 to 72 pif at 5.75 BC:From 9 pit at 0.00 to 9 plf at 5.75 BC: 357 lb Conc.Load at 1.79 :O PROF BC: 409 lb Conc.Load at 3.79 � FS+S Purling U,�y oG)N F ' iO In lieu of structural panels use purlins to brace all flat a 83294PE 9 TC@24"oc. Wind Wind loads and reactions based on MW FRS. OREGON End verticals not exposed to wind pressure. 15G SLY 14,20tf �� *sell Tan' Renewal 6/3012024 11/28/2022 'WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss components ol Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Gangue OR 97113 Component Safety Information,b TPI and SBCA)for safely actices rior to performing these functions. installers shall provide temporary (503)557-2118 bracing per SCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propeny attached ra9id ceiling.Locations shown for permanent lateral restraint of webs shall have bracllq i rnstalled per BCSI sections g3,B7 or B10, as applicarne. Apply plates to each face of tru s and position as shown above and on the JointDetails, unless noted otherwise. Defer to ALPINE' drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildinl1Components GroupInc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/I-PI 1, or for handiga, shipping, installation and bracingoff trusses. A seal on this drawingor cover page 155 Harlem Ave listing this drawing indicates acceptance of professionial en Ineering responsibility sot lyor the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building-DDesigner per ANSI/TPI 1 SSec.2. North Building,4111 Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEC/N:304449 COMN Ply: 2 Job Number. 0722001 Cust R7175 JRet.1XL171750002 Tit FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: AGRI ... I ... 11282022 0.25 12 --3X5 -3X5 =3CXX5 II11.5 E4 AB �0-111111jI I= ion I II III ■ilk moo Nom ►� I H G FJ III 1.5X4 =3X5 3X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 0.04 -0.00 - - - 2 2x4 HF#2 1.00" Plywd B - C 5.15 -286.11 - 0.035 0.035 2 2x4 HF#2 35.72' Plywd C - D 0.26 -3.20 - 0.035 0.035 2 2x4 HF#2 32.29" Plywd D - E 0.15 -2.55 - 0.029 0.029 1 2x4 HF#2 32.29" Purl 24 I - H 0.00 -0.00 - - - 1 2x6 DF-L#2 1.00" Diaph H - G 2.07 -0.10 - 0.074 0.074 1 2x6 OF-L#2 32.25" Diaph G - F 266.32 -6.09 0.038 0.100 0.137 1 2x6 DF-L#2 35.75" Diaph 8 - H 6.70 -211.39 0.002 0.009 0.011 1 2x4 HFStand+HFStud 16.15" - B - G 336.26 -5.91 0.171 - 0.171 1 2x4 HFStand+HFStud 32.9T - G - C 120.04 -23.14 0.061 - 0.061 1 2x4 HFStand+HFStud 16.82" - C - F 7.11 -316.07 0.083 - 0.083 1 2x4 HFStand+HFStud 33.31' - E - F 4.89 -34.54 - 0.012 0.012 1 2x4 HFStand+HFStud 17.25" - Joint x y Plate Cq JSI Method deflY(L) defY(T) deflX(L) deflX(T) A 0.00' 32.72' 0.00" U999 0.00" U999 0.00" 0.00' B 0.08' 32.72' 3X5 0.96 0.37 N 0.00" L/999 0.00" U999 0.00" 0.00" C 3.06' 32.79' 3X5 0.96 0.21 N 0.00" 11999 0.00" U999 0.00" 0.00" 0 4.79' 32.82' 3X5 0.96 0.17 N 0.00" U999 0.00' U999 0.00" 0.00" E 5.75' 32.82' 1.5X4 0.96 0.39 N 0.00" U999 0.00" U999 0.00' 0.00" F 5.75' 31.01' 3X5 0.96 0.65 N 0.00" U999 0.00" U999 0.00" 0.00" i G 2.77' 31.01' 3X5 0.96 0.42 N 0.00' 11999 0.00" U999 0.00" 0.00" H 0.08' 31.01' 1.5X4 0.96 0.57 N 0.00" U999 0.00" U999 0.00" 0.00" I 0.00' 31.01' 0.00' U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases -_ _________ ______________________ ISTD.AUTO.LOADJ[OC 24.00][DF 1.15J[NM 2J [Roof Snow Load][OC 24.00]IDF 1 15][NM 2J ---_--_-_-_---� Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:Yes 11 PLF @ 0.0 t0 11 @ 4.8 Iy=36.0][ 0%] 22 PLF @ 0.0 to 22 @ 4.8[y=38.0][ 0%] 22 PLF @ 4.8 to 22 @ 5.7 Iy=36.0)( 0%J 22 PLF @ 4.8 to 22 @ 5.7(y=36.0][ 0%] 25 PLF @ 0.0 to 25 @ 4.8[y=36.01[100%] 22 PLF @ 0.0 to 22 @ 4.8[y=36.0][100%] 50 PLF @ 4.8 to 50 @ 5.7[y=36.0][100861 22 PLF @ 4.8 to 22 @ 5.7[y=36.01[100%1 9 PLF @ 0.0 to 9 @ 5.7[y=25.8][ 0%] 18 PLF m_ 0.0 to 18 @ 5.7[y=25.8]( 0%] 198.11 Lbs.@ 1.8,25.8 Angle=270 Brg.#1 Vert.R= 180.9#Hor.R= 0.0# 227.11 Lbs.@ 3.8,25.8 Angle=270 Brg.#2 VertR= 175.6#Hor.R= -0.0# 158.49 Lbs.@ 1.8,25.8 Angle=270 ------------- -----______________181.69 Lbs.@ 3.8,25.8 Angle=270 Brg.#1 Vert.R= 524.6#Hor.R= 0.044 Brg.#2 Vert.R= 534.1#Hor.R= -0.04* "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Campnnenle of Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O Box4e8 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CorfNius OR 97113 Component Safety Information,by TPI and SBCA)Mr safely practices prior to performing these functions. Installers shall vide tempora (so3psa211e bracing per SCSI.Unless noted otherwise,top chord shall have properl attached structural sheathingand bottomchord shall have a pr party attached rigid ceiling.Locations shown or permanent lateral restraint of webs shall have bracing instlled per BCSI sections 63,B7 or 610, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to drawings 160A-Z nor standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW BUUilddin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the trues in conformance with ANSITIPI 1. or for handling, shipping,,installation and bracingof trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawingindicates acceptance lef professional enoeenng responsibility soielytor the design shown.The suitability and use of this drawing for any stucture is the responsibilitym of the Building-Designer per ANSI/TP!1 Sec.2. North Building,4th Floor For more Information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponentscom;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:3044611 HIPS Py: 2 Job Number.0722001 Curt R7175 JRer:1X071750002 T2 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: 332.22.0740.11077 Page 1 of 3 Truss Label: AGR2 BFR / RTT 11/28/2022 I 5 < 2 Complete Trusses Required 3'11'4 I 10'2'12 I 16'6'4 I 20'5"8 3'11"4 6'3"8 6'3"8 3'11'4 0.25 12 A IIIB4X5 m10X12 1111.5 -� = =10X12 E � G ff 1 m 1 lii15X =3X5 =3X10 m4X5 =3X5 NH I111.5X4 j 20'5"8 j I--3'6" I 3'11"4 I 6'3'8 I 1'9'4 I 4'6'4 3'11"4 I- 3'6' I 3'11"4 10'2"12 12' 16'6'4 20'5"8 Loading Criteria(pal) Wind Criteria Snow Criteria (Pg,Pf in PSF) Def1ICSI Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Sid: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in toe Udell IJ# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.117 D 999 360 Loc R+ /R- /Rh I Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.194 D 999 240 M 1320 /- /- I- /104 /- BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.014 C - - N 1310 /- /- /- /57 I- Des Ld: 45.00 EXP:B Kzt:NA HORZ(TL): 0.023 C - - Wind reactions based on MWFRS Mean Height:32.79 ft NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor:2.0 M Brg Wid=5.5 Mtn Req= 1.5(Truss) Soffit 2.00 IBC 2018 Max TC CSI: 0.247 N Brg Wid=5.5 Min Req= 1.5(Truss) BCDL:4.2 psf Bearings M&N are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: DA32 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac;Varies by Ld Case Max Web CSI: 0.549 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:4(0)/4(0) Maximum Top Chord Forces Per Ply(Its) GCpi:0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration:1.60 WAVE VIEW Ver:21.02.0013.1108.20 B-C 22 -935 D-E 34 -1710 Lumber Wind C-D 34-1710 E-F 1 -1026 Top chord 2x10 DFa_#2 T2 2x4 HF#2; Wind loads and reactions based on MWFRS. Maximum Bet Chord Forces Per Ply lbs ) Bot chord 2x6 HF#2 End verticals not exposed to wind pressure. Chords Tens.Com Chords Tens.Webs 2x4:HF Standard+HF Stud: PComp. Nallnote L-K 928 -21 J-I 1019 0 K-J 1019 0 Nail Schedule:0.120"x3",min.nails Top Chord:1 Row ( 12.00"o.c. Bat Chord:1 Row c 12.00'o.c. Maximum Web Forces Per Ply(lbs) Webs :1 Row © 4"o.c. Webs Tens.Comp. Webs Tens. Comp. Use equal spacing between rows and stagger nails g B.M 44 -615 K-E 711 -35 in each row to avoid splitting. B-L 979 -22 I-F 1077 0 Special Loads C-K 805 -13 F-H 37 -662 -(Lumber Our.Fac=1.15/Plate Dur.Fac.=1.15) TC:From 72 plf at -3.50 to 72 plf at 1.91 TC:From 36 pIf at 1.91 to 36 p8 at 16.52 TC:From 72 plf at 16.52 to 72 p8 a1 23.96 BC:Frain 4 pIf at -3.50 to 4 plf at 0.00 BC:From 9 BC:From 18 pU at 16.51 to 18 if at 0.00 to 9 pU at 20.46 'Clf at 16.51 ' PROFE SS, BC:From 4 plf at 20.46 to 4 p6 at 23.96 �y 4G I N FF p TC: 7 lb Conc.BC: 181 lb Conc.Looad at 1.911,18.56 �Q/ 83294PE 9 BC: -39 lb Conc.Load at 3.95,16.51 BC: 48 lb Conc.Load at 6.00,8.00,10.00,10.46 12.46,14.46 BC: 525 lb Conc.Load at 11.32 OREGON Perlin* In lieu of structural panels use purlins to brace all flat p{i "Ltv 14,z°°e 4.e. TC(la 24"oc. *sell Tan' Renewal 613 012 0 2 4 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Componentsol Oregon,Inc. "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handli shipping,in talling and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)for safety practices priorCornelius to performing these functions. Installers shall provide temporary (503)357-211e bracing per BCSI.Unless noted Otherwise,top chord shall have rope attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint or webs shall have bracinaiinstalled per BCSI sections B3,B7 or B10, as applicable. Appl plates to each face of truss and position as shown above and on the Joint t�elails, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITN/Building_Components Group Inc.shall not be res nsible for any deviation from this drawing,ranifailure to build the truss in conformance with ANSI,I P1 1, or for handling, shipping installation and bracing of trusses. A seal on this dng or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engineering respons1ibility solely for the design shown.The suitality and use of this drawing for any structure is the responsibility of the Building-Designer per ANSI/7P!1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:aipineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview.IL 60025 SEON:304461 HIPS Pty. 2 Job Number. 0722001 cast R 7175 Met:iXL17175D002 72 FROM:MG Qty: 1 Tigard Senior Housing Page 2 of 3 DmNo: 9 Truss Label: AGR2 ... I ... 11282022 0.25 12 1114X5 =10X12 1111.5X4 A B C D T2 E=10 -5X5 E F G 13 1111.5X4 =3X5 '- '3X10 =4X5 =3X5 I H N 1111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 2.77 -0.40 - 0.088 0.089 1 2x10 DF-L#2 42.01' Plywd B - C 22.14 -934.59 0.002 0.091 0.092 1 2x10 DF-L#2 47.31" Plywd C - D 33.96 -1709.56 0.086 0.157 0.243 1 2x4 HF#2 75.51" Purl 24 D - E 33.96 -1709.55 0.086 0.160 0.247 1 2x4 HF#2 75.51' Purl 24 E - F 0.99 -1026.29 0.002 0.098 0.100 1 2x10 DF-L#2 47.31" Plywd F - G 2.77 -0.40 - 0.088 0.089 1 2x10 DF-L#2 42.01" Plywd M - L 4.12 -0.28 - 0.079 0.080 1 2x6 HF#2 47.25" Diaph L - K 927.77 -21.29 0.143 0.047 0.190 1 2x6 HF#2 75.50" Diaph K - J 1018.85 -0.09 0.157 0.274 0.432 1 2x6 HF#2 75.50' Dlaph J - I 1018.85 -0.09 0.157 0.254 0.411 1 2x6 I-IF#2 75.50' Diaph I - H 2.51 -0.00 - 0.107 0.107 1 2x6 HF#2 47.25' Diaph B - M 43.96 -614.90 0.015 0.022 0.036 1 2x4 HFStand+HFStud 9.32' B - L 979.15 -22.27 0.499 - 0.499 1 2x4 HFStand+HFStud 44.73" C - L 0.95 -239.80 0.049 - 0.049 1 2x4 HFStand+HFStud 15.98' C - K 804.81 -12.90 0.410 - 0.410 1 2x4 HFStand+HFStud 72.04" D - K 16.97 -111.01 0.023 - 0.023 2 2x4 HFStand+HFStud 15.98' K - E 710.89 -34.76 0.362 - 0.362 1 2x4 HFStand+HFStud 72.04" E - I 11.79 -238.29 0.049 - 0.049 1 2x4 HFStand+HFStud 15.98" I - F 1077.40 -0.43 0.549 - 0.549 1 2x4 HFStand+HFStud 44.73" F - H 36.88 -662.17 0.017 0.009 0.027 1 2x4 HFStand+HFStud 9.32' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflY(L) deflX(T) A -3.50' 32.32' -0.03" U999 -oar U570 0.00" 0.00' B 0.00' 32.40' 4X5 0.96 0.98 N 0.00" 1/999 0.00" 1/999 0.01" 0.02" C 3.94' 32.60' 10X12 0.96 0.62 N 0.05" U999 0.12' U999 0.01" 0.02" D 10.23' 32.72' 1.5X4 0.96 0.53 N 0.12" U999 0.27" U906 0.00" 0.00' E 16.52' 32.60' 10X12 0.96 0.55 N 0.05" 1/999 0.13" U999 0.00" 0.01" F 20.48' 32.40' 5X5 0.96 0.89 N 0.00" U999 0.00" L/999 0.00" 0.00" G 23.96' 32.32' -0.03" U999 -0.08" U523 0.00" 0.00' H 20.46' 31.01' 1.5X4 0.96 0.83 N 0.00" U999 0.00" U999 0.00" 0.01" I 16.52' 31.01' 3X5 0.96 0.96 N 0.05" U999 0.13" U999 0.00' 0.01' J 12.00' 31.01' 4X5 0.96 0.81 N K 10.23' 31.01' 3X10 0.96 0.66 N 0.12" 1/999 0.27" U907 0.00" 0.00" L 3.94' 31.01' 3X5 0.96 0.87 N 0.05" U999 0.12" U999 0.00" 0.00" M 0.00' 31.01' 1.5X4 0.96 0.88 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases (STD.AUTO.LOAD][OC 24.00J(DF 1.15]]NM 2]- ---� ---^----------- [Roof Snow Load OC ][---][NM 2] Load Case:1 User Modified:No ]( 24.00 DF 1.15 NM 2 Repetitive Factors Used:No Load Case:2 tors Modified:No 22 PLF @-3.5 to 22 @ 1.9[y=35.9j[ 0%] Repetitive Factors Used:Yes 11 PLF 3.9 to 11 16.5 22 PLF n-3.5 to 22 @ 3.9[y=35.9][ 0%] @ @ [y=35.9][ 0%] 22 PLF @ 3.9 to 22 @ 16.5[y=35.91( 0%] "'WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! '"IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS v O Box ass ego",Inc. russes require extreme care in fabricating,handling!,shipping,installingand bracing.. Refer to and follow the latest edition of BCSI(Buildin Comics OR 97113 Componentnt Safety Information,by TPI and SBCA)fSr safety practices rior to perforrnng these functions. Installers shalllprovide temporary (5031357-2118 bracing per BG.SI.Unless noted olherwise,top chord shall have properl attached structural sheathing and bottom chord,shall have a properly attached rigid ceiling.Locations shown for ermanent lateral restraint ofwebs shall have bracing installed per BCSI sectons 83,B7 or 610, �� as applicable. Apply plates to each face oftruss and position as shown above and on the Joint-Details., Unless noted otherwise. Refer to drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,an failure to build the truss in conformance with ANSIIIPI 1, or for handlingq shipping,,installation and bracing of trusses. A seal on this drawing or cover page listing this drawing,indicates acceptance of professional englneenng responsibility sotelyTor the design shown.The suitability and use of This 155 Hedem Ave drawing for any stucture is the responsibility of the Building-Designer per NSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw,com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:304461 HIPS Ply 2 Job Number: 0722001 Cust R7175 AN:1XL171750002 72 FROM:MG a7: 1 Tigard Senior Housing DnvNo: Page 3 of 3 Trues Label: AGR2 ... 11282022 0.25 12 A hfl4X5 =10X12 III1.5 w10X12 =SXF E IG 1 ' 1111.55XX4 w3X5 =3X10 =4X5 =_3X5 -• H N IIII.SX4 22 PLF @ 16.5 to 22 @ 24.0[y=35.91[ ON 22 PLF @ 16.5 to 22 @ 24.0[y=35.9)[ 0%] 4 PLF @-3.5 to 4 @ 0.0Iy=25.8][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.81 0%] 4 PLF @ 20.5 to 4 @ 24.0[y=25.81[ 0%] 4 PLF @ 20.5 to 4 @ 24.0[y=25.8)1 0%] 11 PLF @ 1.9 to 11 @ 3.9[y=35.9][ 0%J 22 PLF @ 3.5 to 22 @ 3.9[y=35.9]I100%) 50 PLF @-3.5 to 50 @ 1.9[y=35.91[100%I 22 PLF @ 3.9 to 22 @ 16.5[y=35.9][100%) 25 PLF @ 3.9 to 25 C- 16.5[y=35.9][100%] 22 PLF @ 16.5 to 22 @ 24.0[y=35.91[100%] 50 PLF @ 16.5 to 50 @ 24.0[y=35.9][100%] 18 PLF @ 0.0 to 18 @ 12.0[y=25.81 0%] 25 PLF @ 1.9 to 25 @ 3.9[y=35.9][100%] 18 PLF @ 12.0 to 18 @ 20.5 Iy=25.81[ ON 9 PLF @ 0.0 to 9 @ 12.0[y=25.8][ 0%] Brg.#1 Vert.R= 802.3#Hor.R= 0.0# 18 PLF @ 16.5 to 18 @ 20.5[y=25.8][ 0%] Brg.#2 Vert.R= 802.3#Hor.R= 0.0# 9 PLF @ 12.0 to 9 @ 16.5[y=25.8][ O%] --------_- 100.48 Lbs.@ 1.9,25.8 Angle=270 -- --------------- -------�- 4.07 Lbs.@ 3.9,35.9 Angle=270 -87.74 Lbs.@ 3.9,25.8 Angle=270 26.90 Lbs.@ 3.9,25.8 Angle=270 26.90 Lbs.@ 6.0,25.8 Angle=270 26.90 Lbs.@ 8.0,25.8 Angle=270 26.90 Lbs.@ 10.0,25.8 Angle=270 26.90 Lbs.@ 10.5,25.8 Angle=270 291.43 Lbs.@ 11.3,25.8 Angle=270 26.90 Lbs.@ 12.5,25.8 Angle=270 26.90 Lbs.@ 14.5,25.8 Angle=270 26.90 Lbs.@ 16.5,25.8 Angle=270 -87.74 Lbs.@ 16.5,25.8 Angle=270 4.07 Lbs.@ 16.6,35.9 Angle=270 80.39 Lbs.@ 1.9,25.8 Angle=270 3.26 Lbs.@ 3.9,35.9 Angle=270 21.52 Lbs.@ 3.9,25.8 Angle=270 21.52 Lbs.@ 6.0,25.8 Angle=270 21.52 Lbs.@ 8.0,25.8 Angle=270 21.52 Lbs.@ 10.0,25.8 Angle=270 21.52 Lbs.@ 10.5,25.8 Angle=270 233.15 Lbs.@ 11.3,25.8 Angle=270 21.52 Lbs.@ 12.5,25.8 Angle=270 21.52 Lbs.r 14.5,25.8 Angle=270 21.52 Lbs.@ 16.5,25.8 Angle=270 3.26 Lbs.@ 16.6,35.9 Angle=270 Brg.#1 VertR= 1320.5#Hor.R= 0.0# Brg.#2 Vert.R= 1310.1#Hor.R= 0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Thus comments of Oregon,Ina *IMPORTANT* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boc4ee Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer toand follow the latest edition of BCSI(Buildin Cornelius OR 97113 Com oven gefe Information,by TPI and SBCA)Mr safety practicesprior to performing these functions. Installers shall provide temporaryp (503)357-7118 bracing per BCSI.Unless noted oiherwi€e,top chord shall have properly attached structural sheathing and bottom chord shalt have a properly attached rigid ceiling.Locations shown for pe rmanent lateral resraint of webs shall have bracing installed per SCSI sections 83,B7 or B10,as applicable. Apply plates to each face of truss and position as shown above and on the Joirttpetails, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE' Alpine,a division of ITW Buildin CComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conforrlance with ANSI/TPI 1, or for handling, shipping installation and bracing of trusses. A seal mites drawingor cover page listing this drawing,indicates acceptance of professional en me6nn responsibilitysod ylor the design shown.The suitabilit and use of This 155 Harlem Ave arawng for any structure is the responsibility of the Building-DDesigner per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites;Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:304518/ HIPM Ply: 1 Job Number: 0722001 Cuss R 7175 JRet t xL171750002 735 FROM:MG Qty: 4 Tigard Senior Housing DnN4o: 332.22.0740.11108 Page 1 of 3 Truss Label: B BFR / RTT 11/28/2022 6' 5'1"10 IT11'4 10'6'8 I 15'8' 17'0'14 201" I 25'9'4 28'11'14,I8� ' " ' " _ ' I " I "4710 290 274 518 1414 3'10'2 4'10"4 3210 0.25 12 A m-4X12 B Ti =10X12 =C 05 m'3X5 =3X5 w3X =3Xl0 1111.5X4 w3X5 Tu .. �� ?is W2 (a) 1Ril Q P 1 I113X5 w5X7 w3X5 O w3X5 w3X5 =4XX112 I111.5XX4 H0308 k 25'11" A 3'0"14—{ I---3'6" I_ 5'1 8 I 5'1'8 3'9' i'4'8 5'1'B 5'3'4 32"10 5'1'8 10'3' 14' 15'4 8 20'6' ' 25'9"4 28'11'141 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl1CSi Criteria •Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in Inc Udell L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt:11.0(specfied) Ce:1.0 VERT(LL): 0.331 N 933 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT CL: 0.598 N 517 240 BCDL: 9.00 Risk Category:11 ( ) R 1449 /- /- /676 /94 /- EXP:B Kzt:NA Snow Duration:1.15 HORZ(LL): 0.062 K - - L 1449 1- I- /676 /48 I Des Ld: 45.00 Mean Height:32.83 ft HORZ(TL): 0.112 L - - Wind reactions based on MWFRS NCBCLL:0.00 TCDL:6.0 pat Building Code: Creep Factor:2.0 R Brg Wid=5.5 Min Req=2.4(Truss) Soffit: 2.00 BCDL:4.2 psi IBC 2018 Max TC CSI: 0.736 L Brg Wid=5.5 Min Req=2.0(Truss) Load Duration:1.15 MWFRS Parallel Dist:h/2 to h WI Std: 2014 Max BC CSI: 0.821 Bearings R&L are a rigid surface. Spacing:24.0" C&C Dist a:3.00 R Rep Fac:Yes Max Web CSI: 0.813 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:4(0y4(0) Maximum Top Chord Forces Per Ply(Ibs) GCpi:0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration:1.60 WAVE,HS VIEW Ver:21.02.008.1108.20 B-C 318-2569 E-F 479 -3723 Lumber C-D 464-3654 F-G 338 -2503 Top chord 2x4 HF#2 T1 2x10 DF-L#2; D-E 463-3842 G-H 338 -2500 Bo1 chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Maximum Bot Chord Forces Per Ply fibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a)Continuous lateral restraint equally spaced on O-P 2554 -320 N-M 3710 -486 member. P-O 3685 -477 M-L 2414 -336 0-N 3685 -477 Pontine In lieu of structural panels use puffins to brace all flat Maximum Web Forces Per Ply(Ibs) TC Q 24"oc- Webs Tens.Comp. Webs Tens. Comp. Wind B-R 239-1392 F-M 176 -1330 Wind loads based on MWFRS with additional C&C B-O 2644 -328 M-H 568 -18 member design. C.Q 138 -163 H-L 337 -2597 End verticals not exposed to wind pressure. C-P 1146 -163 Right cantilever is exposed to wind ��Q •D PROFESS k. c?" �G1NFFA. �O 4 83294PE r 9 0. CGON .fir 64,20Tan�� Renewal 6/30/2024 I1/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. 'IMPORTANT` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses reqquire extreme care in fabricating.hopnL1dlinsp,shipping,installing and bracing. Refer to end follow the latest edition of SCSI(Building Cornelius OR 67113 Component' fom Safety Inmtion,by TPI and SBCA)Mr sate ty practices pnor to performing these functions. Installers shall provide temporary (503)357-2118 bracing per Flea Unless noted olherwi top chord shall have properlyattached structural shea)hin and bottom chord shall have a proper attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin tnsl lied per BCSI sections 3,B7 or B10,y as applicable. A2ppy plates to each face of Paps and position as shown above and on the Join Mails., unless noted otherwise. Refer to A drawings 160A-Z for sandard plate positions.Defer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Buildin3Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shippinrtgq installation and bracing of trusses A seal orlthis drawingor cover payy listing this drawing,indicates acceptance of professional engeneenng responsibilityry solely-Mr the design shown.The suitabilit and use Of this 155 Harlem Ave drawing for any structure is the responsibility of the Building Designer per ANSI/7PI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:304518 HIPM Pty 1 Job Number.0722001 Oast R 7175 JRef:1XL171750002 T35 FROM:MG Qty: 4 Tgard Senior Housing OrwNo: Page 2 of 3 Truss Label: B ... / ... 11/28/2022 0.25 12 =4X12 T1 =10X12 w5X5 = X = = =3X5 =3X5 33X10 1111.5X4 3X5 A B W2 ` �� (a) o- 1113X5 se5X7 =3X5 O =3X5 --3X5 =4XX112 1111.5X4 =H0308 Member MaxTen MaxCamp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.00 - 0.154 0.154 1 2x10 DF-L#2 42.01' Plywd B - C 317.59 -2569.43 0.011 0.175 0.186 1 2x10 DF-L#2 61.56" Plywd C - D 464.10 -3653.58 0.366 0.298 0.664 1 2x4 HF#2 65.07" Plywd D - E 462.75 -3642.16 0.464 0.038 0.502 1 2x4 HF#2 65.07" Pud 24 E - F 478.69 -3722.77 0.324 0.412 0.736 1 2x4 HF#2 61.50" Puri 24 F - G 33829 -2500.08 0.139 0.274 0.414 1 2x4 HF#2 61.50" Purl 24 G - H 338.29 -2500.08 0.139 0.235 0.374 1 2x4 HF#2 61.50' Pud 24 H - I 178.95 -31.24 0.027 0.279 0.306 1 2x4 HF#2 59.75" Purl 24 I - J 178.95 -31.24 0.027 0.279 0.306 1 2x4 HF#2 38.62' Purl 24 R - Q 13.07 -6.71 0.003 0.090 0.093 1 2x4 HF#2 61.50" Diaph Q - P 2554.37 -319.78 0.483 0.108 0.591 1 2x4 HF#2 61.50" Diaph P - 0 3684.52 -476.67 0.694 0.127 0.821 1 2x4 HF#2 61.50" Diaph O - N 3684.52 476.67 0.694 0.094 0.788 1 2x4 HF#2 61.50" Diaph N - M 3710.50 -485.97 0.694 0.121 0.815 1 2x4 HF#2 61.50" Diaph M - L 2414.24 -336.12 0.440 0.124 0.564 1 2x4 HF#2 63.25" Diaph L - K 2.69 -1.94 - 0.139 0.139 1 2x4 HF#2 38.63" Diaph B - R 239.09 -1391.75 0.076 0.065 0.141 1 2x4 HFStand+HFStud 11.32" - B - Q 2643.59 -325.88 0.550 - 0.550 1 2x4 HF#2 58.52" - C - Q 138.17 -629.47 0.130 - 0.130 1 2x4 HFStand+HFStud 18.35" - C - P 1145.60 -163.47 0.570 - 0.570 1 2x4 HFStand+HFStud 60.83" - P - E 94.53 -278.42 0.056 - 0.056 1 2x4 HFStand+HFStud 18.98" E - N 41.03 -15.18 0.019 - 0.019 5 2x4 HFStand+HFStud 61.03" - N - F 99.30 -0.00 0.047 - 0.047 4 2x4 HFStand+HFStud 18.98" F - M 175.75 -1329.74 0.813 - 0.813 1 2x4 HFStand+HFStud 61.03" - M - H 569.39 -17.80 0.290 - 0.290 1 2x4 HFStand+HFStud 18.98" H - L 336.71 -2596.83 0.644 - 0.644 1 2x4 HFStand+HFStud 61.03" a 1x4 CLB I - L 92.49 -350.16 0.074 - 0.074 1 2x4 HFSland+HFStud 18.98" - L - J 37.04 -210.18 0.062 - 0.062 4 2x4 HFStand+HFStud 38.40" - J - K 47.02 -13.76 0.006 0.024 0.030 4 2x4 HFStand+HFStud 18.98" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) delIX(L) detX(T) A 3.50' 32.32' -0.11" L/366 -0.30" U138 0.00" 0.00" B 0.00' 32.40' 4X12 0.96 0.96 N 0.00" L/999 0.00' L/999 0.04" 0.08" C 5.13' 32.62' 10X12 0.96 0.77 N 0.20" U999 0.53" U582 0.05' 0.09" D 7.94' 32.80' 5X5 0.96 0.81 N 0.27" U999 0.70' U444 0.04" 0.0T E 10.54' 32.80' 3X5 0.96 0.35 N 0.33' U935 0.87" U355 0.03" 0.06" F 15.6T 32.80' 3X5 0.96 0.82 N 0.33" U941 0.87" U357 0.01" 0.02' G 17.0T 32.80' 3X5 0.96 0.57 N H 2O.79' 32.80' 3X10 0.96 0.63 N 0.20" U999 0.54" L/571 0.00" 0.00" I 25.7T 32.80' 1.5X4 0.96 0.53 N 0.00" L/999 0.00" U999 0.00' 0.00" J 28.99' 32.80' 3X5 0.96 0.55 N -0.10" 1/374 -0.28" L/138 0.00" 0.00- K 28.99' 30.93' 1.5X4 0.96 0.61 N -0.10' U375 -0.28" U138 0.06" 0.11" L 25.7T 30.93' 4X12 D.96 0.71 N 0.00" L/999 0.00" L/999 0.06" 0.11" "'WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Cmnponents of Oregon Inc"'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating h,gndlin shipping,Installing and bracing., Refer to and follow the latest edition of SCSI(Building Cornelius O 97113 Component Safety Information,by TPI end SBCA)Mir safety{5iachces nor to performing these functions. Installers shall provide temporary 1503)357-211e bracing per BCSI.Unless noted olherwre,top chord shall have properly attached structural sheathing and bottorrl chord,shall have_a properly attached rigid ceiling.Locations shown forpermanent lateral restraint of webs shall have braci mslalled per BCSI secons 13,B7 or 810,as applicabe. Appl plates to each face of russ and position as shown above and on the Joinn etails, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional in ormalion. ALPINE Alpine,a division of ITW BUUild'n Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1. or or handling, Shipping, installation and bracing of trusses. A seal on this drawingor cover page listing this drawing,indicates acceptance professional engineeringB responsibility solelylor the design shown.The suitabiliy and use of this 155 Harlem Ave drawing for any sucture is the responsibilityof the Building-Designer per ANSUTPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:304518 HIPM Ply: 1 Job Number. 0722001 Cuat R7175 JRet 1XLt71750002 T35 FROM:MG Qty: 4 Tgand Senior Housing DiwNo: Page 3 of 3 Truss Label: 8 ... / ... 11282022 0.25 12 A BX12 T1 =10X12 =5X =3X =3X5=X5 =3X10 1111.5X4 =3X5 (a) W2 ILmi 1II3X5 =5XX7 =3X5 O 3X5 =3X5 =4XX12 I111:X = 4 =H0308 M 20.50' 30.93' 3X5 0.96 0.84 N 0.21" L/999 0.56" U547 0.05" 0.09" N 15.3T 30.93' 3X5 0.96 0.48 N 0.33' U933 0.87' U353 0.03' 0.06' O 14.00' 30.93' H0308 0.96 0.89 N P 10.25' 30.93' 3X5 0.96 0.96 N 0.33' 1/945 0.86" L/359 0.01" 0.02' Q 5.13' 30.93' 5X7 0.96 0.92 N 0.20" L/999 0.53" U586 0.00" 0.00" R 0.00' 30.93' 3X5 0.96 0.92 N 0.00" 1/999 0.00" U999 0.00' 0.00' Loads using option:User Modified Load Cases -_ [STD.AUTO.LOAD][OC 24.00][DF 1.15J[NM 11 [Partial Unbal.LtJ[OC 24.00j[DF 1.25][NM 11____________ _---+-_---T_________________ Load Case:1 User Modified:No Load Case:4 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF @ 3.5 to 22 @ 5.1[y=35.91( 0%) 22 PLF @-3.5 to 22 @ 5.1[y=35.9J 0%1 22 PLF© 5.1 to 22 @ 7.9[y=35.91[ 0%] 22 PLF @ 5.1 to 22 @ 7.9[y=35.9][ 0%] 22 PLF r_i 7.9 to 22 @ 17.1(y=35.9]1 0%) 22 PLF @ 7.9 to 22 @ 17.1(y--35.9J( 0%) 22 PLF @ 17.1 to 22 @ 29.0[y=35.9][ 0%] 22 PLF @ 17.1 to 22 @ 29.0[y=35.9][ 0%] 4 PLF @-3.5 to 4 @ 0.01y=25.81( 0%1 4 PLF @-3.5 to 4© 0.0[y=25.8)1 0%) 50 PLF @-3.5 to 50© 5.1[y=35.9][100%1 50 PLF @ 25.7 to 50 @ 29.0[y=35.91[100%1 50 PLF @ 5.1 to 50 @ 7.9[y=35.91(100%] 18 PLF @ 0.0 to 18 @ 14.D[y=25.81[ 0%] 50 PLF @ 7.9 to 50 @ 17.1[y=35.91[100%] 18 PLF @ 14.0 to 18 @ 29.0[y=25.81( 0%J 50 PLF @ 17.1 to 50 @ 29.0[y=35.9]1100%] Brg.#1 Vert.R= 594.6#Hor.R= -0.0# 18 PLF @ 0.0 to 18 @ 14.0[y=25.81[ 0%] Brg.#2 Vert.R= 821.3#Hor.R= -0.0# 18 PLF @ 14.0 to 18 @ 29.0(y=25.811 0%) _-_==-_=______________________-_-__- Brg.#1 Vert.R= 1425.7#Hor.R= -0.0# [Partial Unbal.Rt11OC 24.00][DF 1.251[NM 1] Brg.#2 Vert.R= 1449.5#Hor.R= -0.0# Load Case:5 User Modified:No ----'---- ----- ---_--= Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 5.1[y=35.9]1 0%] 22 PLF @ 5.1 to 22 @ 7.9[y=35.91[ 0%] 22 PLF @ 7.9 to 22©17.1[y=35.9]( 0%] 22 PLF @ 17.1 to 22 @ 29.01y=35.911 O1 4 PLF @-3.5 to 4 @ 0.0[y=25.8j[ 0%] 50 PLF @-3.5 to 50 @ 5.1[y=35.91[100%] 50 PLF @ 5.1 to 50 @ 7.9[y=35.91[100%1 50 PLF @ 7.9 to 50 @ 17.1[y=35.9][100%] 50 PLF @ 17.1 to 50 @ 25.7[y=35.9J100%] 18 PLF @ 0.0 to 18 @ 14.01y=25.81( 0%1 18 PLF @ 14.0 to 18 @ 29.0[y=25.8]1 0%] Brg.#1 Vert.R= 1435.8#Hor.R= -0.0# Brg.#2 Vert.R= 1274.3#Hor.R= 0.0# **WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Ire. "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.go.468 Trusses require extreme care in fa ting handling,shipping,installing and bracjng.. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Saafety Information,by TPI end SBCA)f safety practices prior to performing these functions. Installers shall provide temporary Iso3las7-211s bracing per BGSI.Unless noted otherwise,top chord shall have properlyattached structural sheathing and bottom chord shall have a prgpeny attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,87 or 810, as applicable. Apply plates to each face o truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. ALPINE Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,an failure to build the ass in conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this dra 1p or cover page listing thisdrawing indicates acceptance of professional englneenng responsibility soI lytor the design shown,The suite i in,and use of this 155 Harlem Ave drawing or any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building.4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:340737/ HIPM Ply: 1 Job Number: 0722001 Cure R 7175 JRet:1%L171750002 r45 FROM:MG QM 6 Tigard Senior Housing Paget of 3 Truss Label: Bt DnxHo: 332.22.0740.14013 BFR / RTT 1128/2022 5'1.10 I 9'11'4 15'8" _ I_20'11" 25'9"4 _. 28'11'14, 5'1"10 4'9-10 I 5'8'12 I 5'3" 4'10'4 32'10 0.25 12 A IIIBX8 w10X12 D X =3X5 =3X70 F G T3 AI1.I-I H5X4 I NI T `i l; �_ 1�. - r W2 . 111 1 ice! 1113X5 =6X8 =-4X5 N ML =H0308 3X5 =4X5 =4X12 I111.5 1 25'11" , 3'0"14---I I- 3'6" I 51" 52" _I 3'9 14'8 5'1'8 5'3"4 3'2"10 Si" 10'3' 14' 15'4 8 20'6" 25'9'4 _I- 28'11.14' Loading Criteria test) Wind Criteria Snow Criteria (Pg,Pf in PSF) D.NCSI Criteria •Maximum Reactions(lb.) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in Ix Udefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt:11.0(specified) Ce:1.0 VERT(LL): 0.302 M 999 360 I-oc R. /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT CL 0.6 BCDL: 9.00 Risk Category:II ( ) 15 M 502 240 Q 1567 I. h. /624 /94 F>CP:0 Kzt:NA Snow Duration:1.15 HORZ(LL): 0.053 K - - K 1702 /- A /676 /42 1- /- Des Ld: 45.00 Mean Height 32.85 ft HORZ(TL): 0.108 K - - Wind reactions based on MWFRS NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor.2.0 Q Brg Wid=5.5 Min Req= 1.7(Truss) Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max IC CSI: 0.913 K Brg Wid=5.5 Min Req= 1.5(Truss) Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.981 Bearings Q&K are a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fact Varies by Ld Case Max Web CSI: 0.940 Members not listed have forces less than 375# Maximum Top Chord Forces Per PlyTe(lbs) Loc.from endwaH:Any FT/RT:4(0y4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS _ VIEW Ver.21.02.o0B.1100.20 B-C 322-3012 E-F 474 -4394 Lumber C-D 457-4305 F-G 334 -2989 Top chord 2x10 DF-L#2 T2 2x4 DF-L#1&Bet.; D-E 458-4293 T3 2x4 HF#2; Bot chord 2x4 DF-L#2 Maximum Bot Chord Forces Per Ply(lbs) Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Chords Tens.Comp. Chords Tens. Comp. BracingP-O 2997 -328 M-L 4383 -481 (a)Continuous lateral restraint equally spaced on O-N 4344 -471 L-K 2893 -332 member. N-M 4344 -471 Special Loads Maximum Web Forces Per Ply(lbs) -(Lumber Dur.Fac.=1.15 I Plate Dur.Fac.=1.15) Webs Tens.Comp. Webs Tens. Comp. TC:From 72 p8 at -3.50 to 72 plf at 28.99 BC:From 4 plf at -3.50 to 4 plf at 0.00 B-Q 241 -1521 F-L 173 -1531 BC:Fram 18 plf at 0.00 to 18pl at 28.99 B-P 3103 -331 L-G 649 -18 TC: 128 lb Cone.Load at 10.77,16.98,23.18 C-P 140 -759 G-K 331 -3081 Purlins C-O 1365 -151 H-K 93 -424 In lieu of structural panels use purlins to brace all fiat ��cte0 PROFESS IC a 24'oc. Wind ��5 ��G t N EE "Q2 Wind loads based on MWFRS with additional C&C 11 83294PE 9 member design. End verticals not exposed to wind pressure. Right cantilever is exposed to wind OREGON 13(, �Lv 14.2o0°' Q1 Saeit Tang Renewal 6/30/2024 II/28/2022 "'WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS v o BoxGO"r u of Oregon,l"`Trusses re Ire extreme care in fap$cating h ndling shipping,Installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Saaffety Information by_TPI and SBCA)fai safety practices or to performing these unctions. Installers shall provide temporalrlV 1503ps7 2na bracing per BCSI.Unless noted o erwise,top chord shall have properly attached structural sheathing and bottom chord,shall have a props y attached ceiling.Locations shown for permanent lateral restraint o webs shall have bracing installed per BCSI sectons 63,B or B10, as applicab6Q AqopoT plates to each face of truss and position as shown above and on the Joint-Details, uless noted otherwise. efer to drawings 160A-Z'for standard plate positions.Refer to job's General Notes page for additional information. ALPINE. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,an failure to build the truss in conformance with ANSITTPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this dral�iing or cover page ""nM10MPoiN` listing thisdrawing, ng indicates acceptance W professional enr�gEieenng responsibility solelyTor the design shown.rile suitably and use of this 155 Hadem Ave drawingtar anys ructure is the re ponsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:340737 HIPM Ply: 1 Job Number. 0722001 Lest R 7175 JI2ef.7XL171756002 745 FROM:MG Qty: 6 Tigard Senior Housing DiwNo: Page 2 of 3 Truss Label: Bt ... / ... 11/28/2022 0.25 2 w5X5 =3X10 A IIII66X8 =10X12 T2 p3E -=3F5 G TS III1.5 -3X5 ` �3 (a) 6 "-----;:Z : W2 sir----.'----------.-:---.-----,.___._.,,,,,,_----.„,_.s,_._t3Q--------:------'---:-----,,, 7--------------------------._s---.,,,:______.__s III 5 =6X8 =4X5 -H0308 3X5 =4X5 =4XX112 III1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.65 - 0.177 0.177 1 2x10 OF-I#2 42.01' Plywd B - C 322.30 -3011.97 0.019 0.179 0.198 1 2x10 DF-L#2 61.56' Plywd C - D 457.39 -4304.77 0.376 0.471 0.847 1 2x4 DF-L#1&Bet. 65.06' Plywd D - E 457.85 -4292.74 0.531 0.190 0.721 1 2x4 HF#2 65.06" Purl 24 E - F 474.27 -4394.16 0.550 0.363 0.913 1 2x4 HF#2 61.50' Purl 24 F - G 334.24 -2988.53 0.245 0.413 0.658 1 2x4 HF#2 61.50" Purl 24 G - H 142.48 -30.71 0.020 0.467 0.487 1 2x4 HF#2 59.75" Purl 24 H - I 142.48 -30.71 0.020 0.496 0.515 1 2x4 HF#2 38.63" Purl 24 O - P 14.26 -8.38 0.003 0.107 0.110 1 2x4 DF-L#2 61.50" Diaph P - 0 2997.22 -325.92 0.570 0.126 0.696 1 2x4 DF-L#2 81.50" Diaph O - N 4344.35 -71.41 0.824 0.149 0.973 1 2x4 OF-L#2 61.50" Diaph N - M 4344.35 -471.41 0.824 0.120 0.943 1 2x4 DF-L#2 61.50" Diaph M - L 4383.14 -481.11 0.826 0.155 0.981 1 2x4 DF-L#2 61.50" Diaph L - K 2892.59 -331.99 0.534 0.192 0.726 1 2x4 DF-L#2 63.25' Diaph K - J 1.26 -3.24 - 0.200 0.200 1 2x4 DF-L#2 38.63' Diaph B - 0 240.91 -1520.97 0.091 0.068 0.159 1 2x4 HFStand+HFStud 11.32" B - P 3103.03 -330.56 0.646 - 0.646 1 2x4 HF#2 58.52" - C - P 139.90 -758.97 0.157 - 0.157 1 2x4 HFStand+HFStud 18.35" C - 0 1364.55 -150.59 0.683 - 0.683 1 2x4 HFStand+HFStud 60.83" O - E 90.08 342.65 0.071 - 0.071 1 2x4 HFStand+HFStud 19.48" E - M 53.57 -38.86 0.025 - 0.025 5 2x4 HFStand+HFStud 61.19" - M - F 99.46 -0.00 0.050 - 0.050 2 2x4 HFStand+HFStud 19.48" F - L 173.32 -1531.35 0.940 - 0.940 1 2x4 HFStand+HFStud 61.19" L - G 648.65 -17.90 0.331 - 0.331 1 2x4 HFStand+HFStud 19.48" - G - K 331.11 -3080.52 0.765 - 0.765 1 2x4 HFStand+HFStud 61.19" a 1x4 CLB H - K 92.67 .423.77 0.090 - 0.090 1 2x4 HFStand+HFStud 19.48" K - I 36.49 -167.26 0.049 - 0.049 4 2x4 HFStand+HFStud 38.65" I - J 46.64 -13.82 0.002 0.024 0.026 5 2x4 HFStand+HFStud 19.48' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A -3.50' 32.32' -0.10" U410 -0.32" U131 0.00" 0.00" B 0.00' 32.40' 6X8 0.96 0.90 N 0.00" U999 0.00" U999 0.04" O.OT C 5.13' 32.62' 10X12 0.96 0.93 N 0.18" U999 0.56" L/548 0.04' 0.08" D 9.94' 32.84' 5X5 0.96 0.96 N 0.28' U999 0.89" U349 0.03" 0.06" E 10.54' 32.84' 3X5 0.96 0.35 N 0.29' L/999 0.92" U337 0.03" 0.06" F 15.6T 32.84' 3X5 0.96 0.94 N 0.30" 1/999 0.93" L/332 0.00" 0.02" G 20.79' 32.84' 3X10 0.96 0.75 N 0.19" U999 0.59" U524 0.00' 0.00" H 25.77' 32.84' 1.5X4 0.96 0.53 N 0.00" U999 0.00" L/999 0.00" 0.00' I 28.99' 32.84' 3X5 0.96 0.75 N -0.09" U419 -0.30" U129 0.00" 0.00' J 28.99' 30.93' 1.5X4 0.96 0.57 N -0.09" U419 -0.30" U129 0.05" 0.11' K 25.7T 30.93' 4X12 0.96 0.84 N 0.00" U999 0.00" 1/999 0.05' 0.11" L 20.50' 30.93' 4X5 0.96 0.74 N 0.20" U999 0.61" U503 0.04" 0.09" M 15.3T 30.93' 3X5 0.96 0.48 N 0.30" U999 0.94' U329 0.03' 0.05" "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon Inc. "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.9ox466 Trusses require Safety extreme care in fabricating,hands'n shipping,installing and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component Safe Information,by TPI andSB )for safety practices piior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise top chord shall nave properl attached structural sheathing and bottofrnt�chord shall hayYQa p pert attached rigid ceiling.Locations shown for permanent lateral restraint or webs shall have bracin installed per BCSI sections B3,87 or 1310,y as applicable. Appl plates to each face of truss and position as shown above and on the JoinfOetails unless noted otherwise. Refer to drawings 160A-Z fol'standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Buuildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/PI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page listing ths drawing indicates acceptance theof professional engiineenng responsibili solelyToor the design shown.The suitability and use Old* 155 Hallam Ave drawing for any structure is responsibility of the Building Designer per ANSII Sec North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinstorq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340737 HIPM Ply: 1 Job Number. 0722001 Cast R 7175 JRet 1X1171750002 T45 FROM:MG Oty. 6 Tigard Senior Housing DrwNo: Page 3 of 3 Truss Label: 81 ... I ... 11282022 0.25 12 -m5X5 =3X10 1116X8 =10X12 -3X5 =3X5 1111.5X4 -3X6 A B C T2 D E F G T3 W2 e 1113X5 =-6X8 = =4X5 N 3X5 --4X5 =4XX112 III1.5X4 =H0308 N 14.00' 30.93' H0308 0.96 0.88 N 0 10.25' 30.93' 4X5 0.96 0.95 N 0.29" L/999 0.91" L/341 0.01" 0.02" P 5.13' 30.93' 6X8 0.96 0.75 N 0.18" L/999 0.56" U552 0.00- 0.00" O 0.00' 30.93' 3X5 0.96 0.87 N 0.00" L/999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 1] [Partial Unbal.Lt][OC 24.00][DF 1.25][NM 1] [MWFRS-STDAUTO.LOAD][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:4 User Modified:Yes Load Case:44 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=36.01 0%] 22 PLF @-3.5 to 22 @ 5.1[y=36.0J[ 0%1 11 PLF @-3.5 to 11 @ 5.1[y=36.0J[ 0%] 22 PLF @ 5.1 to 22 @ 9.9[y=36.01( 0%] 22 PLF @ 5.1 to 22 @ 9.9[y=36.01 0%] 11 PLF @ 5.1 to 11 @ 9.9[y=36.01 0%] 22 PLF @ 9.9 to 22 @ 29.0[y=36.01 0%] 22 PLF @ 9.9 to 22 @ 29.0[y=36.0][ 0%J 11 PLF @ 9.9 to 11 @ 29.0[y=36.0][ 0%] 4 PLF @-3.5 to 4 @ 0.0(y=25.8][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.81 0%] 2 PLF @-3.5 to 2 @ 0.0[y=25.81 0%] 50 PLF @-3.5 to 50 @ 5.1(y=36.0J(100%] 50 PLF @ 25.7 to 50 @ 29.0[y=36.0][100%] -22 PLF @-3.5 to -22 @ 5.1[y=36.0][100%] 50 PLF© 5.1 to 50 @ 9.91r-36.0J[100%j 18 PLF @ 0.0 to 18 @ 14.0[y=25.81 0%J -22 PLF @ 5.1 to -22 @ 9.9[y=36.01100%] 50 PLF @ 9.9 to 50 @ 29.0[y=36.011007] 18 PLF @ 14.0 to 18 @ 29.0[y=25.8J( 0%] -22 PLF @ 9.9 to -22 @ 29.0[y=36.0](100%] 18 PLF @ 0.0 to 18 @ 14.0[y=25.8][ 0%] 128.00 Lbs.@ 10.8,36.0 Angle=270 9 PLF IT 0.0 to 9 @ 14.0(y=25.81 0%1 18 PLF @ 14.0 to 18 @ 29.0[y=25.81 0%] 128.00 Lbs.@ 17.0,36.0 Angle=270 9 PLF @ 14.0 to 9 @ 29.0[y=25.81 0%] 128.00 Lbs.@ 10.8,36.0 Angle=270 128.00 Lbs.@ 23.2,36.0 Angle=270 65.28 Lbs.@ 10.8,36.0 Angle=270 128.00 Lbs.@ 17.0,36.0 Angle=270 Brg.#1 VerLR= 725.6#Hor.R= -0.0# 65.28 Lbs.@ 17.0,36.0 Angle=270 128.00 Lbs.@ 23.2,36.0 Angie=270 Brg.#2 Vert.R= 1074.3#Hor.R= -0.0# 65.28 Lbs.@ 23.2,36.0 Angle=270 Brg.#1 Vert.R= 1556.7#Hor.R= -0.0# ________--------------------- Brg.#1 Vert.R= 10.1#Hor.R= -0.0# Brg.#2 Vert.R= 1702.5#Hor.R= -0.0# [Partial Unbal.Rt][0C 24.00][DF 1.25J[NM 1] Brg.#2 Vert.R= 101.3#Hor.R= -0.0# __-_-__-==__----- Load Case:5 User Modified:Yes --_-_--____------- ----- [Roof Snow Load][OC 24.00][DF 1 15J(NM 11 Repetitive Factors Used:No Load Case:2 User Modified:No 22 PLF @-3.5 to 22 @ 5.1[y=36.0][ 0%] Repetitive Factors Used:Yes 22 PLF @ 5.1 to 22 @ 9.9[y=36.0][ 0%] 22 PLF @-3.5 to 22 @ 5.1[y=36.0][ 0%] 22 PLF @ 9.9 to 22 @ 29.0[y=36.01 0%] 22 PLF @ 5.1 to 22 @ 9.9[y=36.01 0%) 4 PLF C-3.5 to 4 @ 0.0[y=25.8J[ 0%J 22 PLF @ 9.9 to 22 @ 29.0[y=36.0J[ 0%1 50 PLF @-3.5 to 50 @ 5.1[y=36.0J[100%J 4 PLF @-3.5 to 4 @ 0.0(y=25.81 0%] 50 PLF @ 5.1 to 50 @ 9.9[y=36.0][100%] 22 PLF @-3.5 to 22 @ 5.1[y=36.0][100%] 50 PLF @ 9.9 to 50 @ 25.7]y=36.01100%] 22 PLF© 5.1 to 22 @ 9.9[y=36.O1100%] 18 PLF @ 0.0 to 18 @ 14.0[y=25.8J[ 0%] 22 PLF @ 9.9 to 22 @ 29.0[y=36.0][100%] 18 PLF @ 14.0 to 18 @ 29.0[y=25.81 0%] 18 PLF @ 0.0 to 18 @ 14.0[y=25.81 0%] 128.00 Lbs.@ 10.8,36.0 Angle=270 18 PLF @ 14.0 to 18 @ 29.0[y=25.81 0%] 128.00 Lbs.@ 17.0,36.0 Angle=270 Brg.#1 Vert.R= 965.9#Hor.R= -0.0# 128.00 Lbs.@ 23.2,36.0 Angle=270 Brg.#2 Vert.R= 999.6#Hor.R= -0.0# Brg.#1 VertR= 1566.8#Hor.R= -0.0# ----------------------_----------------- Brg.#2 Vert.R= 1527.3#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components or Oregon Inc"IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 968 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fOr safety pracfices prior to performing these functions. Installers sll provide terhporary 1503)357-2118 bracing BCSI.Unlessg noted otherwi�e,to chord shall have proper) attached structural sheathing.and bottom chord.shall have a r4Retl attached id ceiling.Locations shown or permanent I�ral restraint of websshall have bracin instaled per BCSI sectons B3,B7 �r e'I0,y ��as applica e. Applyplates to each face o truss and sition as shown above and on the Joint-pDaetails, unless noted otherwise. Defer to drawings?id for standard plate positions.Refer to lob's General Notes page for additional information. ALPINE Alpine,a division of ITW BulldinQgComponent Group Inc.shall not be responsible for any deviation from this drawing,an failure to build the truss in conformance with ANSIrTPI 1, or for hadndlinga shipping,.installation and bracing of tnisses. A seal on this dra�yyj or cover page listing this drawing,indicates acceptance of professional enouneenna responsibility solelvTor the design shown.The suttab'1i6,and use of this 155 Harlem Ave drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:shcacornponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:340739/ HIPM Ply: 1 Job Number, 0722001 Ouse R 7175 JRef:1XL171750002 T16 FROM:MG Qty: 6 Tigard Senior Housing DrwNo: 33232.0740.13810 Page 1 of 3 Truss Label: B2 BFR / RTT 11/28/2022 5'110 10'6'8 _, 11'1Q'4 158" ` 20'11" _I 255"4 , 28'11'14, 5'1.10 5'4'14 1'4"2 3'8'12 5'3' 4'10'4 3'2-10 0.25 12 1116X8 --10X12 =3X5=5X5 - III1.5X4 =3X5 T3 A a c T2 D E 3X5X10 H I T tr W2 (a) 1 v P 1113X5 =6X8 =4X5 N 3X5= =3X5 =4X�12 1111.5X4 H0308 1 25'11" A 3'0.14-. --3.6" I 57• 52" 39" -I 1�4�� 51"8 5'3'4 3'Y1D 5'1" 101' 14' 15'4 8 20'6" I 25'9'4 I 28'11'14� Loading Criteria(pet) Wind Criteria Snow Criteria (Pg,Pf in PSF) DeWC81 Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 CI:1.0 CAT:II PP Deflection in hoc Udefl tiff Gravity Non-Gravity TCOL: 11.00 Speed: 96 mph Pf:11.0(specifled) Ce:1.0 VERT(LL): 0.302 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.614 E 503 240 BCDL: 9.00 Risk Category:II Q 1567 I. /- /833 /125 /8 EXP:B KM:NA Snow Duration:1.15 HORZ(LL): 0.052 K - - K 1702 I- I- /686 /90 /- Des Ld: 45.00 Mean Heigh:42.87 ft HORZ(TL): 0.107 K - - Wind reactions based on MWFRS NCBCLL: 0.00 TCDL:6.0 psi Building Code: Creep Factor 2.0 0 Brg Wid=5.5 Min Req= 1.7(Truss) Soffit: 2.00 BCDL:4.2 psi IBC 2018 Max TC CSI: 0.869 K Brg Wid=5.5 Min Req= 1.5(Truss) Load Duration:1.15 MWFRS Parallel Dist h/2 to h TPI Std: 2014 Max BC CSI: 0.971 Bearings Q&K are a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.914 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:4(0y4(0) Chords Maximum Top Tens.Comp.Chor Forces Per Ply(Ibs) GCpi:0.18 Plate Type(s): Chords Chords Tens. Comp. Wind Duration:1.60 WAVE,HS VIEW Ver.21.02.0013.1108.20 B-C 400-3043 E-F 560 -4290 Lumber C-D 555-4287 F-G 392 -29213 Top chard 2x10 DF-L#2 T2 2x4 HF#2; D-E Slit -4296 T3 284 DF-L#2; Bot chord 2x4 DF-L#2 Maximum Bot Chord Forces Per Ply(Ibs) Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Chords Tens.Comp. Chords Tens. Comp. Bracing P-O 3029 -405 M-L 4274 -566 (a)Continuous lateral restraint equally spaced on O-N 4324 -571 L-K 2635 -member. N-M 4324 -57 Special Loads Maximum Web Forces Per Ply(Ibs) -(Lumber Dur.Fac.=1.151 Plate Dur.Fac.=1.15) Webs Tens.Comp. Webs Tens. Comp. TC:From 72 Of at -3.50 to 72 plf at 28.99 BC:From 4 ptt at -3.50 to 4 plf at 0.00 B-O 282-1521 F-L 204 -1483 BC:From 18 plf at 0.00 to 18 pl at 28.99 B-P 3138 -410 L-G 641 -30 TC: 128 lb Canc.Load at 10.77,16.98,23.19 C-P 162 -766 G-K 396 -3026 C-O 1312 -173 H-K 105 -424 Purling; In lieu of structural panels use puriins to brace all flat ����0 PROFF`siS Wind O�5 aGINFF �O Wind loads based on MWFRS with additional C&C �4/ 83294PE 9 member design. ...,...-- End verticals not exposed to wind pressure. Right cantilever is exposed to wind OREGON 13 vbLy 14,10ee Qr "Seth Tani Renewal 6/3W2024 11/282022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss components Of Or595n,ruts. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Buildin Comelier OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temposrr.V�� (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have properlyattached structural sheathing and bottom chord shall have a pro i attached ngid ceiling.Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sectionss83,87 or 10, �� as applicable. ApaTy plates to each face of truss and position as shown above and on the Join�gpetalls, unless noted othe se. Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE' Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or For handling, shipping,,installa ion and bracing_of trusses. A seal on this drawn or cover page listingthis drawing,indicates acceptance,of professional engmeen responsibility solelysuitabilityHarlemresponsibility North Building,4th Floor For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:340739 HIPM Ply. 1 Job Number. 0722001 Cust R7175 JRet 1x1.171750002 T16 FROM:MG Oty: 6 Tigard Senior Housing DnwNo: 332.22.0740.13810 Page 2 of 3 Truss Label: B2 BFR / WIT 11/28/2022 0.25 12 A IIII66X8 w10X12 T2 =p w5E5 -3X5 =X10 T3 1111.H 4 =3X5 W2 (a) 1113X5 = = 6X8 w4X5 N =3X5 3X5 =4X12 1111.5X4 =H0308 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.78 - 0.177 0.177 1 2x10 DF-L#2 42.01' Plywd B - C 399.58 -3043.46 0.020 0.179 0.198 1 2x10 DF-L#2 61.56" Plywd C - D 554.77 -4287.08 0.309 0.559 0.869 1 2x4 HF#2 65.02" Plywd D - E 561.00 -4295.93 0.218 0.235 0.454 1 2x4 HF#2 61.54" Plywd E - F 560.48 4290.01 0.496 0.325 0.821 1 2x4 DF-L#2 61.54" Purl 24 F - G 391.69 -2928.11 0.182 0.423 0.605 1 2x4 CIF-L#2 61.50" Purl 24 G - H 139.23 -34.14 0.018 0.437 0.455 1 2x4 DF-L#2 59.75" Puri 24 H - I 139.23 -34.14 0.018 0.475 0.493 1 2x4 OF-L#2 38.63" Purl 24 Q - P 14.21 -10.76 0.003 0.105 0.108 1 2x4 DF-L#2 61.50" Diaph P - 0 3029.13 -404.77 0.576 0.137 0.713 1 2x4 DF-L#2 61.50" Diaph O - N 4324.02 -571.15 0.820 0.151 0.971 1 2x4 DF-L#2 61.50" Diaph N - M 4324.02 -571.15 0.820 0.111 0.931 1 2x4 DF-L#2 61.50' Diaph M - L 4273.61 -566.27 0.806 0.141 0.946 1 2x4 DF-L#2 61.50" Diaph L - K 2835.36 -387.70 0.524 0.187 0.710 1 2x4 DF-L#2 63.25" Diaph K - J 0.97 -2.71 - 0.192 0.192 1 2x4 DF-L#2 38.63" Diaph B - Q 282.04 -1521.21 0.091 0.068 0.159 1 2x4 HFStand+HFStud 11.32' - B - P 3136.27 -410.13 0.653 - 0.653 1 2x4 HF#2 58.52" - C - P 161.68 -765.74 0.159 - 0.159 1 2x4 HFStand+HFStud 18.35" - C - 0 1312.14 -173.42 0.656 - 0.656 1 2x4 HFStand+HFStud 60.83" - 0 - D 98.10 -331.86 0.069 - 0.069 1 2x4 HFStand+HFStud 19.63" - 0 - M 26.34 -63.50 0.039 - 0.039 2 2x4 HFStand+HFStud 61.23" - M - F 120.72 -0.00 0.062 - 0.062 1 2x4 HFStand+HFStud 19.98" - F - L 203.69 -1482.58 0.914 - 0.914 1 2x4 HFStand+HFStud 61.35" - L - G 640.68 -30.21 0.327 - 0.327 1 2x4 HFStand+HFStud 19.98" - G - K 396.46 -3027.58 0.753 - 0.753 1 2x4 HFStand+HFStud 61.35" a 1x4 CLB H - K 104.77 -424.39 0.090 - 0.090 1 2x4 HFStand+HFStud 19.98" - K - I 40.70 -164.05 0.049 - 0.049 4 2x4 HFStand+HFStud 38.90' - I - J 47.07 -15.18 0.017 0.007 0.025 35 2x4 HFStand+HFStud 19.98' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) defX(L) deflX(T) A -3.50' 42.32' -0.10" L/408 -0.32" U131 0.00" 0.00' B 0.00' 42.40' 6X8 0.96 0.91 N 0.00" L/999 0.00' L/999 0.04" 0.07" C 5.13' 42.62' 10X12 0.96 0.89 N 0.18" L1999 0.57" U543 0.04" 0.08' D 10.54' 42.85' 3X5 0.96 0.35 N 0.30" 1/999 0.92" U336 0.03" 0.05" E 11.94' 42.88' 5X5 0.96 0.96 N 0.30" U999 0.94" 1/329 0.02' 0.04" F 15.67' 42.88' 3X5 0.96 0.92 N 0.29" L/999 0.90" L/344 0.00" 0.02" G 20.79' 42.88' 3X10 0.96 0.74 N 0.18" L/999 0.56" U553 0.00" 0.00" H 25.77' 42.88' 1.5X4 0.96 0.39 N 0.00" L/999 0.00" U999 0.00' 0.00' I 28.99' 42.88' 3X5 0.96 0.72 N -0.09" U443 -0.28" L/137 0.00" 0.00' J 28.99' 40.93' 1.5X4 0.96 0.59 N -0.09" L/443 -0.28" U137 0.05" 0.11" K 25.77' 40.93' 4X12 0.96 0.83 N 0.00" L/999 0.00" L/999 0.05" 0.11" L 20.50' 40.93' 3X5 0.96 0.95 N 0.19" L/999 0.58" U530 0.04" 0.09" M 15.37' 40.93' 3X5 0.96 0.48 N 0.29" L/999 0.91" U341 0.03" 0.05" "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components or Omgm,lox. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabrica0n ,handling,shipping,installing and bracing., Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)for safety practicesprior to performn thesefunctions. Installers shalllprovide temporary (503)387-2118 bracingper BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have.a proneny attached nod ceiling.Locations shown for permanent lateral restraint o webs shall have bracing installed per BCSI sections 83,B7 or B10, as applicable. Appl plates to each face of truss and position as shown above and on the Jointpetails, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. ALPINE Alpine,a division of ITW Buildin Compon nts Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/iPI 1, ore for handling, shipping, installation and bracingof trusses. A seal on this drawingor cover page 155 Harlem Ave listing thisdrawing,indicates acceptance of professional engineering resnsibilit sdglor the design shown.The suitabilit and use of Out drawing for any strcture is the responsibility of the Building Designer perANSI/TPI 1 Sec.2. North Building.4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEQN:340739 HIPM Ply 1 Job Number.0722001 Cast R 7175 3Rd:7XL171750002 T76 FROM:MG Qty: 6 Tigard Senior Housing Orwf4o: 332.22.0740.13810 Page 3 of 3 Truss Label: 62 BFR I RTT 1128/2022 0.25 12 man =10X12 T2 =3XX5=5X5 =3X5 m3X10 T3 II11 H 4 --3X5 A B C W2 (a) 1113X5 =8X8 -- 4X5N =3X5 =3X5 =4XX112 III1.5X4 -H0308 N 14.00. 40.93' H0308 0.96 0.87 N 0 10.25' 40.93' 4X5 0.96 0.92 N 0.29" U999 0.91" U339 0.01' 0.02" P 5.13' 40.93' 6X8 0.96 0.76 N 0.18" U999 0.57' 11546 0.00" 0.00" Q 0.00' 40.93' 3X5 0.96 0.92 N 0.00" 1J999 0.00' U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD](OC 24.00][DF 1.15](NM 1] [Partial Unbal.Lt][OC 24.00)[OF 1.25J[NM 1] [CSC ASCE WindHRt-•D][OC 24.00][DF 1 60](NM 1] Load Case:1 User Modified:Yes Load Case:4 User Modified:Yes Load Case:35 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 CO 5.1[y=46.0][ 0%] 22 PLF(d-3.5 to 22 @ 5.1(y--46.01 0%] -34 PLF @-3.5 to -34 @ 5.1 L[y=42.81[100%] 22 PLF @ 5.1 to 22 @ 11.9[y--46.0][ 0%j 22 PLF @ 5.1 to 22 @ 11.9[y-46.011 0%J -34 PLF @ 5.1 to -34 @ 11.9 l[y-43.0)[100%] 22 PLF @ 11.9 to 22 29.0[y=46.01( 0%] 22 PLF @ 11.9 to 22 @ 29.0[y=46.O1 0%] 22 PLF @-3.5 to 22 @ 11.9[y-46.0][ 0%) 4 PLF @-3.5 to 4 @ 0.0(y=35.8][ 0%1 4 PLF @-3.5 to 4 @ 0.0[y=35.81 0%] -34 PLF @ 11.9 to -34 @ 29.0[y--43.0](100%J 50 PLF @-3.5 to 50 @ 5.1[y--46.0)(100%) 50 PLF @ 25.7 to 50=29.0[y--46.0][100%] 22 PLF @ 11.9 to 22©29.0(y=46.0][ 0%]50 PLF @ 5.1 to 50 @ 11.9[y 48.0][100%] 18 PLF @ 0.0 to 18 @ 29.0(y=35.81 0%J 18 PLF @ 0.0 to 18 @ 25.9[y=35.8][ 0%]50 PLF @ 11.9 to 50 @ 29.0[y--46.0J(100%] 128.00 Lbs.@ 10.8,46.0 Angle=270 20 PLF @ 25.9 to 20 @ 29.0[y--40.8][100%] 18 PLF @ 0.0 to 18 cr. 29.0[y=35.8][ 0%] 128.00 Lbs.@ 17.0,46.0 Angle=270 18 PLF @ 25.9 to 18 @ 29.0(y=35.81[ 0%]128.00 Lbs. ir 10.8,46.0 Angle=270 128.00 Lbs.@ 23.2,46.0 Angle=270 --------- 128.00 Lbs.r_, 17.0,46.0 Angle=270 Brg.#1 Vert.R= 725.6#Hor.R= -0.0# [MWFRS-STDAUTO.LOAD][OC 24.00][DF 1.60][NM 1] 128.00 Lbs.© 23.2,46.0 Angle=270 Brg.#2 Vert.R= 1074.3#Hor.R= -0.0# Load Case:44 User Modified:Yes Brg.#1 Vert.R= 1556.7#Hor.R= -0.0# --- - -= Repetitive Factors Used:No Brg.#2 Vert.R= 1702.5#Hor.R= -0.0# [Partial Unbal.Rt][OC 24.00][DF 1.25][NM 1] 11 PLF©-3.5 to 11© 5.1[y=46.01( 0%1 --- @ Load Case:5 User Modified:yes 11 PLF @ 5.1 to 11 11.9(y=46.0][ 0%] [Roof Snow Load][oC 24.00][DF 1 15][NM 1] Repetitive Factors Used:No 11 PLF It 11.9 to 11 @ 29.0[y-46.01 0%] Load Case:2 User Modified:No 22 PLF @-3.5 to 22 @ 5.1[y--46.0J[ 0%) 2 PLF©-3.5 to 2 @ 0.0[y=35.8][ 0%) Repetitive Factors Used:Yes 22 PLF @ 5.1 to 22 @ 11.9[y=46.0J( 0%] -24 PLF©-3.5 to -24© 5.1[y=46.0][100%] 22 PLF @-3.5 to 22 @ 5.1[y--46.0J( ON 22 PLF @ 11.9 to 22 @ 29.0[y=46.0][ 0%] -24 PLF @ 5.1 to -24 @ 11.9[y=46.0][100%] 22 PLF @ 5.1 to 22 @ 11.9[y--46.0]1 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8)( O%] -24 PLF @ 11.9 to -24 @ 29.0[y--46.0J[100%] 22 PLF @ 11.9 to 22 @ 29.0[y--46.0J[ 0%] 50 PLF @-3.5 to 50 @ 5.1(y--46.0][100%J 9 PLF© 0.0 to 9 @ 29.0[y=35.8]t 0%]4 PLF ©-3.5 to 4 @ 0.0(y=35.8J( 0%J 50 PLF CO 5.1 to 50 @ 11.9[y--46.0][100%] 65.28 Lbs.© 10.8,46.0 Angle=270 22 PLF©-3.5 to 22 @ 5.1[y--46.0J(100%] 50 PLF©11.9 to 50 @ 25.7[y--46.01[100%J 65.28 Lbs.@ 17.0,46.0 Angle=270 22 PLF© 5.1 to 22 @ 11.9[y=46.0][100%] 18 PLF© 0.0 to 18 @ 29.0[y=35.8][ 0%] 65.28 Lbs.© 23.2.46.0 AngIe=270 22 PLF©11.9 to 22 @ 29.0[y--46.0][100%] 128.00 Lbs.© 10.8,46.0 Angle=270 Brg.#1 Vert.R= -18.8#Hor.R= 0.0# 18 PLF @ 0.0 to 18 @ 29.0(y--35.8J( 0%] 128.00 Lbs.@ 17.0,46.0 Angle=270 Brg.#2 Vert.R= 73.1#Hor.R= 0.0# Brg.#1 Vert.R= 965.9#Hor.R= -0.0# 128.00 Lbs.@ 23.2,46.0 AngIe=270 ----------- Brg.#2 Vert.R= 999.6#Hor.R= -0.0# Brg.#1 Vert.R= 1566.8#Hor.R= -0.0# ------------------------_-_-_-^��-_--_ _-'_-- --------- Brg.#2 Vert.R' 1527.3#Hor.R= -0.031 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon Inc "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer toand follow the latest edition of BCSI(Building cornnih n OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices Mar to performing these functions. Installers shall provide temporary (5031367-21 t6 bracing per BCSI.Unless noted Otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proprly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing_Installed per BCSI sections 83,87 or B10, �� as applicable. Apply plates to each face of truss and position as shown above and on the JoinfDelails, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW BuildinoQComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss Inconformance with ANSI/1-P' 1, or for handlingU, shipping installation and bracingoff trusses. A seal orlthis drawingor cover page listing thisdrawing,indicates acceptance of professional encOlneenng responsibility soleelyTor the design shown.The suitabilify and use of this 155 Harlem Ave drawing or any structure is the responsibility of the Building Designer pet ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:aipineilw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEON:340741/ HIPM Ply: 1 Job Number 0722001 Curt R7175 JRet,1XL171750002 131 FROM:MG Oty: 6 Tigard Senior Housing DrwNo: 332 22 0740 14186 Page 1 of 3 Truss Label: B3 BFR / RTT 11/282022 5'1'10 I 10'6"8 13'11'4 , 15'6'II 20'11' _I 2594 , 28'1114 5'1'10 5'4'14 3'4"12 1'8"12 5'3" 4'10"4 3'2'10 0.25 12 =3X5 1116X8 =10X12 MD SES 3F5 =3G70 IIII.SHJC4 =-3X A B C T (a) T V W2 co I N 1 1113X5 m6X8 =4X5 _� 3X5 -3X5 =4X�12 III1.5X4 1 25'11' 1 3'0'14--I 5'1' 5'2' 39 F. 1'4"rq 5'1'8 S3"4 3'2'10 ~-3 5'1' -I 1173" 14' 15'448 20'6' 25'9'4 I 28'11"141 Loading Criteria(psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria •Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection In Ix L/defl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.293 E 999 360 Loc R. /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT CL: 0.596 E 519 240 Risk Category: ( ) a 1702 /- /- /676 /59 /9 BCDL 9.0011 Snow Duration:1.15 HORZ(LL): 0.052 K - - K 1702 /- /- /676 /59 I Des Ld: 45.00 FXP.B 'NA HORZ(TL): 0.106 K - - Wind reactions based on MWFRS NCBCLL:0.00 Mean Height:32.89 fl BuildingCode: CreepFactor:2.0 O B Wid=5.5 Min Req 6.0 psf r9 = 1.7(Truss) Soffit: 2.00 BCDL:4.2 psi IBC 2018 Max TC CSI: 0.854 K Brg Wid=5.5 Min Req= 1.5(Truss) Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.972 Bearings Cl&K are a rigid surface. Spacing:24.0" C&C Dist a:3.00 it Rep Fac:Varies by Ld Case Max Web CSI: 0.897 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply(lbs) Lou,from endwall:Any FTIRT:4(0)l4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver.21A2.00B.1108.20 B-C 325-3041 E-F 456 -4198 Lumber C-D 457-4293 F-G 321 -2868 D-E 456-4205 Top chord 2x10 DF-L#2 T2 2x4 HF#2; T3 2x4 DF-L 24001-2.OE; Bot chord 2x4 DF-L#2 Maximum Bot Chord Forces Per Ply(Ibs) Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Chords Tens.Comp. Chords Tens. Comp. BracingP-O 3027 -332 M-L 4177 -461 O-N 4330 -473 L-K 2777 -319 (a)Continuous lateral restraint equally spaced on N-M 4330 -473 member. Special Loads Maximum Web Forces Per Ply(be) -(Lumber Dur.Fac.=1.15/Plate Dur.Faa=1.15) Webs Tens.Comp. Webs Tens. Comp. TC:From 72 pN at -3.50 to 72 plf at 28.99 B-O 241 -1521 F-L 166 -1447 BC:From 4 plf at -3.50 to 4 ptf at 0.00 B•P 3134 -334 L-G 639 -18 BC:From 18 Of at 0.00 to 18py at 28.99 C-P 140 -765 G-K 320 -2972 TC: 128 lb Cone.Load at 10.77,16.98,23.19 C-O 1321 -147 H-K 93 -428 Purlins In lieu of TC eu o4 structural panels use puriins to brace all flat ��RQS PROFESS Wind �C9 �a 3294PE 1 hi �" /A" Wind loads based on MWFRS with additional C&C 9 member design. �� End verticals not exposed to wind pressure. Right cantilever is exposed to wind OREGON 4 wLY 14.20aa ,e, *Sell Tat14 Renewal 6/30/2024 11/28/2022 "WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Imes Components or aegen,■.- "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Componen Safety Information,by TPI en SBCA)for safety practices prior to performing these functions. Installers shall vide temporary I5031357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shah have a pro dy attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracin Installed per BCSI sections B3,B7 or B10, as applicable. Appl plates to each face of truss and position as shown above and on the JoinfLpetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional Information. Alpine.a division of ITW Buildingg Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TR! 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing.or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional erwneenng responsibility solelyior the design shown.The suitabilIfl and use of this dravAng for any structure is the responsibility of the Buading-Designer per ANSI/PRI 1 Sec.2. North Building,4th Floor i For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orp;AWC:awc.org Glenview,IL 60025 SEQN:340741 HIPM Ply. 1 Job Number.0722001 Cunt R7175 JRet 1XL7777s0002 731 FROM:MG Qty. 6 Tigard Senior Housing DrwNo: Page 2 of 3 Trues Label: B3 ... I ... 1 i28/2022 0.25 12 =3X5 A IIIBXB =10X12 2 =5X5 =3X5 =X10 T3 III1.5 4 =3X5 1113X5 =- = 6X8 =4X5 N 3X5 =3X5 =4XX112 III1.5X4 =H0308 Member MaxTen MaxCornp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.65 - 0.177 0.177 1 2x10 DF-L#2 42.01' Plywd B - C 325.38 -3041.22 0.020 0.179 0.198 1 2x10 DF-L#2 61.56" Plywd C - D 456.69 -4292.67 0.310 0.544 0.854 1 2x4 HF#2 65.02" Plywd D - E 455.51 4205.09 0.514 0.321 0.834 1 2x4 HF#2 61.55" Plywd E - F 455.76 -4198.22 0.528 0.067 0.595 4 2x4 DF-L 2400f-2.OE 61.55" Purl 24 F - G 321.33 -2867.84 0.085 0.248 0.333 1 2x4 DF-L 2400f-2.0E 81.50" Purl 24 G - H 135.40 -29.10 0.008 0.248 0.255 1 2x4 DF-L 2400f-2.0E 59.75" Purl 24 H - I 135.40 -29.10 0.008 0.276 0.283 1 2x4 DF-L 2400f-2.0E 38.63• Purl 24 Q - P 14.19 -11.03 0.003 0.105 0.108 1 2x4 DF-L#2 61.50" Diaph P - 0 3026.86 -331.70 0.575 0.139 0.714 1 2x4 DF-L#2 61.50" Diaph O - N 4330.29 -473.18 0.821 0.151 0.972 1 2x4 DF1#2 61.50" Diaph N - M 4330.29 -473.18 0.821 0.108 0.930 1 2x4 DF-L#2 61.50" Diaph M - L 4176.55 -461.09 0.787 0.133 0.920 1 2x4 DF-L#2 61.50" Diaph L - K 2777.28 -319.21 0.513 0.143 0.656 1 2x4 DF-L#2 63.25" Diaph K - J 0.76 -2.27 - 0.182 0.182 1 2x4 DF-L#2 38.63" Diaph B - Cl 240.93 -1521.32 0.091 0.068 0.159 1 2x4 HFStand+HFStud 11.32" B - P 3133.93 -333.82 0.653 - 0.653 1 2x4 HF#2 58.52" C - P 140.46 -764.62 0.159 - 0.159 1 2x4 HFStand+HFStud 18.35' - C - 0 1320.56 -146.63 0.661 - 0.861 1 2x4 HFStand+HFStud 60.83" O - D 89.58 -335.57 0.069 - 0.069 1 2x4 HFStand+HFStud 19.63" - - D - M 31.49 -165.06 0.101 - 0.101 1 2x4 HFStand+HFStud 61.23" M - F 159.49 -0.00 0.081 - 0.081 1 2x4 HFStand+HFStud 20.48" F - L 166.16 -1446.77 0.897 - 0.897 1 2x4 HFStand+HFStud 61.51" - - L - G 638.74 -17.72 0.326 - 0.326 1 2x4 HFStand+HFStud 20.48" G - K 319.88 -2971.85 0.741 - 0.741 1 2x4 HFStand+HFStud 61.51" a 1x4 CLB H - K 93.48 428.26 0.091 - 0.091 1 2x4 HFStand+HFStud 20.48" K - I 34.91 -160.17 0.048 - 0.048 4 2x4 HFStand+HFStud 39.16' I - J 46.84 -13.63 0.017 0.007 0.025 35 2x4 HFStand+HFStud 20.48" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) defiX(L) defX(T) A -3.50' 32.32' -0.10" U415 -0.31" U133 0.00" 0.00" B 0.00' 32.40' 6X8 0.96 0.91 N 0.00" L/999 0.00" U999 0.04" 0.0T C 5.13' 32.62' 10X12 0.96 0.90 N 0.18" L/999 0.56" U551 0.04" 0.08" D 10.54' 32.85' 3X5 0.96 0.35 N 0.29' U999 0.90" L/342 0.02" 0.05" E 13.94' 32.93' 5X5 0.96 0.94 N 0.29" L/999 0.91" U339 0.01" 0.02" F 15.6T 32.93' 3X5 0.96 0.90 N 0.28" L1999 o.BT U356 0.00" 0.02" G 20.79' 32.93' 3X10 0.96 0.74 N 0.17" 1/999 0.53" 1/581 0.00" 0.00" H 25.77' 32.93' 1.5X4 0.96 0.39 N 0.00" U999 0.00" U999 0.00" 0.00" I 28.99' 32.93' 3X5 0.96 0.73 N -0.08' U466 -0.26" L/145 0.00" 0.00" J 28.99' 30.93' 1.5X4 0.96 0.58 N -0.08" U467 -0.26" U145 0.05" 0.11" K 25.77' 30.93' 4X12 0.96 0.81 N 0.00" U999 0.00" U999 0.05" 0.11" L 20.50' 30.93' 3X5 0.96 0.92 N 0.18" U999 0.56" U557 0.04" 0.08" M 15.3T 30.93' 3X5 0.96 0.48 N 0.28" U999 0.88" 1/352 0.03" 0.05" "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! '*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trues oBe, o4448e"mw Oregon,i"`Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Buildi Cornelius OR 97113 omponent Safety Information,by TPI and SBCA)for safety practicesprior to performing these functions. Installers shall provide temporarr' (503)357-2118 - bracing per BCSI.Unless noted olherwi top chord shall have properly attached tructural sheathing and bottom chord shall hay a props y attached rigid ceiling Locations shown(or'permanent lateral restraint o webs shall have bracin installed per BCSI ections B3,Be7 or B10, �e. as applicable. Apply plates to each face of truss and position as shown above and on the Joinrpetails, unless notedotherwise. Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ass in conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professionl engineering responsibility solely-for the design shown.The suitability and use of this 755 Harlem Ave drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor Fpr more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:340741 HIPM Pty. 1 Job Number.0722001 Cunt R7175 JRe 1XL17I75o0a2 T31 FROM:MG ply: 6 Tigard Senior Housing DnvNo: Page 3 of 3 Truss Label: 83 ... I ... 11/28/2022 0.25 12 v =3X5 A IIIBXB .10X12 U E5 =3XF.5 =3G10 1111.5 ----3X5 ex W2 (a) 9 Gil lrl g 1II3X5 =6X8 ::----4X5 = 4X5 N 3X5 =3X5 =4XX112 III1.5X4 =H0308 N 14.00' 30.93' H0308 0.96 0.88 N 0 10.25' 30.93' 4X5 0.96 0.92 N 0.29" 11999 0.90" U345 0.01" 0.02" P 5.13' 30.93' 6X8 0.96 D.76 N 0.18" U999 0.56" U554 0.00" 0.00" 0 0.00' 30.93' 3X5 0.96 0.87 N 0.00" U999 0.00" 11999 0.00" 0.00' Loads using option:User Modified Load Cases [STD.AUTO.LOADJ(OC 24.00][DF 1.15][NM 1] [Partial Unbal.RI][OC 24.001[DF 1.25][NM 1] [MWFRS-STD.AUTO.LOADJ(OC 24.00)]DF 1.60J(NM 1] Load Case:1 User Modified:Yes Load Case:5 User Modified:Yes Load Case:44 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF C-3.5 to 22 @ 5.1[y=36.11] 0%] 22 PLF @-3.5 to 22 @ 5.1(y=36.1][ 0%] 11 PLF @-3.5 to 11 @ 5.1(y=36.1J[ 0%] 22 PLF @ 5.1 to 22 @ 13.9[y=36.1][ 0%] 22 PLF @ 5.1 to 22 @ 13.9[y=36.1l 0%] 11 PLF @ 5.1 to 11 @ 13.9[y=36.11[ 0%1 22 PLF @ 13.9 to 22 @ 29.0[y=36.1J[ 0%] 22 PLF @ 13.9 to 22 @ 29.0(y=36.1][ 0%] 11 PLF @ 13.9 to 11 a 29.0(y=36.1J[ 0%] 4 PLF @-3.5 to 4 @ 0.0 fy=25.8]( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] 2 PLF @-3.5 to 2 @ 0.0[y=25.8][ 0%] 50 PLF @-3.5 to 50 @ 5.1[y=36.11[100%1 50 PLF @-3.5 to 50 @ 5.1[y=36.111100%] -22 PLF @-3.5 to -22 @ 5.1[Y36.11[100%1 50 PLF @ 5.1 to 50 @ 13.9[y=36.1][100%] 50 PLF @ 5.1 to 50 @ 13.9[y=36.1][100%] -22 PLF @ 5.1 to -22 @ 13.9[y=36.1][100%] 50 PLF @ 13.9 to 50 @ 29.0[y=36.1][100%] 50 PLF @ 13.9 to 50 @ 25.7(y=36.11[100%1 -22 PLF @ 13.9 to -22 @ 29.0[y=36.1][100%] 18 PLF @ 0.0 to 18 @ 29.0[y=25.8]( 0%] 18 PLF @ 0.0 to 18 C 29.0[y=25.8][ 0%] 9 PLF @ 0.0 to 9 @ 29.0[y=25.8][ 0%] 128.00 Lbs.a 10.8,36.1 Angle=270 128.00 Lbs.c" 10.8,36.1 Angle=270 65.28 Lbs.@ 10.8,36.1 Angle=270 128.00 Lbs.@ 17.0,36.1 Angle=270 128.00 Lbs.@ 17.0,36.1 Angle=270 65.28 Lbs.@ 17.0,36.1 Angle=270 128.00 Lbs.@ 23.2,36.1 Angle=270 128.00 Lbs.@ 23.2,36.1 Angle=270 65.28 Lbs.@ 23.2,36.1 Angle=270 Brg.#1 Vert.R= 1556.7#Hor.R= -0.0# Brg.#1 Vert.R= 1566.8#Hor.R= -0.0# Brg.#1 Vert.R= 9.9#Hor.R= 0.0# Brg.#2 Vert.R= 1702.5#Hor.R= -0.0# Brg.#2 Vert.R= 1527.3#Hor.R= -0.0# Brg.#2 Vert.R= 101.2#Hor.R= -0.0# [Partial Unbal.Lt][OC 24.00][DF 1.25][NM 1] (C&C ASCE W indHRl-+0][OC 24.00](DF 1.60][NM 1] ��Y `�` Load Case:4 User Modified:Yes Load Case:35 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 5.1(y=36.1][ 0%] -32 PLF @-3.5 to -32 @ 5.1 L(y=32.8][100%] 22 PLF @ 5.1 to 22 C 13.9[y=36.1)1 0%] -32 PLF @ 5.1 to -32 @ 13.9 L[y=33.01[100%] 22 PLF @ 13.9 to 22 @ 29.0[y=36.11( 0%] 22 PLF @-3.5 to 22 @ 13.9[y=36.11 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] -32 PLF @ 13.9 to -32 @ 29.0(y=33.0)[100%] 50 PLF @ 25.7 to 50 @ 29.0[y=36.1][100%] 22 PLF @ 13.9 to 22 @ 29.0[y=36.1][ 0%] 18 PLF @ 0.0 to 18 @ 29.0(y=25.8]( 0%] 18 PLF @ 0.0 to 18 @ 25.9(y=25.81[ 0%1 128.00 Lbs.@ 10.8,36.1 Angle=270 20 PLF @ 25.9 to 20 @ 29.0[y=30.81[100%1 128.00 Lbs.@ 17.0,36.1 Angle=270 18 PLF @ 25.9 to 18 @ 29.0[y=25.81[ 0%] 128.00 Lbs.@ 23.2,36.1 Angle=270 ------------------------_----- __ Brg.#1 Vert.R= 725.6#Hor.R= 0.0# Brg.#2 Vert.R= 1074.3#Hor.R= -0.0# ----------------- D AND FOLLOW "'tMPORTANT'"A FURNISH THIS DRAWING TO ALL CONL TTRACTORS NCL ON THIS LUUDING THE INSTALLERS WING! Truss �Components iec. 488 Trusses require extreme care in fabricating,h dling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI end SBCA)for safely practicesprior to performing these functions. Installers shall provide temporary Iw3)35Tstts bracingper BLSI.Unless noted o'therwi e.topchord shall Have progenypp attached structural sheathing and bottom chord shall hay a propQfly attached rigid ceiling.Locations shown for pemanent lateral restrait f webs shall have bracing installed per BCSI sections 83,Be7 or 611D, I� as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless not otherwise. 'Refer to drawings 160A-Zpfor standard plate positions.Refer to job's General Notes page for additional informatin. ALPINE Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,.installation and bracingdrawing, responsibility North Building,4th Floor For more Information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacornponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340743/ HIPM Ply. 1 Job Number. 0722001 Cost R 7175 JRet:1XL171750002 TB FROM:MG Oty: 4 Tigard Senior Housing Page 1 of 3BFR I 33222.0740.13732 Truss Label: B4 BFR / RTT 1128/21122 5110 10'6"8 I 15.11"4 I 20'11' 25'9'4 _ 21f11"14 5'1'10 5'4'14 5'4'12 4'11'12 ( 4'10'4 I 32'10 0.25 12 A II166X8 T1 =10X122 =3%5�=5 10 ==3F70 llll.5 =-3X5 N W2 t113X5 =80 -gN5 M L K �J I I� =H0308 3X5 =3X5 =4X12 lII1.SX4 k 25'11" 1 3'0'14--I I----3,8" I 5'1' 5'2' 3'9" 1'4" 5'1'8 5'3'4 3'2'10 5'1" I 10'3' 14' 115'4�8 20'6' _1- 25'9'4 I 28'11'14� Loading Criteria(pal) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7.16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in be Udefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(spedfied) Ce:1.0 VERT(LL): 0.297 D 999 360 Loc R+ I R- /Rh /Rw /U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.604 D 511 240 p 1567 I- /- /633 1125 /10 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.051 J - - J 1702 /- /- /686 /90 I DesEXP:B Kzt:NA Ld: 45.00 Mean Height:42.91 ft HORZ(TL): 0.104 J - - Wind reactions based on MWFRS NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor 2.0 P Brg Wid=5.5 Min Req= 1.7(Truss) Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.735 J Brg Wid=5.5 Min Req= 1.5(Truss) Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.976 Bearings P&J are a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by LA Case Max Web CSI: 0.874 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:4(0y4(0) Maximum Top omp. Forces Par Ply(Ibs) GCpi:0.18 Plate Type(s): Chords Tens.Cmp. Chords Tens. Comp. Wind Duration:1.80 WAVE,HS VIEW Ver:21.02.006.1108.20 B-C 397-3034 D-E 533 -4122 Lumber C-D 559-4312 E-F 376 -2805 Top chord 2x4 HF#2 T1 2x10 DF-L#2: Bot chord 2x4 DF-L#2 Maximum Bot Chord Forces Per Ply(Ibs) Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Chords Tens.Comp. Chords Tens. Comp. Bracing O-N 3019 -405 L-K 4061 -541 (a)Continuous lateral restraint N-M 4352 -579 K-J 2714 -372 equally spaced on member. M-L 4352 -579 Special Loads Maximum Web Forces Par Ply(Ibs) -(Lumber Dur.Fac=1.15/Plate Dur.Fac.=1.15) Webs Tens.Comp. Webs Tens. Comp. TC:From 72 p8 al -3.50 to 72 pa at 28.99 B-P 282-1522 E-K 195 -1404 BC:From 4 plf at -3.50 to 4 plf at 0.00 B-O 3126 -408 K-F 666 -33 BC:From 18 plf at 0.00 to 18 pB at 28.99 C-O 161 -762 F-J 382 -2917 TC: 128 lb Conc.Load at 10.77,16.98,23.19 C-N 1350 -180 G-J 105 -424 Purlins In lieu of structural panels use puffins to brace all flat TC @ za^oc. 1.!Oro PROF• F Wind ,r,�G SS Wind loads based on MWFRS with additional C&C so.? CSC'1 N FF �O member design. �((/� �' 83294PE - End verticals not exposed to wind pressure. Right cantilever is exposed to wind .r� OREGON �(714,2(0 e, " ell Ta" Renewal 6/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.o.eon 468 Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building co".olnw OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide terhporary (533)357-21113 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord,shall have a prom attached rigid ceiling.Locations shown for permanent lateral mstraint of webs shall have bracing installed per BCSI sections 63,B7 r B10,as applicable. Apply plates to each face oT truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Buildin.1Com n nts GroupInc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, efor haandliv shipping,.installation.and bracing of trusses. A seal on this drawing or cover pagqe listing this drawing,indicates acceptance f protessiorrlal engineenng responsibility solely7or the design shown.The suitability and use of this 155 Harlem Ave drawing for any structure is the responsibility of the Building Designer per ANS�ITTPl 1 5ec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineihw.com;WI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview.IL 60025 SEQN:340743 HIPM Ply: 1 Job Number.0722001 Dust R 7175 JRef.tx1171750002 TB FROM:MG Oty: 4 Tigard Senior Housing DnwNo: Page 2 of 3 Trues Label: 64 ... / ... 11/28/2022 025 12 A III66X8 T1 =10C12 =D =5E10 e3F1D 1111.G4 e3XH W2 o mei ¢ 1113X5 =6X8 =4X5 _H0308 3X5 =3X5 e4X12 1111.5X4 Member MaxTen MaxCarlp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.78 - 0.177 0.177 1 2x10 DF-L#2 42.01" Plywd B - C 397.25 -3033.64 0.019 0.179 0.198 1 2x10 DF-L#2 61.56' Plywd C - D 558.85 -4312.06 0.313 0.422 0.735 1 2x4 HF#2 65.02" Plywd D - E 532.83 -4122.27 0.310 0.384 0.694 1 2x4 HF#2 64.80" Plywd E - F 375.83 -2804.98 0.216 0.398 0.814 1 2x4 HF#2 58.25" Purl 24 F - G 135.02 -32.63 0.019 0.472 0.491 1 2x4 HF#2 59.75" Purl 24 G - H 135.02 -32.63 0.019 0.493 0.512 1 2x4 HF#2 38.63' Purl 24 P - 0 14.15 -13.62 0.003 0.104 0.107 1 2x4 DF-L#2 61.50" Diaph O - N 3019.17 -405.30 0.574 0.140 0.715 1 2x4 DF-L#2 61.50" Diaph N - M 4351.71 -578.60 0.825 0.150 0.976 1 2x4 DF-L#2 61.50" Diaph M - L 4351.71 -578.60 0.825 0.106 0.931 1 2x4 DF-L#2 61.50" Diaph L - K 4061.18 -540.75 0.765 0.138 0.903 1 2x4 DF-L#2 61.50' Diaph K - J 2713.87 -371.61 0.501 0.184 0.686 1 2x4 DF-L#2 63.25" Diaph J - I 1.25 -2.96 - 0.188 0.188 1 2x4 DF-L#2 38.63" Diaph B - P 282.02 -1521.61 0.091 0.068 0.159 1 2x4 HFStand+HFStud 11.32' - B - 0 3125.97 -407.70 0.651 - 0.651 1 2x4 HF#2 58.52' - C - 0 160.80 -761.64 0.158 - 0.158 1 2x4 HFStand+HFStud 18.35" - C - N 1349.55 -180.34 0.675 - 0.675 1 2x4 HFStand+HFStud 60.83' - N - D 100.70 -346.25 0.072 - 0.072 1 2x4 HFStand+HFStud 19.63" - D - L 60.99 -277.34 0.170 - 0.170 1 2x4 HFStand+HFStud 61.23' - L - E 209.56 -0.00 0.107 - 0.107 1 2x4 HFStand+HFStud 20.92' - E - K 194.72 -1404.32 0.874 - 0.874 1 2x4 HFStand+HFStud 61.66" - K - F 655.78 -33.05 0.334 - 0.334 1 2x4 HFStand+HFStud 20.98" - F - J 382.47 -2917.36 0.728 - 0.728 1 2x4 HFStand+HFStud 61.68" a 1x4 CLB G - J 104.92 -424.09 0.091 - 0.091 1 234 HFStand+HFStud 20.98" - J - H 39.39 -161.35 0.049 - 0.049 4 2x4 HFStand+HFStud 39.42' - H - I 47.06 -15.17 0.003 0.024 0.026 5 2x4 HFStand+HFStud 20.98" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A -3.50' 42.32' -0.10" L/407 -0.32" U130 0.00" 0.00" B 0.00' 42.40' 6X8 0.96 0.90 N 0.00" L/999 0.00" U999 0.04" 0.07" C 5.13' 42.62' 10X12 0.96 0.92 N 0.18" L/999 0.57" 1./543 D.04" 0.08" D 10.54' 42.85' 3X5 0.96 0.35 N 0.30' U999 0.92" L/334 0.03" 0.05" E 15.94' 42.97' 5X10 0.96 0.91 N 0.28" U999 0.88" L/351 0.00" 0.01" F 20.79' 42.9T 3X10 0.98 0.73 N 0.18" U999 0.56" U554 0.00' 0.01' G 25.7T 42.9T 1.5X4 0.96 0.53 N 0.00" L/999 0.00" L/999 0.00" 0.01" H 28.99' 42.9T 3X5 0.96 0.75 N -0.09" L/436 -0.28" U135 0.00' 0.01" I 28.99' 40.93' 1.5X4 0.96 0.59 N -0.09" U436 -0.28' U135 0.05" 0.10" J 25.77' 40.93' 4X12 0.96 0.80 N 0.00" L/999 0.00" L/999 0.05' 0.10' K 20.50' 40.93' 3X5 0.96 0.91 N 0.19" U999 0.58" U530 0.04' 0.08" L 15.3T 40.93' 3X5 0.96 0.47 N 0.29" U999 0.90" L/343 0.03" 0.05" M 14.00' 40.93' H0308 0.96 0.88 N N 10.25' 40.93' 4X5 0.96 0.94 N 0.29" U999 0.91" U338 0.01" 0.02" '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Cornponer*,of Oregon,Inc. IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O Box4138 Trusses require extreme care in fabri tin ,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA for safety practices prior to performingthese functions. Installers shall provide temporary (50a)M7-2ne bracing per BCSI.Unless noted otherwie,top chard shall have properly attached structi3ral sheathing and bottoms chord shall havea properly attached rapid ceiling.Locations shown for permanen lateral restraint o webs shall have bracing ins lled per BCSI sections 83,B7 or B1D /� as applicable. Apy plates to each face o1 truss and position as shown above and on the Join Details, unless noted othenMse. I#efer to drawings 160A-Z fo standard plate positions.Refer to lob's General Notes page for additional information. A I_PI N E Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIT PI 1, or for handling shipping installation and bracing of trusses. A seal on this drawingor coverpage listing this drawing indicates acceptance of professional eno4ineennq responsibility solelvfor the design shown.The suitabilit and use f this 155 Harlem Ave drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building.4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340743 HIPM Ply: 1 Job Number.077tw1 Cost R7175 JRef.1XL171750002 TB FROM:MG City: 4 Tigard Senior Housing DneNo: Page 3 of 3 Truss Label: B4 ... / ... 11/29/2022 0.25 2 1116X8 Tt =-10X12 =3p5 =5X10 w3X10 III1.55X4 =3X5 A B fit (a] W2 � w 1II3X5 =6X8 =4X5 M =3X5 =3X5 =4XX12 1111.5X4 =H0308 0 5.13' 40.93' 6X8 0.96 0.76 N 0.18" U999 0.57" U546 0.00" 0.00" P 0.00' 40.93' 3X5 0.96 0.92 N 0.00" L/999 0.00' U999 0.00' 0.00' Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00](DF 1.15j[NM 1] [Partial Unbal.Rt][OC 24.00][DF 1.25][NM 1] (MWFRS-STD.AUTO.LOAD][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:5 User Modified:Yes Load Case:44 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=46.1][ 0%] 22 PLF @-3.5 to 22 @ 5.1[y=46.1]( 0%1 11 PLF©-3.5 to 11 @ 5.1[y=46.11( 0%] 22 PLF @ 5.1 10 22 @ 15.9[y=46.1][ 0%] 22 PLF @ 5.1 to 22 @ 15.9[y=46.1]( 0%( 11 PLF @ 5.1 to 11 @ 15.9[y--46.1][ 0%] 22 PIE @ 15.9 to 22 @ 29.0[y--46.11[ 0%] 22 PLF @ 15.9 to 22 @ 29.0[y=46.11( 0%] 11 PLF @ 15.9 to 11 @ 29.0[y--46.1j[ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 4 PLF G-3.5 to 4 @ 0.0[y=35.8][ 0%j 2 PLF @-3.5 to 2 @ 0.0[y=35.81( 0%] 50 PLF @-3.5 to 50 @ 5.1[y--46.1][100%] 50 PLF @-3.5 to 50 @ 5.1[y-46.1](100%] -24 PLF @-3.5 to -24 @ 5.1[y=46.1][100%] 50 PLF @ 5.1 to 50 @ 15.9[y 46.1][l00%] 50 PLF @ 5.1 to 50 @ 15.9(y=46.1][100%] -24 PLF @ 5.1 to -24 @ 15.9[y 46.1][100%] 50 PLF @ 15.9 to 50 @ 29.0[y-46.1][100%] 50 PLF @ 15.9 to 50 @ 25.7[y=46.11000%] -24 PLF @ 15.9 to -24 @ 29.0[y=46.1][100%] 18 PLF @ 0.0 to 18 @ 29.0[y=35.8][ 0%] 18 PLF @ 0.0 to 18 @ 29.0[y=35.811 0%] 9 PLF @ 0.0 to 9 @ 29.0(y=35.8]( 0%] 128.00 Lbs.@ 10.8,46.1 Angle=270 128.00 Lbs.C 10.8,46.1 Angle=270 65.28 Lbs.@ 10.8,46.1 Angle=270 128.00 Lbs.@ 17.0,46.1 Angle=270 128.00 Lbs.G 17.0,46.1 Angle=270 65.28 Lbs.@ 17.0,46.1 Angle=270 128.00 Lbs.@ 23.2,46.1 Angle=270 128.00 Lbs.i 23.2,46.1 Angle=270 6528 Lbs.@ 23.2,46.1 Angle=270 Brg.#1 Vert.R= 1556.7#Hor.R= -0.0# Brg.#1 Vert.R= 1588.8#Hor.R= -0.0# Brg.#1 Vert.R= -18.9#Hor.R= 0.0# Brg.#2 Vert.R= 1702.5#Hor.R= -0.0# Brg.#2 Vert.R= 1527.3#Hor.R= -0.0# Brg.#2 Vert.R= 73.0#Hor.R= -0.0# --- ___-__- -------------_-_-_ ---------- --------- --------- [Partial Unbal.Lt][OC 24.00][DF 1.25][NM 1] Load Case:4 User Modified:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y-46.1j( 0%1 22 PLF @ 5.1 to 22 @ 15.9(y--46.1][ 0%] 22 PLF @ 15.9 to 22 @ 29.0(y--46.1][ 0%] 4 PLF @-3.510 4 @ 0.0(y=35.8j[ 0%] 50 PIE @ 25.7 to 50 @ 29.0[y-46.1][100%] 18 PLF @ 0.0 to 18 @ 29.0(y=35.8]( 0%] 128.00 Lbs.@ 10.8,46.1 Angle=270 128.00 Lbs.@ 17.0,46.1 Angle=270 128.00 Lbs.@ 23.2,46.1 Angle=270 Brg.#1 Vert.R= 725.6#Hor.R= -0.0# Brg.#2 Vert.R= 1074.3#Hor.R= 0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! TwsaCo„r,,,,,e,rta or oroson.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.8os488 Trusses require extreme rare in fabricalina hhepol'n shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CorneiWs OR 97113 Component Safely Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357.211a bracing per BCSI.Unless noted otherwise,top chord shall have properlyattached structural sheathing and bottom chord shall have a proprty attached d id ceiling.Locations shown for permanent lateral resraint of webs shall have bracingjrnslalled per BCSI sections 63,B7 or B10, ,�as applicable. AppT plates to each face o tru s and position as shown above and on the JointDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI PI 1, or for handling, shippingQ installation and bracing of trusses. A seal o❑this drawing or cover page 155 Harlem Ave listing this drawing,g indicates acceptance of professii nal engineering responsibility solely-Tor the design shown.The suitability and use of this drawing for any structure is the responsibility of the uh ding esign r per ANSITTP1 1 Sec.2. North Building,4th Floor For more Information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEQN:340745/ H1PM Ply: 1 Job Number. 0722001 Cult R7175 JRaf:1XL171750002 751 FROM:MG QM 4 Tigard Senior Housing DiwNo: 332.22.0740.13952 Page 1 of 3 Truss Label: B5 BFR I RTT 11/28/2022 5110 10'6'8 I 15'8' _, 1T1rf 20'11' , 25'9'4 , 28'11'14 51'10 5'4'14 5'1'8 2'3.4 Z11'12 4'10'4 3'2"10 0.25 12 A IIIB6X8 Tt =10X12 = 03X5 w3X5 w4X5 X10 III1.H 4 m3X5 CT go W2 (a) T gi 1 i i i u 1 111� =6X8 w4X5 -H0308 3X5 u14X5 w4X112 1111.5X4 1 25'11" 1 3'014-{ F'__-3,8• F 51" I 57 _I 3'9' _I 14"8 5'1"8 _I 5'3'4 , 3'2'10 5'1" 10'3" 14' 15'4 8 20'6' 25'9'4 28'11'141 Loading Criteria(psi) Wind Criteria Snow Criteria (P9,PFin PSF) Defl/CSl Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in Mc L/defl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.296 D 999 360 Loc R. /R- /Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): Risk Cate gory: ( ): 0.602 D 513 240 1702 /- 1- /633 /125 /11 BCDL: 9.00 11K Snow Duration:1.15 HORZ(LL): 0.051 K - - K 1702 /_ /_ /686 r90 /_ Des Ld: 45.00 EXP:B Kra:NA Mean Height:42.93 ft HORZ(TL): 0.104 K - Wind reactions based on MWFRS NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor.2.0 0 Brg Wid=5.5 Min Reg= 1.7(Truss) Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.801 K Brg Wid=5.5 Min Reg= 1.5(truss) Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.976 Bearings 0 8 K are a rigid surface. Spacing:24.0' C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.939 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:4(0y4(0) Maximum Top Chord Forces Per Ply(Ibs) GCpi:0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration:1.60 WAVE,HS VIEW Ver:21.02.0013.1108.20 B-C 398-3037 E-F 370 -2759 Lumber - C-D 556-4304 F-G 370 -2753 Top chord 2x4 HF#2 T1 2x10 DF-L#2; 0-E 541 -4151 Bot chord 2x4 OF-L#2 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Maximum Bot Chord Forces Per Ply Ms) Bracing Chords Tens.Comp. Chords Tens. Comp. (a)Continuous lateral restraint equally spaced on P-O 3022 - M-L 4119 -548 member. O-N 4343 -577 L-K 2662 -366 N-M 4343 -577 Special Loads -(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) Maximum Web Forces Per Ply(lb.) TC:From 72 Of at -3.50 to 72 plf at 28.99 Webs Tens.Comp. Webs Tens. Comp. BC:From 4 pH at -3.50 to 4 pit at 0.00 B-a 282-1521 E-L 207 -1508 BC:From 18 ptf at 0.00 to 18 pH at 28.99 TC: 128 lb Conc.Load at 10.77,16.98,23.19 8-P 3129 -409 L-G 671 -35 C-P 161 -763 G-K 378 -2872 Purins C-O 1338 -176 H-K 104 -423 In lieu of structural panels use purlins to brace all flat TC @I 24"oc. It so PROFF Wind `rS i Wind loads based on MWFRS with additional C&C C9� �aG(N�c�q oy member design. [C/ 88294PE 37 fie End verticals not exposed to wind pressure. /� Right cantilever is exposed to wind OREGON 33 �j 4, 14,14,SO 4t8e11 Tan"c Renewal 6/3012024 11/28/2022 'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tess Components or Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box 468 Trusses require extreme care in fabricating handlin ship ing,installing and bracing. Refer to and follow the latest edition of!Ks!(Building Comewus OR srt13 Component SS fe Information,by TPI and SBCA)�o'safe�v practices 7ior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per SCSI.Unless noted otherwise,top chord shall Hae properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling Locations shown for anent lateral restraint a webs shall have bracing installed per BCSI sections e3,B7 or B10, as applicable. Ap_7y plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise, Refer to A drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW B ildn Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the Puss in conformance with ANStIt PI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page listing this drawing,indicates acceptance of professional enggneenn responsibility sotglyTor the design shown.The suitability and use of ass 155 Harlem Ave drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponenis.com;ICC:Iccsafe.org;AWC:awc.org Glen's',IL 60025 SKIN:340745 HIPM Ply: 1 Job Number. 0722001 Cult R7175 JRet 1XL171750002 T51 FROM:MG ply: 4 Tigard Senior Housing DrwNo: Page 2 of 3 Truss Label: BS ... / ... 11282022 0.25 12 A IIIBXB T7 =10C12 =3p5 =3E 4X5= G10 1111.H 4 =3X5 II ------------,......,.._______.......,...___: ......02-----,_________. I .(a) I I la 1113X5 =6X8 =4X5 N M =3X5 4X5 =4X12 1111.5X4 =H0308 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.78 - 0.177 0.177 1 2x10 DF-L#2 42.01" Plywd B - C 398.03 -3036.71 0.019 0.179 0.198 1 2x10 DF-L#2 61.56" Plywd C - D 555.89 -4304.25 0.312 0.490 0.801 1 2x4 HF#2 65.02' Plywd D - E 541.16 -4151.12 0.277 0.271 0.548 1 2x4 HF#2 61.51" Plywd E - F 370.02 -2759.19 0.213 0.420 0.633 1 2x4 HF#2 61.54" Plywd F - G 369.87 -2753.42 0.208 0.400 0.608 1 2x4 HF#2 61.54' Purl 24 G - H 133.38 -32.19 0.019 0.472 0.491 1 2x4 HF#2 59.75" Puri 24 H - I 133.38 -32.19 0.019 0.490 0.509 1 2x4 HF#2 38.63' Purl 24 O - P 14.18 -15.06 0.003 0.104 0.107 1 2x4 DF-L#2 61.50" Diaph P - 0 3022.28 -407.53 0.575 0.139 0.714 1 2x4 DF-L#2 61.50" Diaph O - N 4342.94 -576.80 0.823 0.153 0.976 1 2x4 OF-L#2 61.50" Diaph N - M 4342.94 -576.80 0.823 0.111 0.935 1 2x4 DF-L#2 61.50' Diaph M - L 4118.87 -548.09 0.776 0.135 0.912 1 2x4 DF-L#2 61.50' Diaph L - K 2662.03 -365.51 0.492 0.142 0.633 1 2x4 DF-L#2 63.25" Diaph K - J 1.28 -2.85 - 0.178 0.178 1 2x4 DF-L#2 38.63" Diaph B - 0 281.95 -1521.40 0.091 0.068 0.159 1 2x4 HFStand+HFStud 11.32" B - P 3129.19 -408.52 0.652 - 0.652 1 2x4 HF#2 58.52" - C - P 161.16 -763.05 0.158 - 0.158 1 2x4 HFStand+HFStud 18.35' - - C - 0 1337.84 -176.36 0.669 - 0.669 1 2x4 HFStand+HFStud 60.83" O - D 99.15 -341.08 0.071 - 0.071 1 2x4 HFStand+HFStud 19.63' D - M 48.17 -235.48 0.145 - 0.145 1 2x4 HFStand+HFStud 61.23" M - E 185.47 -0.00 0.095 - 0.095 1 2x4 HFStand+HFStud 20.92" E - L 207.45 -1508.54 0.939 - 0.939 1 2x4 HFStand+HFStud 61.66" - L - G 670.74 -34.53 0.342 - 0.342 1 2x4 HFStand+HFStud 21.48" G - K 377.96 -2872.48 0.718 - 0.718 1 2x4 HFStand+HFStud 61.85" a 1x4 CLB H - K 104.38 -423.35 0.091 - 0.091 1 2x4 HFStand+HFSIud 21.48" K - I 39.10 -160.38 0.049 - 0.049 4 2x4 HFStand+HFStud 39.69" I - J 47.10 -15.18 0.003 0.023 0.027 5 2x4 HFStand+HFStud 21.48' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) doflX(L) dellX(T) A -3.50' 42.32' -0.10' U408 -0.32" U131 0.00" 0.00" B 0.00' 42.40' 8X8 0.96 0.91 N 0.00" U999 0.00" U999 0.04" 0.07" C 5.13' 42.62' 10X12 0.96 0.91 N 0.18' U999 0.57" U544 0.04" 0.08' D 10.54' 42.85' 3X5 0.96 0.35 N 0.30' U999 0.92" U336 0.02' 0.05" E 15.66' 42.96' 3X5 0.96 0.93 N 0.29' U999 0.89" U348 0.00" 0.01" F 17.94' 43.01' 4X5 0.96 0.77 N 0.27" U999 0.85" L/364 0.00" 0.00" G 20.79' 43.01' 3X10 0.96 0.72 N 0.17" U999 0.54" U567 0.00" 0.01" H 25.7T 43.01' 1.5X4 0.96 0.53 N 0.00' U999 0.00" L/999 0.00" 0.01' I 28.99' 43.01' 3X5 0.96 0.75 N -0.09" U446 -0.28" U138 0.00" 0.01" J 28.99' 40.93' 1.5X4 0.96 0.59 N -0.09" U446 -0.28" L/138 0.05' 0.10' K 25.77' 40.93' 4X12 0.96 0.78 N 0.00" 1/999 0.00" U999 0.05' 0.10" L 20.50' 40.93' 4X5 0.96 0.73 N 0.18" U999 0.57" U542 0.04" 0.08" M 15.3T 40.93' 3X5 0.96 0.48 N 0.29" U999 0.90" 1/344 0.03" 0.05" "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon Inc. ""IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.aox 468 Trusses require extreme care in fabricating h odlinp shipping installing and bracing. Refer toand follow the latest edition of BCSI(Buildin CO" "-"OR 97113 Component Safety Information,byTPI end'SECA)for safety practices prior to performing these functions. Installers shall provide temporary (503),357-2118 bracing per SCSI.Unless noted Otherwise,top chord shall have roper) attached structural sheathing and bottom chord shall have a propefly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have braci installed per BCSI sections B3,B7 or B10, �k, as applicable. Applyplates to each face of tru. s and position as shown above and on the Joinfetails, unless noted otherwise. Defer to drawings 180A-Z for standardplate positions.Refer to lob's General Notes page for additional information. ALPINE Alpiine,a division of ITW BuVildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/PI 1, or for handling. shipping,.installation and bracing of trusses. A seal on this drawing or cover page listing th' drawing,indicates acceptance of professional enneerin responsibility solely for the design shown.The suitability and use of this 155 Harlem Ave drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsate.org;AWC:awc.org Glenview,IL 60025 SEQN:340745 HIPM Ply: 1 Job Number. 0722001 Oust R7175 JRM:1XLt717511002 T51 FROM:MG City: 4 Tigard Senior Housing DnvNo: Page 3 of 3 Truss Label: B5 ... / ... 11/282022 0.25 12 1116X8 =10X12 =3X5 =3E5 =4X5 =3X10 1111.„4 Ed3XI A B T1 w2 Q 8 III3XX55 =6X8 a 4X5 _� 3X5 =4X5 =4X1122 -1111.5X4 308 N 14.00' 40.93' H0308 0.96 0.88 N 0 10.25' 40.93' 4X5 0.96 0.94 N 0.29" L1999 0.91" 1/339 0.01" 0.02" P 5.13' 40.93' 6X8 0.96 0.76 N 0.18" L/999 0.58" U547 0.00" 0.00' O 0.00' 40.93' 3X5 0.96 0.92 N 0.00" L/999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00](DF 1.15][NM 1] [Partial Unbal.Rt][OC 24.00][DF 1.251[NM 1] [MWFRSSTD.AUTO.LOAD][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:5 User Modified:Yes Load Case:44 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 5.1(y--46.21 0%) 22 PLF lt-3.5 to 22 @ 5.1(y=46.21( 0%] 11 PLF @-3.510 11 5.1 22 PLF @ 5.1 to 22 @ 17.9[y-46.2]( 0%] 22 PLF 5.1 to 22 17.9i [(r 6.2] 0%] � � [y-46.2][ 0°hj 11 PLF @ 5.1 to 11�17.9(y--46.2][ 0%] 22 PLF @ 17.9 to 22 @ 29.0(y=46.2][ 0%] 22 PLF @ 17.9 to 22 @ 29.0[y=46.2]f 0%] 11 PLF @ 17.9 to 11 @ 29.0[y 46.2][ 0%J 4 PLF @-3.5 to 4 @ 0.0[y=35.811 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8 0%) 2 PLF 50 PLF [y=461 100% 50 PLF 2 (a�--3.5 t 2 4 5.1.0 y[y 46.2 100 @-3.5 t0 50 5.1 ]( ] �-3.5 t0 50� 5.1[y=46.2J[10D%] -24 PLF�-3.5 to -24� 5.1[y-48.2)(100%] 50 PLF @ 5.1 to 50 @ 17.9[y=46.28100%J 50 PLF @ 5.1 to 50 @ 17.9[y-46.2][100%] -24 PLF @ 5.1 to -24 @ 17.9[y=46.2][100%] 50 PLF @ 17.9 to 50 @ 29.0[y=46.2][100%] 50 PLF @ 17.9 to 50 @ 25.7[y-46.2][100%] -24 PLF @ 17.9 to -24 @ 29.0[y--46.2][100%] 18 PLF @ 0.0 to 18 @ 29.0(y=35.8]1 0%] 18 PLF @ 0.0 to 18 @ 29.0(y=35.81( 0%1 9 PLF @ 0.0 to 9 @ 29.0 Jy=35.8]( 0%] 128.00 Lbs.@ 10.8,46.2 Angle=270 128.00 Lbs.@ 10.8,46.2 Angle=270 65.28 Lbs.@ 1 0.8,46.2 Angle=270 128.00 Lbs.@ 17.0,46.2 Angle=270 128.00 Lbs.@ 17.0,46.2 Angle=270 65.28 Lbs.@ 17.0,48.2 Angle=270 128.00 Lbs.@ 23.2,46.2 Angle=270 128.00 Lbs.@ 23.2,46.2 Angle=270 65.28 Lbs.@ 23.2,46.2 Angle=270 Brg.#1 Vert.R= 1556.7#Hor.R= 0.0# Brg.#1 VertR= 1566.8#Hor.R= -0.0# Brg.#1 Vert.R= -19.0#Hor.R= 0.0# Brg.#2 Vert.R= 1702.5#Hor.R= -0.0# Brg.#2 Vert.R= 1527.3#Hor.R= 0.00 Brg.#2 Vert.R= 72.9#Hor.R= -0.0# (Partial Unbal.LtI(OC 24.00][DF 1.25J(NM 1)____ _ ____ ____-_-_______________ __� _-_ -_-_______________-_ Load Case:4 User Modified:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1(y 46.2][ 0%) 22 PLF @ 5.1 to 22 @ 17.9[y=46.2]( 0%] 22 PLF @ 17.9 to 22 CO 29.0[y--46.28 0%] 4 PLF @-3.510 4 @ 0.0(y=35.8]1 0%] 50 PLF @ 25.7 to 50 @ 29.0[y=46.28100%] 18 PLF @ 0.0 to 18 @ 29.0[y=35.8J[ 0%) 128.00 Lbs.@ 10.8,46.2 Angle=270 128.00 Lbs.@ 17.0,46.2 Angle=270 128.00 Lbs.@ 23.2,46.2 Angle=270 Brg.#1 VertR= 725.6#Hor.R= 0.0# Brg.#2 Vert.R= 1074.3#Hor.R= -0.0# "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Toms component"of asset,Inc. "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.nor4e8 Trusses require extreme care in fabricating,hhaandliny shipping,installing and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fSr safety practices prior to performing these functions. Installers shal provide temporary 1sw}1s7.tns bracing er BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord,shall have a prop00rly attach rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sectons B3,B7 or B10 as app icable. Apply plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITN B it n Components Group Inc.shall not be responsible for any deviation from this drawing,an failure to build the truss in conformance with ANSITTPI 1, or for handling, shipping9 installation and bracing of trusses. A seal on this drawing or cover gage listing this drawing,indicates acceptance f professional en meering responsibility s Iery Tor the design shown.The suitability and use of This t 55 Harlem Ave drawing for any s cture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacornponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340758/ HIPM Ply: 1 Job Number: 0722001 Cust:R 7175 JRet IXL171750002 T50 FROM:MG Qty: 2 Tigard Senior Housing DneNo: 332.22.0740.13982 Page 1 of 3 Truss Label: 87 BFR 1 RTr 11282022 5'110 10'6'8 I 15'8" _ 20'11" 21' 1.4 25'9'4 28'11 14 5'1"10 5'4-14 5'1'8 I 5'3" 1V�4 3'10" I 3'2'10 0.25 12 =3X5 A IIB6X8 TI =10072 •3X5 =4E5 w3F10 G 1111.5HX4 •3X5 T t. W2 (®) N 1 1113X5 =6X8 -•4X5 -H030tf•3X5 w4X5 re4X112 1111.5X4 A 25'11" 1 3'0"14-H{ -_3'8' 5'1" VT 3'9" 1'4"8r 51"8 5'3"4 3'2"10 5'1' I 10'3' I 14' ' 15'4.8 20'6' -1 -1 I 28'11.14I Loading Criteria(pat) Wind Criteria Snow Criteria (Pg,Pf in PSF) DeNCSI Criteria •Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Udefl LJ# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.296 D 999 360 Loc R. /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT CL: 0.601 D 514 240 BCDL: 9.00 Risk Category:II ( ) K 17 /- /- /633 /124 /13 Snow Duration:1.15 HORZ(LL): 0.051 K - - K 1702 2 /- I- /686 /90 /- Kzt /- Des Ld: 45.00 EXP'B 'NA HORZ(TL): 0.104 K - - Wind reactions based on M W FRS NCBCLL:0.00 Mean Height:42.97 ft BuildingCode: TCDL:6.0 psi Creep Factor.2.0 0 Brg Wid=5.5 Min Req= 1.7(Truss) Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.816 K Brg Wid=5.5 Min Req= 1.5(Truss) Load Duration:1.15 MWFRS Parallel Dist:h2 to h TPI Std: 2014 Max BC CSI: 0.977 Bearings CI&K are a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.982 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:4(0y4(0) Maximum Top Chord Forces Per Ply(Iba) GCpi:0.18 Plate T Chords Tens.Comp. Chords Tens. Comp. ype(s): Wind Duration:1.60 WAVE,HS VIEW Ver.21.02.008.1108.20 B-C 398-3037 D-E 540 -4156 Lumber C-D 555-4303 E-F 360 -2699 Top chord 2x4 HF#2 T1 2x10 DF-L#2: Bot chord 2x4 DF{#2 Maximum Bot Chord Forces Per Ply(lbs) Webs 2x4:HF Standard+HF Stud:W2 2x4 HF 42. Chords Tens.Comp. Chords Tens. Comp. Bracing P-O 3023 -410 M-L 4125 -550 (a)Continuous lateral restraint O-N 4341 -579 L-K 2600 -357 equally spaced on member. N-M 4341 -579 Special Loads Maximum Web Forces Per Ply(be) -(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) Webs Tens.Comp. Webs Tens. Comp. TC:From 72 pH al -3.50 to 72 p9 at 28.99 B-Q 282-1521 E-L 217 -1578 BC:From 4 pia at -3.5010 4 pit at 0.00 B-P 3130 -408 L-F 698 -38 BC:From 18 plf at 0.00 to 18 plf al 28.99 C-P 161 -763 F•K 371 -2819 TC: 128 lb Conc.Load at 10.77,16.98,23.19 C-O 1336 -176 H-K 104 -417 Purllns In lieu of structural panels use purlins to brace all flat TC @ 24"oc. ,s- ckEO PROFES Wind ,y v4G(NfE S'O Wind loads based on MW FRS with additional C&C member design. k/ 63294PE i:t1 owe-- End verticals not exposed to wind pressure. Right cantilever is exposed to wind OREGON 134 �Lr 14,200'e QC *sell Tar \\....s........., Renewal 6/30/2024 11/28/2022 "WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc.*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabrtcatin h ndUnp shipping installing and bracing. Refer to and follow the latest edition of BCSI(Building Cor"el'nn OR 97113 Component Safety Information,by TPI one SBCA) safety practices pprior to performing these functions. Installersshall provide to porary 1503),157-2116 bracing per BCSI.Unless noted otherwise,top chord shall have oroperll attached structural sheathing.and bottom chord,shall havve_�a prg4ppeeirlly attache rigid ceiling.Locations shown for permanent lateral restraint o webs shall have bracing instled per BCSI sections 63,B7 or 810,as applicable. Appl plates to each face o1 truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE' Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installabionn and bracingof trusses. A seal on this drawing or cover apQe ""'"""'"°""'listing thisdrawing,indicates acceptance of professional engineering responsibility sole)VyTor the design shown.The suittabilit"y and use of This 155 Harlem Ave drawing or any structure is the responsibility of the Building-Designer per ANSI/TPI 1 ec.2. North Building,4th Floor For more information see these web sites:Aline:al•ineitw.com-TPI:t•inst.or.-SBCA:sbcacom••nents.com'ICC:iccsafe.o•'AWC:awc.o. Glenview,IL 60025 SC-ON:340758 HIPM Ply. 1 Job Number:0722001 Cost R7175 JRet 1XL171750002 750 FROM:MG City: 2 Tigard Senior Housing DrwNo: Page 2 of 3 Trues Label: B7 ... I ... 11/282022 0.25 2 =3X5 1116X8 Ti ------10X12 =3p5 =4E =3F10 G 1111:H -- 3X5A B _ ...1 ..-Will '°lli t l l W2 � ■ Ifi IIIK III3X5 =6X8 ---4X5N 3X5 =4X5 ---4X121111.5X4 =H0308 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.78 - 0.177 0.177 1 2x10 DF-L#2 42.01" Plywd B - C 397.60 -3037.26 0.019 0.179 0.198 1 2x10 DF-L#2 61.56" Plywd C - D 554.90 4302.97 0.312 0.505 0.816 1 2x4 HF#2 65.02' Plywd D - E 540.08 4156.47 0.290 0.270 0.560 1 2x4 HF#2 61.51" Plywd E - F 360.13 -2698.73 0.082 0.438 0.520 1 2x4 HF#2 61.51' Plywd F - G 127.47 -30.80 0.018 0.438 0.455 1 2x4 HF#2 59.79T Plywd G - H 129.48 -30.67 0.019 0.494 0.513 1 2x4 HF#2 59.79" Purl 24 H - I 129.38 -30.68 0.019 0.413 0.432 1 2x4 HF#2 38.63" Purl 24 Q - P 14.18 -17.93 0.003 0.105 0.107 1 2x4 DF-L#2 61.50" Diaph P - 0 3022.84 -409.98 0.575 0.138 0.713 1 2x4 DF-L#2 61.50" Diaph O - N 4341.48 -578.65 0.823 0.154 0.977 1 2x4 DF-L#2 61.50" Diaph N - M 4341.48 -578.65 0.823 0.113 0.936 1 2x4 DF-L#2 61.50" Diaph M - L 4124.79 -549.91 0.777 0.134 0.912 1 2x4 DF-L#2 61.50" Diaph L • K 2600.48 -357.31 0.480 0.140 0.620 1 2x4 DF-L#2 63.25" Diaph K - J 1.29 -2.62 - 0.175 0.175 1 2x4 DF-L#2 38.63" Diaph B - 0 281.86 -1521.37 0.091 0.068 0.159 1 2x4 HFStand+HFStud 11.32" - B - P 3129.76 -408.08 0.852 - 0.652 1 2x4 HF#2 58.52" - C - P 161.05 -763.33 0.158 - 0.158 1 2x4 HFStand+HFStud 18.35" - C - 0 1335.87 -175.75 0.668 - 0.668 1 2x4 HFStand+HFStud 60.83" - O - D 98.91 -340.05 0.070 - 0.070 1 2x4 HFStand+HFStud 19.63" - D - M 48.42 -228.87 0.141 - 0.141 1 2x4 HFStand+HFStud 61.23" - M - E 182.14 -0.00 0.093 - 0.093 1 2x4 HFStand+HFSWd 20.92" - E - L 216.90 -1577.94 0.982 - 0.982 1 2x4 HFStand+HFStud 61.66" - L - F 698.48 -38.29 0.356 - 0.356 1 2x4 HFStand+HFStud 22.20" - F - K 371.20 -2619.26 0.707 - 0.707 1 2x4 HFStand+HFStud 62.10" a 1x4 CLB H - K 103.92 417.32 0.091 - 0.091 1 2x4 HFStand+HFStud 22.48" - K - I 37.70 -157.49 0.049 - 0.049 4 2x4 HFStand+HFStud 40.24" - I - J 47.18 -15.15 0.003 0.023 0.026 5 2x4 HFStand+HFStud 22.48" - Joint x y Plate Cq JSI Method defly(L) deflY(T) deflX(L) det1X(T) A -3.50' 42.32' -0.10" U408 -0.32" U131 0.00" 0.00" B 0.00' 42.40' 6X8 0.96 0.91 N 0.00" L/999 0.00" U999 0.04" 0.07" C 5.13' 42.62' 10X12 0.96 0.91 N 0.18" U999 0.57" U544 0.04" 0.08" D 10.54' 42.85' 3X5 0.96 0.35 N 0.30" U999 0.92" L/336 0.02" 0.05" E 15.66' 42.96' 4X5 0.96 0.73 N 0.28" U999 0.89" L/348 0.00" 0.01" F 20.79' 43.0T 3X10 0.96 0.74 N 0.1T U999 0.54" U572 0.00' 0.02" G 21.94' 43.09' 3X5 0.96 0.75 N 0.16" U999 0.49" U624 0.00" 0.02" H 25.7T 43.09' 1.5X4 0.96 0.53 N 0.00" U999 0.00" U999 0.00' 0.02" I 28.99' 43.09' 3X5 0.96 0.73 N -0.09" U449 -0.28" U139 0.00" 0.02" J 28.99' 40.93' 1.5X4 0.96 0.59 N -0.09' 1/449 -0.28" U139 0.05" 0.10" K 25.7T 40.93' 4X12 0.96 0.77 N 0.00" U999 0.00" L/999 0.05" 0.10" L 20.50' 40.93' 4X5 0.96 0.76 N 0.18" U999 0.57" U547 0.04" 0.08" M 15.3T 40.93' 3X5 0.96 0.48 N 0.29" 1/999 0.90' U344 0.03" 0.05" **WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Dragon,Inc. 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 499 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)For safety practices prior to performing these functions. Installers shall provide temporary (503)357-211B bracing per BCSI.Unless npted otherwise,top chrd shall have ro erattached structural sheathing and bottom chord,shall havea propeey attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracinn_Inslalled per BCSI s ctons B3,B7 or B10 .` as applicable. Appl plates to each face of truss and position as shown above and on the JoiniDelails, unless noted otherwise. Refer to drawings 160A-Z for'stanard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Buildin Co ponents Group Inc.shall not be responsible for any deviation from this drawing,anyfailure to build the truss in conformance with ANSI,] 11,, or for handling, shipping,_installation and bracing of trusses. A seal on this draWIn or cover page 155 Harlem Ave listing this drawing,indicates acceptance.f professional en Ineenn responsibility solelyTor the design shown.The suitabif and use of this drawing for any structure is the responsibility of the Building'Design4r per ANSI/7PI 1 Sec.2. North Building,4th Floor FOr more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340758 HIPM Ply: 1 Job Number.0722001 FROM:MG 2 Gust R7175 JRef.1 XL 171750002 T50 Oty: Tigard Senior Housing Page 3 of 3 Truss Label: B7 Dr1vNo; ... / ... 11/28/2022 0.25 12 =3X5 A IIIB6X8 T7 w10X12 3X5 '.--4X5 =3X10 G III 1.5 4 --!-3X5I 0 (a) W2 r7 CM P O N M III3X5 =6X8 =4X5 =3X5 =4X5 m4XX12 I111.5X4 =H0308 N 14.00' 40.93' H0308 0.96 0.88 N 0 10.25' 40.93' 4X5 0.96 0.93 N 0.29" U999 0.91" 1/339 0.01" 0.02" P 5.13' 40.93' 6X8 0.96 0.76 N 0.18" 1/999 0.56" U548 0.00" 0.00" 0 0.00' 40.93' 3X5 0.96 0.92 N 0.00" 1/999 0.00' U999 0.00" 0.00" Loads using option:User Modified Load Cases ISTD.AUTO.LOAD1[0C 24.00][DF 1.15][NM 1] [Partial Unbal.Rt][OC 24.00J[DF 1.251(NM 1] (MW FRS-STD.AUTO.LOAD1[OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:5 User Modified:Yes Load Case:44 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1 1y=46.21( 0%] 22 PLF @-3.5 to 22 @ 5.1(y--46.21( 0%] 11 PIE©-3.5 to 11 @ 5.1[y=46.2][ 0%] 22 PLF @ 5.1 to 22 C 21.9[y--46.2]( 0%] 22 PLF @ 5.1 to 22 @ 21.9[y-46.21[ 0%] 11 PLF @ 5.1 to 11 @ 21.9[y--46.21 0%] 22 PLF @ 21.9 to 22 @ 29.0(y=46.21[ 0%] 22 PLF @ 21.9 to 22 @ 29.0]y=46.21( 0%1 11 PLF a 21.9 to 11 @ 29.0[y°46.2][ 0%I 4 PLF @-3.5 to 4 @ 0.0(y=35.8J[ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 2 PLF @-3.5 to 2 [y=35.8J( 0%] 50 PLF @-3.5 to 50 r_� 5.1(y--46.2][100%] 50 PLF @-3.5 to 50 @ 5.1[y 46.21[100%1 -24 PLF 0.0 50 PLF @ 5.1 to 50 @ 21.9(y--46.21[100%1 50 PLF© 5.1 to 50 @ 21.9[y=46.21[100%1 -24 PLF @ 5.1 to -24 @ 21.9[y 46.4100% 50 PLF @ 21.9 to 50 29.0[y--46.2][100%I 50 PLF @ 21.9 to 50 @ 25.7[y--46.21[100%1 -24 PLF @ 21.9 to -24@ 29.��6..2]f1 0% 18 PLF a 0.0 to 18 @ 14.0(y=35.8][ 0%1 18 PLF @ 0.0 to 18 @ 14.0(y--35.81( 0%I 9 PLF @ 0.0 to 9 @j4.0 ��6( %] 18 PLF @ 14.0 to 18 @ 29.0[y=35.81( 0%] 18 PLF @ 14.0 to 18 29.0 @ @ 1[y=35.J1 0 128.00 Lbs. 10.8,46.2 @ [Ie a270J( 0%] 9 PLF Lbs.14.010 9�.2 A gIe 2 0 0%] @ Angle=270 128.00 Lbs.@ 10.8,46.2 Angle=270 65.28 @ 10.8,46.2 Angle=270 128.00 Lbs.@ 23.2,46.2 Angle=270 128.00 Lbs.@ 23.2,46.2 Angle=270 65.28 Lbs. 23.2,46.2 Angle=270 128.00 Lbs.@ 17.0,46.2 Angle=270 128.00 Lbs.@ 17.0,46.2 Angle=270 65.28 Lbs.@ 17.0,46.2 Angle=270 Brg.#1 Vert.R= 1556.7#Hor.R= -0.0# Brg.#1 Vert.R= 1566.8#Hor.R= -0.0# Brg.#1 VerLR= -19.1#Hor.R= -0.0# Brg.#2 Vert.R= 1702.5#Hor.R= -0.0# Brg.#2 Vert.R= 1527.3#Hor.R= 0.0# Brg.#2 Vert.R= 72.8#Hor.R= -0.0# [Partial Unbal.Lt][OC 24.00][DF 1.25][NM 1] Load Case:4 User Modified:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1(y--46.21 0%] 22 PLF @ 5.1 to 22 @ 21.9(y 46.2J[ 0%] 22 PLF @ 21.9 to 22 @ 29.0(y=46.21( 0%1 4 PLF T-3.5 to 4 @ 0.0[y=35.131( 0%1 50 PLF @ 25.7 to 50 @ 29.0[y=46.2][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.81( 0%] 18 PLF @ 14.0 to 18 @ 29.0(y=35.81( 0%] 128.00 Lbs.@ 10.8,46.2 Angle=270 128.00 Lbs.@ 23.2,46.2 Angle=270 128.00 Lbs.@ 17.0,46.2 Angle=270 Brg.#1 Vert.R= 725.6#Hor.R= -0.0# Brg.#2 Vert.R= 1074.3#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Truss Box 46a Components or Oregon,Inc. Trusses require extreme care in fabricating,h ndlingg shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Con s OR 97113 Component ggaaffety Information,byTPI end SBCA)fSr safety pactices prior to perforTing these functions. Installers shalt provide temporary (so313a82118 bracing per BCSI.Unless noted Otherwise,top chord shall have prgperll attached structural sheathingand bottom chord shall hay€€a progeny attached rigid ceiling.Locations shown for permanent lateral restraint o webs shall have bracing instlled per BCSI ections B3,B7 or B10 as applica0le. AppT plates to each face of truss and position as shown above and on the Join-Details, unless notedotherwise. 'Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any d viation from this drawing,any failure to build the truss in conformance with ANSI/l PI 1, or for handling, shipping Installation and braclnp off trusses. A seal on this drawingor cover pa e listing this drawing,indicates acceptance of professional engine€nng responsibility solely Tor the design shown.The suitabili and use of page 155 Hader Ave drawing for any structure is the responsibility of the Building-Designer per ANSI/T I 1 Sec.2. North Building.4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:3407521 HIPM Py: 1 Job Number 0722001 Cast R7175 JRef.1XL171750002 TS FROM:MG Oty: 4 Tigard Senior Housing DnwNo: 33222.0740.13264 Page 1 of 3 Truss Label: B8 BFR / RTT 11/28/2022 25'9"g I 1'10" 5'1'10 106"8 159• 20'11" 23'11'4, , 28'11'14, 51'10 5'4'14 5'1"8 5'3" 3'0"4 '1 I 3'2"10 0.25 12 1116X8 T1 w10X12 =3X =4X5 =3X10 w3X5 I111.5X4 -3X5 A BF T W2 6 1 1113�X,5 =6X8 =4X5 -H0308 3X5 =4X5 w4X12 III1.5X4 1 25'11" A 3'0'14-{ '"_3'8' 51" 52" I 3'9" _F 1'411 Si"8 5'3"4 _ 3'2"10 51• 109" 14' 15'4 8 20'8• 25'9"4 r 28'11941 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,PI In PSF) DSIVCSI Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in Ioe Udefl L/# Gravity Non-Gravily TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.296 0 99.3 3130 Loc R+ /R- /Rh /Rod /U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT CL: 0.601 D 514 240 BCDL: 9.00 Risk Category:11 ( ) K 1702 I- I- /687 /12 /14 EXP:B Kit:NA Snow Duration:1.15 HORZ(LL): 0.051 K - - K 1702 I- I- /687 /91 I- 91 /- Des Ld: 45.00 Mean Heigh:42.99 ft HORZ(TL): 0.104 K - - Wind reactions based on MWFRS NCBCLL: 0.00 TCDL:6.0 psi Building Code: Creep Factor 2.0 0 Brg W Id=5.5 Min Req= 1.7(Truss) Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.816 K Brg Wid=5.5 Min Req= 1.5(Truss) Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.977 Bearings Q&K are a rigid surface. Spacing:24.0' C&C Dist a:3.00 ft Rep Fao:Varies by Ld Case Max Web CSI: 0.982 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:4(0y4(0) Maximum Top Chord Forces Per Ply(Ibs) GCpi:0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration:1.60 WAVE,HS VIEW Vet 21.02.0013.1108.20 B-C 398-3037 D-E 541 -4156 Lumber C-D 558-4303 E-F 3130 -2699 Top chord 2x4 HF#2 T1 2x10 DF-L#2; Dot chord 2x4 DF-L#2 Maximum Bot Chord Forces Per Ply(Ibs) Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Chords Tens.Comp. Chords Tens. Comp. BracingP-O 3023 -410 M-L 4125 -553 (a)Continuous lateral restraint equally spaced on O-N 4341 -583 L-K 2601 -359 member. N-M 4341 -583 Special Loads Maximum Web Forces Per Ply(Ibs) -(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) Webs Tens.Comp. Webs Tens. Comp. TC:From 72 Of at -3.50 to 72 pH at 28.99 B-O 277-1521 E-L 219 -1578 BC:From 4 pH at -3.50 to 4 plf at 0.00 B-P 3130 -407 L-F 896 -39 BC:From 18 plf at 0.00 to 18 elf at 28.99 TC: 128 lb Conc.Load at 10.77,16.98,23.19 C-P 161 -763 F-K 386 -2810 C-0 1336 -174 H-K 105 -426 Perlin* In lieu of structural panels use puilins to brace all flat TC @ 24"oc. •S',i2.EO PRO cSss Wind N5 GINF /9 Wind loads based on MWFRS with additional C&C C2 .., F� 2 member design. 0' 83294PE 9 End verticals not exposed to wind pressure. Right cantilever is exposed to wind OREGON �(� �Ly 14.200a 0 *sell Tang Renewal 6/30/2024 11/28/2022 "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING( Truss Components ofOregon.fie ""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.sox 468 Trusses reguire extreme care in fabricating,handling,shipping,installing end bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Com nen gefety Information,by TPI and SBCA)ro safety practices lior to performing these functions. Installers shall provide temporary l (503)357-2m bracing per BCSI.Unless noted otherwis5e,top chord shall Hale prgpen attached structural sheathing and bottom chord.shall have a propery attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63,B7 or B10 as applicat5la. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. ALPINE Alpine,a division of ITW Building_Components Grou Inc.shall not be responsible for any deviation from this drawing,any failure to build the Miss in conformance with ANSIf t 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawin9 y or cover page listing this drawing,indicates acceptance of professorial engineenng responsibility solelyTor the design shown.The suitabilit and use of thus 155 Harlem Ave drawing for any structure Is the responsibility of the(Building Designer petNJL1/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awC.Org Glenview,IL 60025 SEQN:340752 HIPM Ply: 1 Job Number. 0722001 Cast R7175 JRef.lxLn1750002 T5 FROM:MG Oty: 4 Tigard Senior Housing DnvNo: Page 2 of 3 Truss Label: B8 ... / ... 11/26/2022 0.25 P- III6X8 Tt w10X12 --- 3X5 =4E =3F10 =3G5 1111.55X4 3X5= A 6 wz (a) • 1. P N 1113X5 =8X8 w4 5 =3X5 =4X5=H0308 -4X12 1111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.78 - 0.177 0.177 1 2x10 DF-L#2 42.01' Plywd B - C 396.14 -3037.24 0.019 0.179 0.198 1 2x10 DF-L#2 61.56" Plywd C - D 557.82 -4302.98 0.312 0.505 0.816 1 2x4 HF#2 65.02" Plywd D - E 541.43 -4156.36 0.290 0.270 0.560 1 2x4 HF#2 61.51" Plywd E - F 360.22 -2699.13 0.082 0.438 0.521 1 2x4 HF#2 61.51' Plywd F - G 125.14 -30.54 0.016 0.565 0.581 1 2x4 HF#2 59.79" Plywd G - H 123.71 -29.69 0.017 0.445 0.462 1 2x4 HF#2 59.79" Purl 24 H - I 123.42 -29.70 0.017 0.517 0.534 1 2x4 HF#2 38.62" Purl 24 0 - P 14.18 -19.37 0.003 0.105 0.107 1 2x4 DF-L#2 61.50" Diaph P - 0 3022.82 -409.87 0.575 0.138 0.713 1 2x4 DF-L#2 61.50" Diaph O - N 4341.49 -582.90 0.823 0.154 0.977 1 2x4 DF-L#2 61.50' Diaph N - M 4341.49 -582.90 0.823 0.113 0.936 1 2x4 DF-L#2 61.50" Diaph M - L 4124.68 -552.61 0.777 0.134 0.912 1 2x4 DF-L#2 61.50" Diaph L - K 2600.91 -358.77 0.480 0.140 0.620 1 2x4 DF-L#2 63.25" Diaph K - J 1.17 -2.91 - 0.174 0.174 1 2x4 DF-L#2 38.63" Diaph B - Cl 277.29 -1521.38 0.091 0.068 0.159 1 2x4 HFStand+HFStud 11.32" B - P 3129.74 -406.57 0.652 - 0.652 1 2x4 HF#2 58.52" - - C - P 160.64 -763.33 0.158 - 0.158 1 2x4 HFStand+HFStud 18.35" C - 0 1335.91 -173.76 0.668 - 0.668 1 2x4 HFStand+HFStud 60.83' - O - D 98.26 -340.06 0.070 - 0.070 1 2x4 HFStand+HFStud 19.63" - D - M 49.47 -228.93 0.141 - 0.141 1 2x4 HFStand+HFSlud 61.23' M - E 182.14 -0.00 0.093 - 0.093 1 2x4 HFStand+HFSlud 20.92" - E • L 218.78 -1577.65 0.982 - 0.982 1 2x4 HFStand+HFSlud 61.66' L - F 698.45 -39.08 0.356 - 0.356 1 2x4 HFStand+HFStud 22.20" F - K 365.93 -2810.11 0.705 - 0.705 1 2x4 HFStand+HFStud 62.10" a 1x4 CLB H - K 104.58 -426.00 0.093 - 0.093 1 2x4 HFStand+HFSlud 22.98" K - I 38.70 -151.00 0.047 - 0.047 4 2x4 HFStand+HFStud 40.52" 1 - J 47.23 -15.15 0.003 0.026 0.029 5 2x4 HFStand+HFStud 22.98" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) defiX(L) deflX(T) A -3.50' 42.32' -0.10" U408 -0.32" U131 0.00" 0.00" B 0.00' 42.40' 6X8 0.96 0.91 N 0.00" U999 0.00" U999 0.04" 0.07" C 5.13' 42.62' 10X12 0.96 0.91 N 0.18" U999 0.57" U544 0.04" 0.08" D 10.54' 42.85' 3X5 0.96 0.35 N 0.30" U999 0.92" U336 0.02" 0.05" E 15.66' 42.96' 4X5 0.96 0.73 N 0.28" U999 0.89" 1/348 0.00" 0.01" F 20.79' 43.OT 3X10 0.96 0.73 N 0.17" L/999 0.54" U572 0.00" 0.02" G 23.94' 43.13' 3X5 0.96 0.65 N 0.11" L/999 0.34" 1J901 0.00' 0.02" H 25.77' 43.13' 1.5X4 0.96 0.53 N 0.00" U999 0.00" U999 0.00" 0.02" I 28.99' 43.13' 3X5 0.96 0.79 N -0.09" L/448 -0.28" U139 0.00" 0.02" J 28.99' 40.93' 1.5X4 0.96 0.59 N -0.09" U448 -0.28" U139 0.05" 0.10" K 25.77' 40.93' 4X12 0.96 0.77 N 0.00" U999 0.00" U999 0.05" 0.10' L 20.50' 40.93' 4X5 0.96 0.76 N 0.18" U999 0.56" U547 0.04" 0.08' M 15.37 40.93' 3X5 0.96 0.48 N 0.29" 11999 0.90" U344 0.03" 0.05" "WARNING"` READ AND FOLLOW ALL NOTES ON THIS DRAWING! inns components of Oregon,inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component S fety Information,byTPI and SBCA)f- safety practicesprior to perfoffning these functions. Installers shall provide terhpora (503)357-2118 bracing per BCSI.Unless noted otherwise,top chrdshall have oroperly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restrain(of webs shall have bracingjnstalled per BCSI sections B3,87 or 810, �� as applicable. Appl plates to each face or truss and position as shown above and on the Joint-oetails unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW BuildinQ e Compon nts Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping installation and bracing of trusses. A seal on this drawing or cover pa0e listing this drawing,indicates acceptance of professional engine nng responsibility solely Tor the design shown.The suitabi it,and use of this 155 Harlem Ave drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineltw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:340752 HIPM Ply: 1 Job Number. 0722001 Cust R7175 JRef:ixtni750002 15 FROM MG OM 4 Tigard Senor Housing D wNo: Page 3 of 3 Truss Label: BB ... / ... 11/28/2022 0.25 12 III6X8 Tt -10X12 =3X5 =4E =3X10 =3X5 1111.55X4 =3X5 A B W2 dal ` L-I Ins m t}� ts I 1113X5 =6X8 =4X5 N M L H0308 3X5 =4X5 =4X12 I111.5X4 N 14.00' 40.93' H0308 0.96 0.88 N 0 10.25' 40.93' 4X5 0.96 0.93 N 0.29" 1/999 0.91" L/339 0.01" 0.02" P 5.13' 40.93' 6X8 0.96 0.76 N 0.18" L/999 0.56" 1/548 0.00" 0.00" Q 0.00' 40.93' 3X5 0.96 0.91 N 0.00" 1./999 0.00" 1/999 0.00" 0.00" Loads using option:User Modified Load Cases -- [STD.AUTO.LOADJ[OC 24.001[DF 1.15][NM 1] [Partial Unbal.Rtj[OC 24.00][DF 1.25][NM 11 [MWFRS-STD.AUTO.LOAD][OC 24.00][DF 1.60](NM 1] Load Case:1 User Modified:Yes Load Case:5 User Modified:Yes Load Case:44 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=46.3]( 0%] 22 PLF @ 3.5 to 22 @ 5.1[y-46.31( 0%1 11 PLF @-3.5 to 11 @ 5.1[y=46.31 0%1 22 PLF @ 5.1 to 22 @ 23.9(y--46.31[ 0%J 22 PLF @ 5.1 to 22 @ 23.9[y--46.3][ 0%1 11 PLF @ 5.1 to 11 @ 23.9[y=46.3][ 0%] 22 PLF @ 23.9 to 22 @ 29.0[y=46.31( 0%] 22 PLF @ 23.9 to 22 @ 29.0[y--46.3][ 0%1 11 PLF @ 23.9 to 11 @ 29.0[y=46.3][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.81[ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.811 0%J 2 PLF @-3.5 to 2 0.0 35.81[ ON 50 PLF F.L.-3.5 to 50 @ 5.1[y--46.3][100%) 50 PLF @-3.5 to 50 @ 5.1(y=46.3J[100%] -24 PLF @-3.5 to -24 5.1[y--46.3][100%] 50 PLF @ 5.1 to 50 @ 23.9[y-46.3][100%] 50 PLF @ 5.1 to 50 @ 23.9[y=46.31[100%J -24 PLF @ 5.1 to -24 @ 23.9(y=46.3][100%] 50 PLF @ 23.9 to 50 @ 29.0[y=46.3][100%1 50 PLF @ 23.9 to 50 @ 25.7[y==46.3][100%] -24 PLF @ 23.9 to -24 @ 29.0[y 46.31[100%1 18 PLF @ 0.0 to 18 @ 14.0[y=35.81[ 0%] 18 PLF @ 0.0 to 18 @ 14.0(y=35.81( 0%1 9 PLF @ 0.0 to 9 @ 14.0[y 35.8j[ 0%J 18 PLF @ 14.0 to 18 @ 29.0[y=35.81[ 0%1 18 PLF @ 14.0 to 18 @ 29.0[y=35.811 0%] 9 PLF @ 14.0 to 9 @ 29.0[y=35.81( 0%) 128.00 Lbs.@ 10.8,46.3 Angle=270 128.00 Lbs.@ 10.8,46.3 Angle=270 65.28 Lbs.CO 10.8,46.3 Angle=270 128.00 Lbs.@ 17.0,46.3 Angle=270 128.00 Lbs.@ 17.0,46.3 Angie=270 65.28 Lbs.@ 17.0,46.3 Angle=270 128.00 Lbs.@ 23.2,46.3 Angle=270 128.00 Lbs.@ 23.2,46.3 Angle=270 65.28 Lbs.@ 23.2,46.3 Angle=270 Brg.#1 Vert.R= 1556.7#Hor.R= -0.0# Brg.#1 Vert.R= 1566.8#Hor.R= -0.0# Brg.#1 VertR= -19.1#Hor.R= -0.0# Brg.#2 Vert.R= 1702.5#Hor.R= `__-0.0# Brg.#2 Vert.R= 1527.3#Hor.R= -0.0# Brg.#2 Vert.R= 72.8#Hor.R= -0.0# ___ - [Partial Unbal.Ll][OC 24.0o][DF 1.25][NM 1] --__-_-_-_-__-----_--_"a=_-_-_ ----------- Load Case:4 User Modified:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y--46.3)[ 0%1 22 PLF @ 5.1 to 22 @ 23.9[y=46.3x 0%1 22 PLF @ 23.9 to 22 @ 29.0[y=46.3]( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8]( 0%] 50 PLF @ 25.7 to 50 @ 29.0[y=46.3][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.81[ 0%J 128.00 Lbs.@ 10.8,46.3 Angle=270 128.00 Lbs.@ 17.0,46.3 Angle=270 128.00 Lbs.@ 23.2,46.3 Angle=270 Brg.#1 Vert.R= 725.6#Hor.R= -0.0# Brg.#2 Vert.R= 1074.2#Hor.R= -0.0# "WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss components of Dragon,inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS a O.Box 468 Trusses require extreme care in fabricating,handlinst,shipping installing and bracing. Refer to and follow the latest edition of SCSI(Building comwios OR 97113 Component Safely Information,by TPI and SBCA)(Sr safety practices prior to performing these functions. Installers shall provide temporary ( )357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a prppen attached rigid ceiling Locations shown for permanent lateral resraint of webs shall have bracin instlled per BCSI sections B3,B7 or 510,y as applicable. AppTy plates to each face of Miss and positron as shown above and on the Joinfpetalls, unless noted otherwise. Ifefer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Buildinl1C ponents Group Inc.shall not be responsible for any deviation from this drawing,any�failure to build the truss in conformance with ANSIrTPII1, or for handling, shipping,not, and bracing of trusses. A seal on this drawing or cover page listing thisdrawing,indicates acceptance of professionl en means responsibili sole) for the design shown.The suitability and use of this 155 Harlem Ave drawing fr any stucture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEON:3407541 HIPM Ply: I Job Number. 0722001 Cost:R7175 JRet taL171750002 T52 FROM:MG City: 3 Tigard Senior Housing DnvNo: 332.22.0740.14405 Page 1 of 3 Truss Label: 89 BFR / RTT 11128/2022 5'1'10 I win 15'1'1 I13'8" 20'11" I 25'11.4 _I 28'11'14, 5'1'10 5'4'14 4'6'15 6u99 5'3" 5'0"4 3'0'10 0.25 v III6X8 Ti w10X12 w3X5 -w4F5 =X10 III4X =3Xi A B Q`` ppp\\\ ��-i I T W2 ` `1 \\ (a) -0 III33X5 -s Cal 8 w4X5 _H X5 w4X5 w4X12 1111.5X4 1 25'11" 1 3'0'14--I 5'1" 5'2" 3'9' 1'4' 5'1"8 5'3'4 3'2'10 I--36• I 5'1" 10'3" I 14' I 15'448 20'6" I 25'9'4 28'11"14I Loading Criteria(pst) Wind Criteria Snow Criteria (Pg,Pf in PSF) Dell/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind SW: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in be Udell LJ# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pr:11.0(specified) Ce:1.0 VERT(LL): 0.297 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.603 D 512 240 O 1567 /- /- /633 /127 /15 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): - -EXP:B Kit:NA 0.051 JK 1702 I- I- 1887 /91 1- Des Ld: 45.00 Mean Height:43.01 ft HORZ(TL): 0.104 J - - Wind reactions based on MWFRS NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor:2.0 0 Brg Wid=5.5 Min Req= 1.7(Truss) Soffit: 2.00 IBC 2018 Max IC CSI: 0.797 K Brg Wid=5.5 Min Req= 1.5(Truss) BCDL:4.2 psfBearings O&K are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI SW: 2014 Max BC CSI: 0.977 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.961 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:4(0)/4(0) Maximum Top Chord Forces Per Ply(Ibs) GCpi:0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration:1.60 WAVE,HS VIEW Ver:21.02.008.1108.20 B-C 395-3037 E-F 540 -4141 Lumber C-D 559-4304 F-G 365 -2719 D-E 540-4150 Top chord 2x4 HF#2 T1 2x10 DF-L#2; Bot chord 2x4 DF-L#2 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Maximum Bat Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a)Continuous lateral restraint equally spaced on 0-N P.O N 4343 -410 M-L 411862 -552 4343 -585 L•K 2623 -365 member. N-M 4343 -565 Special Loads -(Lumber Dur.Fac=1.15/Plate Dur.Fac.=1.15) Maximum Web Forces Per Ply(hs) TC:From 72 elf at -3.50 to 72 p1f at 28.99 Webs Tens.Comp. Webs Tens. Comp. BC:From 4 plf at -3.50 to 4 pit at 0.00 B-Cl 272-1521 F-L 213 -1544 BC:From 18plf at 0.00 to 18pl at 28.99 B-P 3129 -406 L-G 684 -37 TC: 128 lb Conc.Load at 10.77,16.98,23.19 C-P 160 -763 G•K 398 -2955 Purling C-O 1338 -173 In lieu of structural panels use pudins to brace all fiat TC @ 24"oc. ,`CG��0 PROFESS Wind Wind loads based on MWFRS with additional C&C C2 4. 1 4 •FED 02 member design. kr 83294PE 7 End verticals not exposed to wind pressure. 4r moor Right cantilever is exposed to wind OREGON �4. fly 14,20 a Q,. *sell Tang Renewal 6/3 0120 2 4 11/28/2022 'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Compannna of Oregon,Inc. **IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component 4 Safety Information,by TPI and SBCA)tar safely practices nor to performing these functions. Installers shall provide temporary fsoap57a11E bracing per SCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall hav a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 53,B7_or B10, as applicable. Apply plates to each face of truss and positionas shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI PI 1. or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover pale 155 Harlem Ave listing this drawing,indicates acceptance of professionaal engineering responsibility sol lylor the design shown.The suitability and use Of thisdrawing for any structure is the responsibility of the Building-Designer thisesigner per ANSIIT I 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:1pinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEON:340754 HIPM Ply. 1 Job Number:0722001 Cunt R7175 JRet1XL171750002 752 FROM:MG ay: 3 Tigard Sailor Housing DiwNo: Page 2 of 3 Thew Label: B9 I ... 11128/2022 0.25 12 =3X5 86X8 T1 w10X12 =D5 E4F5 $3X10 1114X5 =3X5 A B �� w2 \ (a) 1113X5 ----BM ==4X5 N =3X5 =4X5 =4X12 1111.5%4 =H0308 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.78 - D.177 0.177 1 2x10 DF-L#2 42.01' Plywd B - C 395.33 -3036.67 0.019 0.179 0.198 1 2x10 DF-L#2 61.56" Plywd C - D 558.97 -4304.41 0.312 0.485 0.797 1 2x4 HF#2 65.0T Plywd D - E 539.84 -4150.14 0.289 0.285 0.575 1 2x4 HF#2 61.51' Plywd E - F 539.98 -4140.61 0.203 0.299 0.502 1 2x4 HF#2 61.51' Plywd F - G 364.51 -2719.49 0.084 0.554 0.638 1 2x4 HF#2 81.51" Plywd G - H 192.20 -37.43 0.038 0.658 0.696 1 2x4 HF#2 61.80" Plywd H - 1 173.15 -32.71 0.035 0.187 0.222 1 2x4 HF#2 36.83" Purl 24 Q - P 14.18 -20.73 0.003 0.104 0.107 1 2x4 DF-L#2 81.50" Diaph P - 0 3022.25 -411/40 0.575 0.139 0.713 1 2x4 DF-L#2 61.50" Diaph O - N 4343.09 -585.49 0.824 0.153 0.977 1 2x4 DF-L#2 61.50" Diaph N - M 4343.09 -585.49 0.824 0.112 0.935 1 2x4 DF-L#2 61.50' Diaph M - L 4117.85 -552.41 0.776 0.136 0.912 1 2x4 DF-L#2 61.50" Diaph L - K 2623.23 -364.95 0.485 0.143 0.628 1 2x4 DF-L#2 63.25" Diaph K - J 3.18 -0.74 - 0.180 0.180 1 2x4 DF-L#2 38.63' Diaph B - Q 272.13 -1521.40 0.091 0.068 0.159 1 2x4 HFStand+HFStud 11.32" - B - P 3129.15 -405.73 0.652 - 0.652 1 2x4 HF#2 58.52" - C - P 160.39 -783.07 0.158 - 0.158 1 2x4 HFStand+HFStud 18.35" - C - 0 1338.05 -173.36 0.669 - 0.869 1 2x4 HFStand+HFStud 60.83" - O - D 98.20 -340.99 0.071 - 0.071 1 2x4 HFStand+HFStud 19.63" - D - M 51.93 -238.40 D.147 - 0.147 1 2x4 HFStand+HFStud 81.23" - M - F 186.44 -0.00 0.095 - 0.095 1 2x4 HFStand+HFStud 20.92" - F - L 213.10 -1543.97 0.961 - 0.961 1 2x4 HFStand+HFStud 61.66" - L - G 683.97 -36.59 0.349 - 0.349 1 2x4 HFStand+HFStud 22.20" - G - K 396.29 -2954.77 0.741 - 0.741 1 2x4 HFStand+HFStud 62.10" a 1x4 CLB K - H 80.34 -305.50 0.067 - 0.067 1 2x4 HFStand+HFStud 23.48" - K - I 40.77 -215.00 0.068 - 0.068 4 2x4 HFStand+HFStud 40.81' - 1 - J 47.32 -15.12 0.003 0.038 0.041 1 2x4 HFStand+HFStud 23.48" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) detlX(L) detlX(T) A -3.50' 42.32' -0.10" L/407 -0.32" U130 0.00" 0.00" B 0.00' 42.40' 6X8 0.96 0.91 N 0.00" U999 0.00" U999 0.04' 0.0T C 5.13' 42.62' 10X12 0.96 0.91 N 0.18" U999 0.57' U543 0.04" 0.08" D 10.54' 42.85' 3X5 0.96 0.35 N 0.30" U999 0.92" L/335 0.03" 0.05" E 15.12' 42.95' 3X5 0.96 0.77 N F 15.66' 42.96' 4X5 0.96 0.72 N 0.29' U999 0.89" U347 0.00" 0.01' G 20.79' 43.0T 3X10 0.96 0.77 N 0.11" 1/999 0.55" U566 0.00" 0.02" H 25.94' 43.18' 4X5 0.96 0.68 N 0.00' L/999 -0.01" U148 -0.01" 0.02' I 28.99' 43.18' 3X5 0.96 0.67 N -0.09" U448 -0.28' 1J139 -0.01" 0.02" J 28.99' 40.93' 1.5X4 0.96 0.59 N -0.09' L/448 -0.28" U139 0.05" 0.10" K 25.77' 40.93' 4X12 0.96 0.81 N 0.00" L/999 0.00" LI999 0.05" 0.10" L 20.50' 40.93' 4X5 0.96 0.74 N 0.18" 11999 0.57" U541 0.04" 0.08" M 15.37' 40.93' 3X5 0.96 0.48 N 0.29" L/999 0.90" U343 0.03" 0.05" "WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss ca,yonanm or Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.aox488 Trusses require extreme care in fabricating,handling shipping,installing and bracing.,Refer to and follow the latest edition of BCSI(Building Cornelius oa 87113 ComponentSafety Information,by TPI and SBCA)rqi safety practices dNor to performing these functions. Installers shall provide terhporary (503)357-2118 bracing per BCSI.Unless npted o herwi ,topchord shall have ro eddd attached tructural sheathing and bottom chord shall have a prop rly attached rigid ceiling.Locations shown for peranent lateral restraint of webs shall bracing installed per BCSI sections B3,B7 or t;tO, as applicable. Apply plates to each face o truss and position as shown above and on the Joint-Details., unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional informaon. ALPINE Alpine,a division of ITW Building.Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITP1 1, or for handling, shipping,_installation and bracing of trusses. A seal otitis drawingor cover page listing this drawing,indicates acceptance of professional engineering responsibil sol lyTor the design shown.The suitabilit and use of this 155 Harlem Ave drawing for any structure is the responsibility of the Buildingl)esignr pet ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340754 HIPM Ply: 1 Job Number. 0722001 Oust R7175 JR4f:1XL771750002 T52 FROM:MG Oy 3 Tigard Senior Housing DnvNo: Page 3 of 3 Truss Label: B9 ... / ... 1128/2022 0.25 v =3X5 1116X8 w10X12 -----3X5 -------4X5m3X10 III4X5 --3X5 A B T1 C D E F G H I W2 (a) III 0 1113X5 =6Xg -4Xb N M =H0308 3X5 4X5 =4X12 1111.5X4 N 14.00' 40.93' H0308 0.96 0.88 N 0 10.25' 40.93' 4X5 0.96 0.94 N 0.29" U999 0.91' U338 0.01" 0.02' P 5.13' 40.93' 6X8 0.96 0.76 N 0.18" U999 0.57" U546 0.00' 0.00" Q 0.00' 40.93' 3X5 0.96 0.90 N 0.00" U999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases ISTD.AUTO.LOAD][OC 24.00)[DF 1.15][NM 1] [Partial Unbal.Rt][OC 24.00](DF 1.25)[NM 1] [MWFRS-STD.AUTO.LOAD](OC 24.00][DF 1.60j(NM 11 Load Case:1 User Modified:Yes Load Case:5 User Modified:Yes Load Case:44 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1 Iy--46.3][ 0%] 22 PLF .1 -3.5 to 22 @ 5.1[y--46.3][ 0%] 1LF @-3.5 to 11 @ 5.1[y-46.3]1 0%] 22 PLF @ 5.1 to 22 @ 25.9(y-46.31[ 0%] 22 PLF @ 5.1 to 22 @ 25.9[y 46.3][ 0%] 11 PLF @ 5.1 to 11 @ 25.9[y--46.3][ 0%]22 PLF @ 25.9 to 22 @ 29.0[y=46.31( 0%) 22 PLF @ 25.9 to 22 @ 29.0[y=46.3][ 0%] 11 PLF @ 25.9 to 11 @ 29.0[y-46.3][ 0%j 4 PLF @-3.5 to 4 @ 0.0[y=35.8j[ 0%J 4 PLF @-3.5 to 4 @ 0.0(y=35.8)[ 0%] 2 PLF @-3.5 to 2 @ 0.0[y=35.8][ 0%]50 PLF @-3.5 to 50 @ 5.1[y--46.3][100%J 50 PLF @-3.5 to 50 @ 5.1[y-46.3000%] -24 PLF @-3.5 to -24 @ 5.1[y-46.31[700%J 50 PLF @ 5.1 to 50 @ 25.9[y-46.3][100%J 50 PLF @ 5.1 to 50 @ 25.7[y--46.3][100%] -24 PLF @ 5.1 to -24 @ 25.9[y-46.3][100%] 50 PLF @ 25.9 to 50 @ 29.0[y-46.3][100%] 18 PLF @ 0.0 to 18(0 14.0[y=35.8)1 0%] -24 PLF @ 25.9 to -24 @ 29.0[y--46.3][100%] 18 PLF @ 0.0 10 18 @ 14.0[y=35.81[ 0%] 18 PLF @ 14.0 to 18(0229.0[y=35.81 0%] 9 PLF @ 0.0 to 9 @ 14.0[y=35.8][ 0%) 18 PLF @ 14.0 to 18 x 29.0[y=35.8][ 0%] 128.00 Lbs.@ 10.8,46.3 Angte=270 9 PLF @ 14.0 to 9 @ 29.0[y=35.8][ 0%] 128.00 Lbs.@ 10.8,46.3 Angle=270 128.00 Lbs.@ 17.0,46.3 Angle=270 65.28 Lbs.@ 10.8,46.3 Angler-270 128.00 Lbs.@ 17.0,46.3 Angle=270 128.00 Lbs.@ 23.2,46.3 Angle=270 65.28 Lbs.@ 17.0,46.3 Angle=270 128.00 Lbs.@ 23.2,46.3 Angle=270 Brg.#1 Vert.R= 1566.8#Hor.R= 0.0# 65.28 Lbs.@ 23.2,46.3 Angle=270 Brg.#1 Vert.R= 1556.7#Hor.R= 0.0# Brg.#2 Vert.R= 1527.3#Hor.R= 0.0# Brg.#1 Vert.R= -19.2#Hor.R= 0.0# Brg.#2 Vert.R= 1702.5#Hor.R= -0.0# ----_------------_ __-_-`_-�--_- -------- Brg.#2 Vert.R= 72.7#Hor.R= -0.0# [Partial Unbal.Lt][OC 24.00][DF 1.25][NM 1] --------------'-'-_ Load Case:4 User Modified:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y--46.31 0%] 22 PLF @ 5.1 to 22 @ 25.9(y--46.3J[ ON 22 PLF @ 25.9 to 22 i- 29.0(y 46.3]( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8j[ 0%] 50 PLF C 25.9 to 50 @ 29.0[y--46.311100%] 18 PLF @ 0.0 to 18 @ 14.0(y=35.81 0%] 18 PLF @ 14.0 to 18 7 29.0[y=35.8][ 0%] 128.00 Lbs.@ 10.8,46.3 Angle=270 128.00 Lbs.@ 17.0,46.3 Angle=270 128.00 Lbs.@ 23.2,46.3 Angle=270 Brg.#1 Vert.R= 725.6#Hor.R= 0.0# Brg.#2 Vert.R= 1061.7#Hor.R= -0.0# ----------------------------- "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components as**IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.eos46e i-span, Trusses require extreme care in fabricating,handling,shipping,installing and bra 'ng. Refer to and follow the latest edition of BCSI(Building Comellus OR 97113 Component Safety Information,byTPI wrand SBCA)ter safety practicesproperly prior to pettfinnnng these functions. Installers shall provide temporary (503p57-2118 bracing riger id ceiling. Unless sowrr fora'ter anent lateral restraint off webs shallhave structural bracing installed per BCSI sections shall have B7ar progeny1 , /� as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless note otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW BuildingqcComponents Group Inc.shall not be responsiblefor any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation.an bracing of trusses. A seal on this drawing or coverpage listing this drawing,indicates acceptance of professional en meennpp responsibilithy soleglyylor the design shown.The sudabilitgy and use f this 155 Harlem Ave drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPi 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340756/ HIPM Ply: 1 Job Number. 0722001 Cust R7175 JRef.1XL171750002 ras FROM:MG Qty: 3 Tigard Senior Housing Diwf4o: 332 22.074014482 Page 1 of 3 Truss label: B10 BFR / RTT 11/28/2022 L28'}1'14 i 1111410 1- 51'10 ' 10'6"8 _ 15'17 15§}'8" 20'11' I 25'9'4 , 2T11'4 5'1'10 5'4'14 4'6'15 16's 5'3' 410"4 22' 0.25 12 II16X8 =10X12 =3X5 =3x4)(5 =3X10 II11.5X4 =3m3X5 A g T1 C D E F G H I J T T W2 (') 1 if 1 , I1133X5 =6X8 =-4X5 _H 3X5 =4X5 =4XX112 III1.5X4 0308 Air 25'11" ` 3'0'14--{ I-`"3'6"--I- 51• 1- 5'2" 3'9' 1,4•` 5'1'8 I 5'3.4 3'2'10 51' 10'3" 14' 15'4 8 20'6" 25'9'4 28'11'141 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) DeNCSI Criteria ♦Maximum Reactions(lb') TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct 1.0 CAT:II PP Deflection in Ioc L/defl 11# Gravity Non-Gravity TCDL 11.00 Speed; 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.296 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.602 D 513 240 R 1567 /- /- /633 /126 /16 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.051 K - - L 1702 /- /- /687 /91 /- Des Ld: 45.00 EXP:B Kzt:NA NCBCLL:0.00 S Mean H 0 psf p 43.04 ft TCDL:6.0 Building Code: Creep Factor:2.0 HORZ(TL): 0.104 L - - R Wind Brg Wid= .55 sedMin Req=on 1.7 russ ) Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.816 L Brg Wid=5.5 Min Req= 1.5(Truss) Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Sid: 2014 Max BC CSI: 0.977 Bearings R&L are a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.982 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:4(0)/4(0) Maximum Top omp. Forces Per Ply(Ibs) GCpi:0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration:1.60 WAVE,HS VIEW Van 21.02.006.1108.20 B-C 396-3037 E-F 539 -4145 Lumber - -C-D 556-4303 F-G 358 -2037 Top chord 2x4 HF#2 T1 2x10 DF-L#2; D-E 539-4155 Bot chord 2x4 DF-L#2 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Maximum Bot Chord Forces Per Ply(bs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a)Continuous lateral restraint equally spaced on O-P 3023 -412 N-M 4123 -553 member. P-0 4341 -584 M-L 2599 -359 O-N 4341 -594 Special Loads -(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) Maximum Web Forces Per Ply(lb.) TC:From 72 pN at -3.50 to 72 pH at 28.99 Webs Tens.Comp. Webs Tens. Comp. BC:From 4 pH at -3.50 to 4 pH at 0.00 B-R 267-1521 F-M 220 -1578 BC:From 18[Oat 0.00 to 18 plf at 28.99 TC: 128 lb Conc.Load at 10.77,16.98,23.19 6-O 3129 -406 M-G 699 -40 C-0 161 -763 G-L 366 -2815 Purling' C-P 1336 -174 H-L 104 -418 In lieu of structural panels use pudins to brace all flat TC @ 24"oc. ��Ep PROF-E,, Wind `y� GIN6- SRO Wind loads based on MWFRS with additional C&C c? a F member design. /ti 83294PE 9 End verticals not exposed to wind pressure. Right cantilever is exposed to wind OREGON 13` �Lw 14,20da e ' Sell Tang Renewal 6/30/2024 I 1/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc."IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bo,Ma Trusses require extreme care in ta1ncating handling shipping,installing and bracing, Refer to and follow the la lest edition of SCSI(Buildin Cornelius OR 97113 Component Information,by TPl end'SBCA)fo)safely practices prior to perforT !ng these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom.chord shall have_a properly attached rigid ceiling.Locations shown for permanent lateral resraint of webs shall have bracin instalied per BCSI sections 83,B7 or 810,as applicable. Apply plates to each face o truss and positionas shown above and on the Join its, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW BuildinlComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,_installation and bracing of trusses. A seal on this drawingor cover page listing this drawing,indicates acceptance of professional eng eenng responsibilitysotQIy-for the design shown.The suitability and use of Mis 155 Harlem Ave drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 se .2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60026 SEQN:340756 HIPM Py: 1 Job Number.0722001 Gust RT175 JRet1XL171750002 Toe FROM:MG Oty: 3 Tigard Senior Housing DrwNo: Page 2 of 3 Truss Label: 610 ... I ... 1128r2022 025 12 cT 3X5 1116X8 T1 =10C12 =3X -34X5 3X10= 1111.5HX4 - 3X5 EF G A e !III Ix• W2 IS el IN 0 III3X5 6XX8 4X5 CI P HIX308 3X5 =-4X5 w4X12 III1.5X w = 4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.78 - 0.177 0.177 1 2x10 DF-L#2 42.01' Plywd B • C 395.92 -3036.94 0.019 0.179 0.198 1 2x10 DF-L#2 61.56' Plywd C - D 556.36 -4302.59 0.312 0.504 0.816 1 2x4 HF#2 65.02' Plywd D - E 539.22 -4154.80 0290 0.271 0.561 1 2x4 HF#2 61.51' Plywd E - F 539.35 4145.27 0.203 0.329 0.532 1 2x4 HF#2 81.51" Plywd F - G 357.58 -2697.45 0.082 0.429 0.511 1 2x4 HF#2 81.51" Plywd G - H 126.96 -31.81 0.017 0.462 0.480 1 2x4 HF#2 59.76' Plywd H - I 124.71 -30.10 0.018 0.411 0.429 1 2x4 HF#2 38.67" Plywd I - J 124.68 -29.55 0.024 0.072 0.096 4 2x4 HF#2 38.67" Purl 24 R - Q 14.18 -22.04 0.003 0.105 0.107 1 2x4 DF-L#2 61.50" Diaph Q - P 3022.52 -412.32 0.575 0.138 0.713 1 2x4 DF-L#2 61.50" Diaph P - 0 4341.08 -584.31 0.823 0.154 0.977 1 2x4 DF-L#2 61.50" Diaph O - N 4341.08 -584.31 0.823 0.114 0.937 1 2x4 DF-L#2 61.50" Diaph N - M 4123.08 -553.38 0.777 0.134 0.911 1 2x4 DF-L#2 61.50" Diaph M - L 2599.13 -358.97 0.480 0.136 0.616 1 2x4 OF-L#2 63.25" Diaph L - K 2.00 -2.86 - 0.165 0.165 1 2x4 DF-L#2 38.63" Diaph B - R 267.38 -1521.29 0.091 0.068 0.159 1 2x4 HFStand+HFStud 11.32" - B - Q 3129.43 -406.34 0.652 - 0.652 1 2x4 HF#2 58.52' - C - O 160.58 -763.27 0.158 - 0.158 1 2x4 HFStand+HFStud 18.35' - C - P 1335.81 -173.57 0.668 - 0.668 1 2x4 HFStand+HFStud 60.83" - P - D 98.19 -339.93 0.070 - 0.070 1 2x4 HFSLand+HFStud 19.63" - D - N 50.05 -230.04 0.141 - 0.141 1 2x4 HFStand+HFStud 61.23" - N - F 182.31 -0.00 0.093 - 0.093 1 2x4 HFStand+HFStud 20.92" - F - M 219.63 -1578.40 0.982 - 0.982 1 2x4 HFStand+HFStud 61.66" - M - G 699.33 -39.50 0.356 - 0.356 1 2x4 HFStand+HFSttd 22.20" - G - L 366.34 -2814.58 0.706 - 0.706 1 2x4 HFStand+HFStud 62.10" a 1x4 CLB H - L 103.76 -417.53 0.092 - 0.092 1 2x4 HFStand+HFStud 23.48' - L - J 37.06 -155.49 0.050 - 0.050 4 2x4 HFStand+HFStud 41.10" - J - K 47.21 -15.17 0.004 0.027 0.031 5 2x4 HFSland+HFStud 23.98" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) dellX(L) deflX(T) A -3.50' 42.32' -0.10" L/408 -0.32" L/131 0.00" 0.00" B 0.00' 42.40' 6X8 0.96 0.91 N 0.00' L1999 0.00" L/999 0.04" 0.07" C 5.13' 42.62' 10X12 0.96 0.91 N 0.18" L/999 0.57" L/544 0.04" 0.08" D 10.54' 42.85' 3X5 0.96 0.35 N 0.30" L/999 0.92' L/336 0.02' 0.05" E 15.12' 42.95' 3X5 0.96 0.77 N F 15.66' 42.96' 4X5 0.96 0.73 N 0.29" LJ999 0.89" L/348 0.00" 0.01" G 20.79' 43.0T 3X10 0.96 0.73 N 0.1T 11999 0.54" L/572 0.00" 0.02" H 25.77' 43.1T 1.5X4 0.96 0.53 N 0.00' LJ999 0.00" 11999 -0.01" 0.02" I 27.94' 43.22' 3X5 0.96 0.46 N -0.07" L/393 -0.21" L/121 -0.01" 0.03" J 28.99' 43.22' 3X5 0.96 0.72 N -0.09" LJ440 -0.28" L1136 -0.01" 0.03" K 28.99' 40.93' 1.5X4 0.96 0.59 N -0.09" L/440 -0.28" L/137 0.05' 0.10" L 25.77' 40.93' 4X12 0.96 0.77 N 0.00" L1999 0.00" L1999 0.05' 0.10" 'MARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Twits Components of Oregon,Inc. "'IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS p.o.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 omponent Safety Information,byTPI and SBCA)(Sr safety pactices prior to performing these functions. Installers shall provide teporary I5n3U57-211s bracing per BCSI.Unless noted Otherwise,top chord shall have properlyattached structural sheathing and bottom chord shall hav a prpgppgeriy attached rigid ceiling.Locations shown for permanent lateral resraint or webs shall have bracin installed per BCSI sections B3,Be7 or B10, .411111114. as applicable. AppT plates to each face of truss and position as shown above and on the Joinipetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional in ormation. AI ing,a division of ITW BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping,.instal ation and bracingof trusses. A seal on this drawingor cover page 155 Harlem Ave listing thisdrawing,indicates acceptance of professional enc Lmeennuq responsibility solelyor the design shown.The suitability and use of the drawing or any srcture is the responsibility of the Building-Design r per ANSI/TPI 1 Sec.2. North Building.4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:340756 HIPM Phi-. 1 Job Number 0722001 Cut R7175 JRet1XL171750002 745 FROM:MG ay: 3 Tigard Senior Housing 01%Mo: Page3of3 Truss Label: 810 ... I ... 1128/2022 0.25 12 =3X5 1II6X8 T7 w10X12 =3XX5 -4X5 w3X10 1111.5 - 3X5 A B W2 ----------- :---------------------------- Q P O N M MI_ K I113X5 =6X8 =4X5 =3X5 =4X5 w4X12 1111.5X4 =H0308 M 20.50' 40.93' 4X5 0.96 0.76 N 0.18" U999 0.5T U546 0.04" 0.08" N 15.37' 40.93' 3X5 0.96 0.48 N 0.29" L/999 0.90" U344 0.03" 0.05" 0 14.00' 40.93' H0308 0.96 0.88 N P 10.25' 40.93' 4X5 0.96 0.93 N 0.29" L/999 0.91" U339 0.01" 0.02" Q 5.13' 40.93' 6X8 0.96 0.76 N 0.18" U999 0.56" U547 0.00" 0.00" R 0.00' 40.93' 3X5 0.96 0.90 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOADj[OC 24.00](DF 1.15][NM 11 [Partial Unbal.RI][OC 24.00][DF 1.25](NM 1) - [MWFRSSTD.AUTO.LOADJ[OC 24.001[DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:5 User Modified:Yes Load Case:44 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF a-3.5 to 22 @ 5.1(y--46.4][ 0%] 22 PLF @ 3.5 to 22 @ 5.1(y-46.41 0%] 11 PLF Q-3.5 to 11 it 5.1 80=46.41 0%] 22 PLF @ 5.1 to 22 @ 15.1(y--46.4][ 0%] 22 PLF @ 5.1 to 22 @ 15.1[y=46.4J( 0%J 11 PLF @ 5.1 to 11 a 15.1[y=46.4]( 0%] 22 PLF'r 15.1 to 22 @ 27.9[y-46.4][ 0%] 22 PLF @ 15.1 to 22 @ 27.9[y--46.4]] 0%) 11 PLF a 15.1 to 11 Q 27.9[y=46.4][ 0%] 22 PLF @ 27.9 to 22 @ 29.0[y--46.41( 0%] 22 PLF a 27.9 to 22 @ 29.0]y=46.4]1 0%] 11 PIE a 27.9 to 11 a 29.0(y--46.4][ 0%] 4 PLF @-3.5 to 4 @ 0.0(y=35.8]( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 2 PLF 50 PLF @-3.5 to 50 @ 5.1(y=46.4][100%] 50 PLF @-3.5 to 50 5.1 @- to 2 @ 05.1.0 [y=46.4 000 50 PLF - 5.1 to 50 @ 15.1(y--46.4 100% 50 PLF 5.1 to 50 @ 15.1��.4]100%] -24 PLF @-3.51 -24 @ 5. [y--46.4][[1 0% )] ] @ @ [y--46.4][100%] -24 PLF @ 5.1 to -24�15.1[y--46.4j[100%] 50 PLF @ 15.1 to 50 @ 27.9[y-46.4][100%] 50 PLF @ 15.1 to 50 n 25.7[y=46.4][100%] -24 PLF @ 15.1 to -24 @ 27.9[y--46.4][100%] 50 PLF @ 27.9 to 50 @ 29.0[y-46.4](100%1 18 PLF @ 0.0 to 18 @ 14.0(y=35.8][ 0%] -24 PLF @ 27.9 to -24 @ 29.0[y 46.41[100%J 18 PLF @ 0.0 to 18 @ 14.0(y=35.8][ 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.81( 0%] 9 PLF @ 0.0 to 9 @ 14.0(y=35.81[ 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.81( 0%1 128.00 Lbs.@ 10.8,46.4 Angle=270 9 PLF @ 14.0 to 9 @ 29.0[y=35.8]( 0%] 128.00 Lbs.@ 10.8,46.4 Angle=270 128.00 Lbs.@ 17.0,46.4 Angle=270 65.28 lbs.@ 10.8,46.4 Angle=270 128.00 Lbs.@ 17.0,46.4 Angle=270 128.00 Lbs.@ 23.2,46.4 Angle=270 65.28 Lbs.@ 17.0,46.4 Angle=270 128.00 Lbs.@ 23.2,46.4 Angle=270 Brg.#1 VerLR= 1566.7#Hor.R= -0.0# 65.28 Lbs.rt 23.2,46.4 Angle=270 Brg.#1 Vert.R= 1556.7#Hor.R= -0.0# Brg.#2 Vert.R= 1527.2#Hor.R= -0.0# Brg.#1 Vert.R= -19.2#Hor.R= 0.0# Brg.#2 Vert.R= 1702.3#Hor.R= -0.0# --------------------------- - Brg.#2 Vert.R= 72.7#Hor.R= 0.0# [Partial Unbal.Lt][OC 24.00][DF 1.25][NM 1]---- ----- ---- ----Y-- Load Case:4 User Modified:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y-46.4]( 0%1 22 PLF @ 5.1 to 22 @ 15.1[y=46.4]( 0%] 22 PLF @ 15.1 to 22 @ 27.9[y=46.4][ 0%] 22 PIE @ 27.9 to 22 @ 29.0(y=46.4)1 0%) 4 PLF @-3.5 to 4 @ 0.0[y=35.81( 0%j 50 PLF @ 25.7 to 50 @ 27.9(y--46.4)[100%] 50 PLF @ 27.9 to 50 @ 29.0(y--46.41[100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8]( ON 18 PLF @ 14.0 to 18 @ 29.0[y=35.8]( 0%] 128.00 Lbs.@ 10.8,46.4 Angle=270 128.00 Lbs.@ 17.0,46.4 Angle=270 128.00 Lbs.@ 23.2,46.4 Angle 270 Brg.#1 Vert.R= 725.6#Hor.R= 0.0# Brg.#2 Vert.R= 1074.2#Hor.R= 0.0# '"WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Ten Components of Oregon.Inc. 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 485 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow te latest edition of BCSI(Building Cornelius OR 97113 Component SafetyInformation,byTPI andSUCA)tbi safety practices pnor to rfomling these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted oherwise,top chord shall have proper) attached structural sheathin and bogo chord shall have a property attachetl rigid ceiling.Locations shown for permanent I�ral restraint of webs shall have bracing inst6lled per BCSI sections B3,B7 or B10, as applicable. Appl plates to each face o1 truss and position as shown above and on the Join petails, unless noted otherwise. refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine.a division of ITW BuildinlComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,installation and bracing of trusses. A seal on this draWing or cover pggge 155 Harlem Ave listing this drawing,indicates acceptance of professional enairleenng responsibility solelytor the design shown.The suitability and use of ens drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinsl.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEQN:3463751 SPEC Ply: I Job Number. 0722001 Cost R 7175 JRA:1XL171750002 T22 FROM:MG Qy: 1 Tigard Senior Housing DrwNo: 33222.0740.13841 Pagel of 5 Truss Label: B11 BFR / RTT 11/282022 L_Im. 1'S9 I6"I 5'S" 10'6'9 11'11.15 1SB'8 21'e'10 11'6 8" 4'11' 5'1"8 157l 74" 5112 12 0.25 12 -3X10 =3X5 =3p =3E I14X5 =Gig 1111.5 A8 C HI T (a) 22 zr w2 1 - " I I33X5 =3x10 "A3X5 _3X5 M =37L(5 =6X J =H0308 A 21'11'6 1 49"4 I 5'3" Z11' 10' 6'76 5' 10'3' ) 137 14'I 21'614 - - 2 1.48 12 4. 164' 1 11'6 Loading Criteria(ps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSl Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in Inc Udefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt:11.0(speciged) Cc:1.0 VERT(LL): 0.426 N 613 360 Loa R+ /R- /Rh /Rw /U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT CL: 0.513 N 509 240 BCDL: 9.00 Risk Category:it ( ) R 28 /- /- /439 /195 I/356 - EXP:B Kzt:NA Snow Duration:1.15 HORZ(L L): 0.097 K - - J 1291 /-013 ! /439 /16 /- Des Ld: 45.00 Mean Height:33.01 ft HORZ(TL): 0.116 K - - Wind reactions based on MWFRS NCBCLL:0.00 TCDL:8.0 psf Building Code: Creep Factor.2.0 R Brg Wid=- Min Req=- Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.522 J Brg Wid=- Min Req=- Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Sid: 2014 Max BC CSI: 0.777 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.947 Maximum Top Chord Forces Per Ply(lb.) Loc.from endwall:Any FT/RT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): B-C 379-2170 E-F 2406 -4677 Wind Duration:1.60 WAVE.HS VIEW Ver:21.02.00B.1108.20 C-D 1024-3512 F-G 1666 -3711 Lumber D-E 1633.3906 Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Maximum Sot Chord Forces Per Ply(Ube) Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Chords Tens.Comp. Chords Tens. Comp. Bracing Q-P 813 -792 N-M 4737 -2491 (a)Continuous lateral restraint equally spaced on P-O 3044-1040 M-L 4737 -2491 member. O-N 4369-1878 L-K 3545 -1559 Maximum Web Forces Per Ply(lbs) Wind Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C B-Q 190 -941 D-N 414 -686 member design. B-P 2261 -392 N-F 418 -235 End verticals not exposed to wind pressure. P-C 178 -640 F-L 1192 -1479 C-0 1352 -836 L-G 1172 -741 Deflection O-D 377 -401 G-K 1647 -3706 Max JT VERT DEFL:EL:0.43"DL:0.16'.See detail DEFLCAMB1014 for camber recommendations. �� EO PROR 1S Provide for adequate drainage of roof. CS „0 aG 1 N FF Additional Notes O ' 41 Negative reaction(s)of-413#MAX.from a non-wind 4/ 83294PE 7" load case requires uplift connection.See Maximum tt Reactions. The maximum horizontal reaction is 800# Truss must be installed as shown with top chord up. OREGON 734 'L1'14,20d'' 0 a8ell Tan' Renewal 6/30/2024 11/282022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc. '*IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to end follow the latest edition of BCSI(Building Comelms OR 97113 Component Safety Information,by TPI and SBCA)toi safety actices prior to performing these functions. Installers shall provide temporary (w3)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have roper) attached structural sheathing and bottom chord shall have a propely attached rig9id ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or I310,as applicable. Appl plates to each face of truss and position as shown above and on the Joint-Details., unless noted otherwise. Refer to drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional in ormation. ALPINE' AI ine,a division of ITW Buildin q.0 omponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with es acceptance PI 1, or for h8ndljng, shipping installation and bracing of trusses. A seal orithis drawl or cover paqe listing this drawing,indicates acceptance.of professional eg-De igng responsibility solely1Sec.or the design shown.The suitability and use of Ri'is 155 Harlem Ave drawing for any sWcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340675/ SPEC Ply. 1 Job Number.0722001 Cast R7175 JRe61XL171750002 722 FROM:MG Qty 1 Tigard Senior Housing DrwNo: 332.22.0740.13841 Page 2 of 5 Truss Label: B11 BFR / RTT 11282022 Special loads i —(Lumber Dur.Fac.=1.60/Plate Dur.Fac.=1.60) TC:From 22 plf at 0.00 to 22 Oat 21.95 BC:From 18 plf at 0.00 to 18 ptf at 21.95 TC:1300 lb Conc.Load at 13.31 PL- 800 lb Conc.Load at(13.31,33.02)(1.2 deg] Special loads 2 —(Lumber Dur.Fac.=1.60/Plate Dur.Fac.=1.60) TC:From 22 plf a1 0.00 to 22 pin at 21.95 BC:From 18 plf at 0.00 t0 18 pH at 21.95 TC:-1300 lb Conc.Load at 13.31 PL- -800 lb Conc.Load at(13.31,33.02)(12 deg) Special loads 3 —(Lumber Dur.Fac.=1.601 Plate Dur.Fac.=1.60) TC:From 22 pB at 0.00 to 22 p8 at 21.95 BC:From 18 plf at 0.00 to 18 pB at 21.95 TC:1300 lb Conc.Load at 13.31 PL- 800 lb Conc.Load at(13.31,33.02X1.2 deg] Special loads 4 —(Lumber Dur.Fac.=1.60/Plate Dur.Fac.=1.60) TC:From 22 pit at 0.00 to 22 pit at 21.95 BC:From 18 plf at 0.00 to 18 ptl al 21.95 TC:-1300 lb Conc.Load at 13.31 PL- -800 lb Conc.Load at(13.31,33.02X1.2 deg] Note:Special load cases cccur non-concurrently with other load cases. PROFF •c���p Scs, O, ' _AG1r1J �O 1// ' 83294PE ZD OREGON 13(" SLY 14,20 e s8ell Taoet Renewal 6130/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! The,Compmena of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.eon 4e8 Trusses require extreme care in fabricating hha8ndling9 shipping,installing and bracing.. Refer to and follow the latest edition of SCSI(Building �+us OR 97113 Component Safety Information,by TPI and SBCA)roi safetypracticesprior to performing these functions, Installers shall provide temporaryi +? 7-ztts bracingper BCSI.Unless noted otherwise,topchord shall lave properly attached structural sheathing and bottom chord shall have a propery • attachd rigid ceiling.Locations shown for pemanent lateral restraint prior shall have bracing installed per BCSI sections 83,B7 or 8110, as applicable. Appl plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Building,Components Group Inc.shall not be responsiblefor any deviation from this drawing,anyfailure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation an bracing of trusses. A seal on this drawin or cover page Fisting thi drawing,indicates acceptance o�ft rofessional engineering responsibility solely-tor the design shown.The suitability and use of this 155 Harlem Ave drawing for any structure is the responsibility the Building Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:340675 SPEC Ply: I Job Number. 0722001 Curt R7175 JRet 1XL171750002 T22 FROM:MG Qty: 1 Tigard Senior Housing DrvrPlo Page 3 of 5 Truss Label: 511 _. I ... 11/28/2022 0.25 12 A B 10 ---a 3X5 "---":3X5 -----3X5 1114X5 =3X10 1111.5H I W2 III R3X5 =3X10 F---3X5 =3X5 M =3X5 =6X6J =H0308 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 0.13 -0.00 1 2x4 HF#2 1.00" Plywd B - C 378.72 -2170.08 0.082 0.375 0.457 1 2x4 HF#2 63.98" Plywd C - D 1023.99 -3511.52 0.079 0.319 0.399 1 2x4 HF#2 61.51" Plywd D - E 1632.65 -3905.67 0.247 0.086 0.333 5 2x4 HF#2 35.01" Plywd E - F 2406.24 -4677.26 0.364 0.103 0.487 5 2x4 HF#2 35.01" Plywd F - G 1665.81 -3711.02 0.053 0.364 0.417 1 2x4 HF#2 26.50" Plywd G - H 3.79 -36.63 - 0.522 0.522 1 2x4 HF#2 74.43" Plywd H - I 0.00 -0.12 - - - 1 2x4 HF#2 1.00" Plywd R - 0 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph 0 - P 813.37 -791.68 0.123 0.077 0.200 4 2x4 HF#2 60.50" Diaph P - 0 3044.31 -1040.06 0.460 0.096 0.556 4 2x4 HF#2 61.50" Diaph O - N 4368.70 -1878.40 0.660 0.089 0.750 4 2x4 HF#2 35.00" Diaph N - M 4736.54 -249121 0.716 0.061 0.777 4 2x4 HF#2 26.50" Diaph M - L 4736.54 -2491.21 0.716 0.051 0.767 4 2x4 HF#2 26.50" Diaph L - K 3544.74 -1559.33 0.536 0.154 0.690 4 2x4 HF#2 77.88' Diaph K - J 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph B - 0 190.24 -941.49 0.038 0.148 0.186 1 2x4 HFStand+HFStud 17.09" - B - P 2260.85 -392.06 0.476 - 0.476 1 2x4 HF#2 59.51" - P - C 178.48 -639.62 0.134 - 0.134 1 2x4 HFStand+HFStud 18.35" - C - 0 1351.77 -836.18 0.495 - 0.495 4 2x4 HFSIand+HFStud 60.83" - O - D 376.83 -400.71 0.138 - 0.138 5 2x4 HFStand+HFStud 19.63" - D - N 414.35 -685.83 0.178 - 0.176 5 2x4 HFStand+HFStud 37.12' N - F 416.36 -234.83 0.153 - 0.153 5 2x4 HFStand+HFStud 20.36" - F - L 1192.05 -1479.08 0.437 - 0.437 5 2x4 HFStand+HFStud 30.72" L - G 1171.98 -740.64 0.429 - 0.429 4 2x4 HFStand+HFStud 20.92" - G - K 1646.83 -3706.25 0.947 - 0.947 4 2x4 HFStand+HFStud 73.90" a 1x4 CLB H - K 67.87 -203.52 0.002 0.243 0.245 1 2x4 HFStand+HFStud 22.47" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) de6X(T) A 0.00' 32.64' 0.00" U999 -0.01" 1/75 0.00" 0.00" B 0.08' 32.64' 3X10 0.96 0.71 N 0.00" U999 0.00" U999 0.08" 0.10" C 5.41' 32.75' 3X5 0.96 0.85 N 0.28" U917 0.40" U651 0.0T 0.08" D 10.54' 32.85' 3X5 0.96 0.35 N 0.43" 11614 0.60" 1/435 0.05" 0.05" E 11.99' 32.89' 3X5 0.96 0.73 N F 13.46' 32.92' 4X5 0.96 0.86 N 0.42' U616 0.60" U437 0.03" 0.03" G 15.66' 32.96' 3X10 0.96 0.78 N 0.37" 1.I704 0.52' L/500 0.02" 0.02" H 21.86' 33.09' 1.5X4 0.96 0.88 N 0.00' U999 0.00" L/999 -0.01" 0.01" I 21.95' 33.09' 0.00" L/999 -0.02- L/55 -0.01" 0.01" J 21.95' 30.93' 0.00" L/999 -0.01" 1189 0.10" 0.12" K 21.86' 30.93' 6X6 0.96 0.95 N 0.00" L/999 0.00" L/999 0.10" 0.12" L 15.3T 30.93' 3X5 0.96 0.92 N 0.38" L/685 0.54" U486 0.06" 0.08" M 14.00' 30.93' H0308 0.96 0.84 N N 13.1T 30.93' 3X5 0.96 0.48 N 0.43" L/613 0.60" U435 0.05" 0.06" '"WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tess Components of Oregon,Inc. '"IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fox safety pactices nor to performing these unctions. Installers shall provide temporary (503)357-2118 bracingper BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propey attached ceiling.Locations shown for permanent lateral restraint ofwebs shall have bracin installed per BCSI sections 3,13 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the JointQetails, Unless noted otherwise. Refer to drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional in rmation. ALPINE Alpine,a division of ITW Buildinl1Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSVTPI 1, or for handling, shipping,,installation and bracing of trusses. A seal orh this drawing.or cover page listing this drawing indicates acceptance of professional enllneenng responsibility solely Tor the design shown.The suitability and use of thus 155 Harlem Ave drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinsl.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 WON:340675 SPEC Ply: 1 Job Number. 0722001 Curt R7175 JRai-.ix11717501x12 T22 FROM:MG City. 1 Tigard Senior Housing DnvNo: Page 4 of 5 Truss Label: Bit ... / ... 1121V2022 0.25 0 3 10 .----3X5 =3X5 =3E 1114XX5 =3CX10 1111.5H4 \ I)wz (a) 113X5 =3X10 =3X5 =3X5 M :------3X5 =6X6J H0308 0 10.25' 30.93' 3X5 0.96 0.85 N 0.42" U619 0.59" U439 0.03" 0.03" P 5.12' 30.93' 3X10 0.96 0.65 N 0.27" L/957 0.38" U679 0.00" 0.00" O 0.08' 30.93' 3X5 0.96 0.85 N 0.00" U999 0.00" U999 0.00" 0.00" R 0.00' 30.93' 0.00" 1.1999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases ]STD.AUTO.LOAD](OC 24.00j(DF 1.15][NM 1] [WS3][0C 24.00](DF 1.60][NM 1] [MW FRS-WS1][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:No Load Case:6 User Modified:Yes Load Case:31 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @ 0.0 to 22 @ 120[y=36.21( 0%] 22 PLF @ 0.0 to 22 @ 12.0[y=36.2g 0%) 11 PLF @ 0.0 to 11 @ 12.0(y=36.21 0%] 22 PLF @ 12.0 to 22 @ 21.9[y=36.21 0%] 22 PLF @ 12.0 to 22 @ 21.9[y=36.21[ 0%j 11 PLF®,12.0 to 11 @ 21.9[y=36.21( 0%]50 PLF @ 0.0 to 50 @ 12.0[y=36.21(100%1 50 PLF @ 0.0 to 50 @ 12.0[y=36.21[100%) -22 PLF @ 0.0 to -22 @ 12.0[y=36.2000%1 50 PLF @ 12.0 to 50 @ 21.9[y=36.2][100%) 50 PLF @ 12.0 to 50 @ 21.9[y=36.21[100%1 -22 PLF n 12.0 to -22 @ 21.9(y=36.2][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=25.81( 0%j -50 PLF @ 0.0 to -50 @ 21.9[y=36.21[100%1 22 PLF @ 0.0 to 22 Ch 21.9[y=36.21[100%j 18 PLF @ 14.0 to 18 @ 21.9[y=25.81[ 0%] 18 PLF @ 0.0 to 18 @ 14.0[y=25.81[ 0%] 9 PLF @ 0.0 to 9 @ 14.0[y=25.81( 0%)Brg.#1 Vert.R= 987.6#Hor.R= -0.0# 18 PLF @ 14.0 to 18 @ 21.9[y=25.81[ 0%1 9 PLF @ 14.0 to 9 @ 21.9(y=25.81 0%1 Brg.#2 Vert.R= 987.6#Hor.R= -0.0# 1300.00 Lbs.CO 13.3,36.2 Angle=270 -578.88 Lbs.@ 13.3,36.2 Angle=270 -- 800.00 Lbs.@ 13.3.33.0 Angle= 1 -356.23 Lbs. i 13.3,33.0 Angle= 1 [W S1][OC 24.00)[DF 1.60][NM 1] Brg.#1 Vert.R= 869.9#Hor.R= -799.8# Brg.#1 Vert.R= 32.0#Hor.R= 356.2# Load Case:4 User Modified:Yes Brg.#2 Vert.R= 1291.3#Hor.R= -0.0# Brg.#2 Vert.R= -155.6#Hor.R= 0.0# Repetitive Factors Used:No _ 22 PLF @ 0.0 to 22 @ 12.0[y=36.21( 0%1 [WS41[OC 24.001[DF 1.60][NM 1] ------ --=-_--_-_-_-_-_ 22 PLF @ 12.0 to 22 @ 21.9[y=36.2][ 0%] Load Case:7 User Modified:Yes 50 PLF @ 0.0 to 50 @ 12.0[y=36.21(100%1 Repetitive Factors Used:No 50 PLF @ 12.0 to 50 @ 21.9[y=36.21[100%) 22 PLF @ 0.0 to 22 G 12.0(y=38.2][ 0%) -50 PLF @ 0.0 to -50 @ 21.9[y=36.21[100%] 22 PLF @ 12.0 to 22 @ 21.9[y=36.2)[ 0%] 18 PLF @ 0.0 to 18 @ 14.0[y=25.81( 0%] -50 PLF @ 0.0 to -50 @ 12.0[y=36.2][100%] 18 PLF @ 14.0 to 18 C 21.9[y=25.8)( 0%) -50 PLF @ 12.0 to -50 @ 21.9[y=36.21[100%1 1300.00 Lbs.@ 13.3,36.2 Angle=270 50 PLF @ 0.0 10 50 @ 21.9[y=36.21[100%1 800.00 Lbs.@ 13.3,33.0 Angle= 1 18 PLF @ 0.0 to 18 @ 14.0(y=25.8]( 0%) Brg.#1 Vert.R= 869.9#Hor.R= -799.8# 18 PLF @ 14.0 to 18 r5 21.9[y=25.811 0%] Brg.#2 Vert.R= 1291.3#Hor.R= -0.0# -1300.00 Lbs.@ 13.3,36.2 AngIe=270 =_-' -"-- -500.00 Lbs.@ 13.3.33.0 Angle= 1 [WS2][OC 24.00](OF 1.60][NM 1] -_-_--- Brg.#1 Vert.R= 8.1#Hor.R= 799.8# Load Case:5 User Modified:Yes Brg.#2 Vert.R= -413.3#Hor.R= 0.0# Repetitive Factors Used:No ---- 22 PLF @ 0.0 to 22 @ 12.0[y=36.21( 0 - -----�ON 22 PLF @ 12.0 to 22 @ 21.9[y=36.2][ 0%] -50 PLF @ 0.0 to -50 @ 12.0[y=36.2][100%] -50 PLF @ 12.0 to -50 @ 21.9[y=36.21(100%1 50 PLF @ 0.0 to 50 @ 21.9[y=36.21100%] 18 PLF @ 0.0 to 18 @ 14.0[y=25.81( 0%] 18 PLF @ 14.0 to 18 @ 21.9(y=25.8]( 0%1 -1300.00 Lbs.@ 13.3,36.2 Angle=270 -800.00 Lbs.@ 13.3,33.0 Angle= 1 Brg.#1 Vert.R= 8.1#Hor.R= 799.8# Brg.#2 Vert.R= -413.3#Hor.R= 0.0# '"WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Teas Componenle of Oregon,Ins. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.eos 488 Trusses require extreme care in fabpcatingg handling'shi ng,installing and bracing., Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI one SBCA)for safely practices prior to performing these functions. Installers shell provide terhporary (5031s'Ts118 bracingour BGSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall hav a properly attachd ngid ceilir Locations shown for ermanent lateral restraint of webs shall ave bracing installed per BCSI sections 83,B7 or B10 as applicable. Aprg?y plates to each face oitruss and positionas shown above and on the Joint-Details unless not otherwise. Refer to drawings 160A-Z fo standard plate positions,Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Building.Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIrrPI 1, or for handling, shipping,installation and bracing of trusses. A seal on this draw ing or cover page listing this drawing,indicates acceptance of professional engglIneenng responsibility solelylor the design shown.The suitabilityy and use of this 155 Harlem Ave drawing for any stucture is the responsibility of the Building-Designer per ANSUT I 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SKIN:340675 SPEC Ply: 1 Job Number: 0722001 Cost R7175 JRef:I)1L171750002 T22 FROM:MG Oty. 1 Tigard Senior Housing Drv1Na Page 5 of 5 Truss Label: B11 ... / ... 11/26/2022 0.25 12 =3X10 =3X =3XX5 =3X5 1114X5 =3CX10 III1.5X4 AB HI 01 wz \o I '� I I —rA IIII X5 =3X10 =3X5 =3X5 M =3X5 =6X6J H0308 • • "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.6ox468 Trusses require extreme care in fapricatinO,handlingg shipppmg installs and bracCli�ng., Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)ler safety practices pg�l'or to perfur ming these functions. Installers shall provide temporary (503p57sna bracing per SCSI.Unless noted Otherwise,top chord shall Have properly attached structural sheathing and bottom chord shall hay�e a propeny rigid ceiling Locations shown for permanent lateral restraint of webs shall bracing installed per BCSI sections 83,u7 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the JoinFpetails, unless noted otherwise. Refer to drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Buildin q.Compon nts Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conforn)ance with ANSI/TPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing M! drawing indicates acceptance of professionl enomeenng responsibility sot lylor the design shown.The suitabkrry and use girl's drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 SSec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org,AWC:awc.org Glenview,IL 60025 SEON:340735/ MONO Fry: 1 Job Number. 0722001 C st R 7175 JRsf.00.171750002 734 FROM:MG Oy: 55 Tigard Senior Housing DrwNo: 33222.0740.14280 Page 1 of 3 Truss Label: B12 - BFR / RTT 11282022 51'10 10S"8 15'6' 1T7" 2011" 25'11' 28'11'14 5'190 5414 I 5 -8 I 1'5'I 3'10" �- 5' I 3'0'14 025 12 1116X8 T1 =10X12 =3X =4X=3X5 =X10 w3H 1111.5X4 A B iv W2 (e) b 1 111 1 1II3X5 6X8 a-4X5 N =3XX5 m4X5 =3X 0K w3X5 =- H0308 1 25'11' 1 3'0'14 5l" 52' 3' " I 14'8 51'8 + 5 I 3'514 i-3'6" II5'1" 10'3' 14' 154 8 20'6" 25'6' 28'11'14 Loading Criteria(pat) Wind Criteria Snow Criteria (Pg,Pf In PSF) Def/CSI Criteria •Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in be Udefl Litt Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(speciflad) Ce:1.0 VERT(LL): 0.289 D 999 360 Loc R. /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.589 D 522 240 Q 1558 /- /- /630 /124 /17 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.050 K - - K 1712 /- /- /690 /91 /- Kzt:NA Des Ld: 45.00 EXP.B HORZ(TL): 0.102 J - - Wind reactions based on MWFRS Mean Height:43.05 ft NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor.2.0 Q Brg Wid=5.5 Min Reg= 1.7(Truss) Soffit: 2.00 IBC 2018 Max TC CSI: 0.807 K Brg Wid=5.5 Min Reg= 1.5(Truss) BCDL:4.2 psi Bearings O 8,K are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h WI Std: 2014 Max BC CBI: 0.965 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CS!: 0.993 Loc.from endwall:Any FT/RT:4(0W4(0) Maximum Top Chord FoChor Per Ply(lion) GCpi:0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration:1.60 WAVE,HS VIEW Ver:21.02.00B.1108.20 B-C 393-3011 E-F 348 -2619 Lumber C-D 549-4257 F-G 349 -2614 D-E 531 -4092 Top chord 2x4 HF#2 T1 2x10 DF-L#2; Dot chord 2x4 DF-L#2 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Maximum Bot Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. Bracing P-O 2997 -410 M-L 4060 -545 (a)Continuous lateral restraint equally spaced on 0-N 4294 -578 L-K 2520 -351 member. N-M 4294 -578 Special Loads -(Lumber Dur.Fac=1.15/Plate Dur.Fac.=t.15) Maximum Web Forces Per Ply(lbs) TC:From 72 plf at -3.50 to 72 plf at 28.99 Webs Tens.Comp. Webs Tens. Comp. BC:From 4 plf at -3.50 to 4 pit at 0.00 BC:From 18 Of at 0.00 to 18 pit at 28.99 B-CI 261-1513 E-L 220 -1596 TC: 128 lb Conc.Load at 10.77,16.98,23.19 8-P 3103 -403 L-G 705 -41 C-P 160 -756 G-K 366 -2785 Wind C-O 1314 -172 K-H 97 -479 Wind loads based on MWFRS with additional C&C member design. ��EO PROFSS End verticals not exposed to wind pressure. ...4... I lv S, Right cantilever is exposed to wind C5 �C1G F�� O,` Additional Notes Lc„ow,' 8329aPE Truss must be installed as shown with top chord up. OREGON G �Ly 14,200 Snell Tangs Renewal 6130/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,an. '*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricatin handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and'SBCA)rbr safety practices prior to performing these functions. Installers shall provide temporary 003)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall haveproperly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral resraint of webs shall have bracingp installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to /1 PL ,NE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. fy i Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss In conformance with ANSI/TPt 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing thisdrawing indicates acceptance of professional eng5�1eenng responsibility solely-tor the design shown.The suitability and use of this drawing or any structure is the responsibility of the BuildingUesigner per ANSIR I 1 SSec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinsl.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEON:340735 MONO Ply. 1 Job Number. 0722001 CueC R 7175 JRef.11(L171750002 734 FROM:MG City 55 Tigard Senior Housing OrwNo: Page 2 of 3 Truss Label: 1312 ... / ... 11/28/2022 0.25 12 III6X8 T1 =10X12 ---3X5 .--4X5=3X5 =3X10 ------3X51111.5�4 A B aw2 ---....,.._____ ___:---________------- ---------.. 3. III3X5 w6X8 = = 4X5 N 3X5 =4X5 =3X 0L P.K w3X5 H0308 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.78 - 0.177 0.177 1 2x10 OF-L#2 42.01" Plywd B - C 393.12 -301128 0.019 0.179 0.198 1 2x10 DF-L#2 61.56" Plywd C - D 548.91 -4256.54 0.304 0.502 0.807 1 2x4 HF#2 65.02' Plywd D - E 530.57 -4092.14 0.280 0.264 0.544 1 2x4 HF#2 61.51" Plywd E - F 347.94 -2618.60 0.109 0.322 0.431 1 2x4 HF#2 61.51" Plywd F - G 348.87 -2613.81 0.077 0.452 0.529 1 2x4 HF#2 61.51' Plywd G - H 164.39 -35.67 0.027 0.489 0.517 1 2x4 HF#2 61.51" Plywd H - I 2.01 -4.02 - 0.481 0.481 1 2x4 HF#2 36.92" Plywd 0 - P 14.08 -22.70 0.003 0.104 0.107 1 2x4 DF-L#2 61.50" Diaph P - 0 2998.89 -410.23 0.569 0.138 0.707 1 2x4 DF-L#2 61.50" Diaph 0 - N 4294.07 -577.56 0.813 0.152 0.965 1 2x4 DF-L#2 61.50" Diaph N - M 4294.07 -577.56 0.813 0.112 0.925 1 2x4 DF-L#2 61.50" Diaph M - L 4059.54 -545.33 0.763 0.133 0.896 1 2x4 DF-L#2 61.50" Diaph L - K 2519.67 -350.88 0.463 0.134 0.597 1 2x4 DF-L#2 61.50" Diaph K - J 27.26 -114.18 - 0.156 0.156 1 2x4 DF-L#2 40.38' Diaph B - O 264.07 -1512.73 0.090 0.067 0.158 1 2x4 HFStand+HFStud 11.32" - B - P 3102.88 -403.46 0.645 - 0.645 1 2x4 HF#2 58.52" - C - P 159.80 -755.94 0.157 - 0.157 1 2x4 HFStand+HFStud 18.35' - C - 0 1314.35 -172.28 0.656 - 0.656 1 2x4 HFStand+HFStud 60.83" - O - D 97.73 -333.17 0.069 - 0.069 1 2x4 HFStand+HFStud 19.63' - D - M 52.05 -249.35 0.153 - 0.153 1 2x4 HFStand+HFStud 61.23" - M - E 189.80 -0.00 0.097 - 0.097 1 2x4 HFStand+HFStud 20.92" - E - L 220.27 -1595.93 0.993 - 0.993 1 2x4 HFStand+HFStud 61.66" - L - G 704.60 -40.62 0.359 - 0.359 1 2x4 HFStand+HFStud 22.20" - G - K 365.70 -2784.72 0.698 - 0.698 1 2x4 HFStand+HFStud 62.10" a 1x4 CLB K - H 96.65 -478.85 0.106 - 0.106 1 2x4 HFStand+HFStud 23.48" - H - J 142.49 -34.45 0.067 - 0.087 4 2x4 HFStand+HFStud 40.81" - I - J 25.75 -69.95 0.012 0.024 0.036 5 2x4 HFStand+HFStud 24.25' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) de6X(T) A -3.50' 42.32' -0.10" U418 -0.31' U134 0.00" 0.00" B 0.00' 42.40' 6X8 0.96 0.90 N 0.00" L/999 0.00" 1./999 0.04" 0.0T C 5.13' 42.62' 10X12 0.96 0.89 N 0.18" L/999 0.56" U551 0.04" 0.08" D 10.54' 42.85' 3X5 0.96 0.35 N 0.29" L/999 0.90" L/341 0.02" 0.05' E 15.66' 42.96' 4X5 0.96 0.74 N 0.28' L/999 0.86' L/356 0.00" 0.01" F 17.08' 42.99' 3X5 0.96 0.53 N G 20.79' 43.0T 3X10 0.96 0.73 N 0.16" 1/999 0.52" U596 0.00' 0.02" H 25.91' 43.18' 3X5 0.96 0.38 N 0.00" 1/999 -0.02' U149 -0.01' 0.02' I 28.99' 43.24' 1.5X4 0.96 0.59 N -0.09" U454 -0.29" U140 -0.01' 0.03" J 28.99' 40.93' 3X5 0.96 0.81 N -0.09" U453 -0.29" U140 0.05" 0.10" K 25.62' 40.93' 3X10 0.96 0.70 N 0.00" L/999 0.00" U999 0.05" 0.10" L 20.50' 40.93' 4X5 0.96 0.77 N o.1T U999 0.54' L/569 0.04" 0.08" M 15.3T 40.93' 3X5 0.96 0.48 N 0.28" L/999 0.8T L/352 0.03' 0.05" ''YARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Teas components el Oregon.Inc. ""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to iind follow the latest edition of BCSI(Building Conwlius OR 97113 Component Safety Information,by TPI and SBCA)Hu safety practices prior to performing these functions. Installers shall provide terhporaryry 1503)357-2115 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid cell! Locations shown for permanent lateral resraint of webs shall have bracingp installed per BCSI sections B3,B7 r B10. �� as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details., unless noted otherwise. (Refer to drawings 160A-Z or standard plate positions.Refer tomb's General Notes page for additional Information. ALPINE Alpine,a division of ITW B ild'n Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI'IPI 1, or for handling, shipping,.installation and bracingof trusses. A seal on this drawin or cover page 155 Harlem Ave listing this-drawing,indicates acceptance of professional enaameenno responsibility solel nor the design shown.The suitability and use Of this drawing or any structure is the responsibility of the Building-Designer per ANSI/T I 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:Iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:340735 MONO Ply: 1 Job Number:0722001 FROM:MG OW 55 Tab Senior Housing Cast R 7t75 JReF.77(L171780002 T3/ DrwNo: Page 3 of 3 Truss Label: 612 ... I ... 11/2812022 0.25 12 A IIII66X8 Ti =10X12 =3X =4E=3)F(5 =3X10 ----3X5l)1.SX4 4 W2 \` \\ 11 (a) II3X =6X8 =4X5 gh0308 3X5 =4X5 =3X 0 =3X5 N 14.00' 40.93' H0308 0.96 0.87 N O 10.25' 40.93' 4X5 0.96 0.92 N 0.29' L999 0.89" U344 0.01" 0.02" P 5.13' 40.93' 6X8 0.96 0.75 N 0.18" U999 0.55" 1/554 0.00" 0.00" Q 0.00' 40.93' 3X5 0.96 0.90 N 0.00" L/999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.0OJ[DF 1.15][NM 1] [Partial Unbal.Rt][OC 24.00][DF 1.25][NM 1] IMWFRS-STD.AUTO.LOAD][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:5 User Modified:Yes Load Case:44 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y-46.41[ 0%] 22 PLF @-3.5 to 22 @ 5.1[y--46.41[ 0%] 11 PLF @-3.5 to 11 @ 5.1(y 46.4J[ 0%] 22 PLF @ 5.1 to 22 G 17.1[y=46.4][ 0%] 22 PLF© 5.1 to 22 @ 17.1[y-46.4][ 0%] 11 PLF f 5.1 to 11 @ 17.1[y--46.411 0%] 22 PLF @ 17.1 to 22 @ 29.0[y--46.4][ 0%1 22 PLF @ 17.1 to 22 @ 29.0[y-46.411 0%J 11 PLF @ 17.1 to 11 @ 29.0[y--46.4)[ 0%J 4 PLF @-3.5 to 4 @ 0.0[y5.8J[ 0%J 4 PLF @-3.5 to 4 @ 0.0(y=35.8]( 0%J 2 PLF @-3.5 to 2 @ 0.0[y=35.81[ 0%] 50 PLF @-3.5 to 50 @ 5.1(y--46.41[100%J 50 PLF @-3.5 to 50 @ 5.1[y=46.41[100%1 -24 PLF @-3.5 to -24 @ 5.1 1y-46.4000%1 50 PLF @ 5.1 to 50 @ 17.1[y=46.41[100%1 50 PLF @ 5.1 to 50 r_i 17.1[y=46.4][100%] -24 PLF @ 5.1 to -24 @ 17.1[y=16.41[100%1 50 PLF @ 17.1 to 50 @ 29.0(y=46.4][100%] 50 PLF @ 17.1 to 50 @ 25.7[y=46.411100%J -24 PLF @ 17.1 to -24 @ 29.0[y--46.4][100%] 18 PLF @ 0.0 to 18 @ 14.0 1y=35.8][ 0%] 19 PLF @ 0.0 to 18 @ 14.0[y=35.8]1 0%] 9 PLF @ 0.0 to 9 @ 14.0[y=35.8][ 0%] 18 PLF @ 14.0 to 18 r 29.0(y=35.81[ 0%] 18 PLF @ 14.0 to 18 C 29.0[y=35.8][ 0%] 9 PLF @ 14.0 to 9 @ 29.0(y=35.81 0%J 128.00 Lbs.@ 10.8.46.4 Angle=270 128.00 Lbs.@ 10.8,46.4 Angle=270 65.28 Lbs.@ 10.8.46A Angle=270 128.00 Lbs.@ 17.0,46.4 Angle=270 128.00 Lbs.@ 17.0,46.4 Angle=270 65.28 Lbs.@ 17.0,46A Angle=270 128.00 Lbs.@ 23.2,46.4 Angle=270 128.00 Lbs.@ 23.2,46.4 Angle=270 65.28 Lbs.@ 23.2,46.4 Angle=270 Brg.#1 Vert.R= 1547.1#Hor.R= 0.0# Brg.#1 Vert.R= 1558.1#Hor.R= 0.0# Brg.#1 Vert.R= -19.7#Hor.R= -0.0# Brg.#2 Vert.R= 1712.2#Hor.R= -0.0# Brg.#2 Vert.R= 1536.0#Hor.R= -0.0# Brg.#2 Vert.R= 73.0#Hor.R= 0.0# __ ____ _______ [Partial Unbal.Lt][OC 24.00][DF 1.25J[NM 1] _,____________a"==_ __-_______�_______-__________________ Load Case:4 User Modified:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1(y=46.4][ 0%] 22 PLF @ 5.1 to 22 @ 17.1[y--46.4][ 0%] 22 PLF @ 17.1 to 22 @ 29.0[y-46.4J[ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8J[ 0%J 50 PLF @ 25.7 t0 50 @ 29.0[y-46.4][100%] 18 PLF @ 0.0 to 18 C 14.0(y=35.8][ 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8][ 0%] 128.00 Lbs.@ 10.8,46.4 Angle=270 128.00 Lbs.n 17.0,46.4 Angle=270 128.00 Lbs.@ 23.2,46.4 Angle=270 Brg.#1 Vert.R= 719.5#Hor.R= -0.0# Brg.#2 Vert.R= 1080.4#Hor.R= -0.0# '"WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Sagfety Information,by TPI and SBCA)fdr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per B..SI.Unless noted otherwise,top chord shall have roperly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracin msteelled per BCSI sections 63,87 or 810 as applicable. Appl plates to each face q truss and position as shown above and on the Joinrpetalls, unless noted otherwise. Refer to ALPINE t drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. f-1 L PI N E Alpine,a division of ITW B ildin Components Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the truss conformance with ANSIITPI 1, or for handling, shipping,_installation and bracingof trusses. A seal on this drawingor cover pa❑e listing this drawing,indicates acceptance of professional enqfneenna responsibility,solelyor the design shown.The suitabiliy and use of this 155 Harlem Ave drawing for any stucture is the responsibility of the Building-Design r per ANSI?TPI 1 Sec.2. North Building,4th Floor • For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:icesafe.org;AWC:awc.orq Glenview.IL 60025 SEON:340730/ MONO Ply 1 Job Number-0722001 Curt R7175 JReh,1x1171750002 772 FROM:MG Oty 1 Tigard Senior Housing DrwNo: 33222.0740.11561 Page 1 of 3 Truss Label: B13 BFR / RTT 11/28/2022 I 5'1"10 I 10'6"8 15'8" I 171I 20`9.8 I 2511• 28'11"14 51.10 5'414 51.8 1'S" 38.8 5'1"8 - 3'0'14 1 0.25 12 A 1I g3X7 Tt w10X12 w3p w3X55w33X5 w3X5 --3X5 1111.5X4 1 e / w2 \1\�� \\ + 1 III1.5J4 /P////O//N /, ///„ //K j =3X5 =3X5 =3X5=3X5 =3X5 =3X5 =3X5 F 28'11.14 I 1-313• -I 5'1"8 -I s1"s -1 39 1 ra"� s're I Sre I 34"6 14' 15'4 8 20'6" 257'8 28'11.14 1 5'1.8 10'3' Loading Criteria(pall Wind Criteria Snow Criteria (Pg,Pr in PSF) Defl/CSI Criteria ♦Maximum Reactions(ibis),or'ePLF TOLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 CI:1.0 CAT:II PP Deflection in loc Udell tilt Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.005 I 999 380 Loc R+ I R- I Rh I Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT CL: 0.009 I 999 240 Risk Category: ( ) 111 /- /49 /7 /i BCDL: 9.00 II Snow Duration:1.15 HORZ(LL): 0.002 I - - Wind reactions based on MWFRS EXP:B Krt:NA RZ( ) Des Ld: 45.00 Mean Height:43.05 ft HORZ(TL): 0.003 I - - 0 Brg Wid=311 Min Req=- NCBCLL: 0.00 TCDL:6.0 psf Building Code: Creep Factor.2.0 Bearing Q is a rigid surface. Soffit: 2.00 BCOL:4.2 psf IBC 2018 Max TC CSI: 0.333 Members not listed have forces less Than 375# Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.089 Maximum Web Forces Per Ply(lb.) Spacing:24.0" C&C Dist a:3.00 ft Rep Fat.:Yes Max Web CSI: 0.103 Webs Tens.Comp. Webs Tens.Comp. Loc.from endwall:Any FT/RT:4(0)/4(0) 8-Q 137 -511 K-H 97 -425 GCpi:0.18 Plate Type(s): O-D 117 -378 Wind Duration:1.60 WAVE VIEW Ver.21.02.0013.1108.20 Lumber Top chord 2x4 HF#2 T1 2x10 DF-L#2; Bat chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Right cantilever is exposed to wind Additional Notes Truss must be installed as shown with top chord up. PRORF 401 SAN c 4G)NE 'O st 83294PE y OREGON 734 `41'is,24eo m • ssell Tan Renewal 6/30/2024 11/28/2022 ''`WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Canpewnhd Oregon,Inc "IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O Poe 468 Trusses require extreme care in fabricating,handlingg shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503}157.7118 bracing er BCSI.Unless noted otherwise,top chord shall have preperly attached structural sheathingand bottom chord shall have a props attached ngid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to A drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Building_components Group Inc.they not_be responsiblefor any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling shipping,,installation and bracing of trusses. A seal on this drawin or cover pace listing this drawing indicates acceptance of professional en lneenng responsibility solely Tor the design shown.The suitability and use of R1is 155 Harlem Ave drawing for any structure is the responsibility of the Building-DDesigner per ANSIRPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:lecsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340730 MONO Ply. 1 Job Number. 0722001 bust R7175 JRN:ixL171750002 172 FROM:MG Oty: 1 Tigard Senior Housing Page 2 of moo: Truss Label: B13 ... ! ... 1128/2022 0.25 12 1113X7 Tt 10C12 =3p5 $3E=3F5 =3G5 =3X5 I111.5X4 A 8 W2 C//////// ��/./�����K 1111.5X4 P 0 N M =3X5 =3X5=3X5 Er 3X5 =3X5=3X5 -3X5 Member MaxTen MaxComp Axial Band CSI GLC Size Material Length Brace A - B 5.54 -0.00 - 0.154 0.154 1 2x10 DF-L#2 42.01" Plywd B - C 20.80 -3.37 - 0.153 0.153 1 2x10 DF-L#2 61.56" Plywd C - D 44.05 -11.16 0.008 0.325 0.333 1 2x4 HF#2 65.02' Plywd D - E 40.74 -12.38 0.006 0.325 0.331 1 2x4 HF#2 81.51" Plywd E - F 85.71 -14.99 0.012 0.269 0282 1 2x4 HF#2 61.51" Plywd F - G 71.27 -14.64 0.014 0.298 0.312 1 2x4 HF#2 61.51" Plywd G - H 178.96 -34.64 0.033 0.298 0.331 1 2x4 HF#2 61.51' Plywd H - I 0.51 -4.37 - 0.230 0.230 1 2x4 HF#2 36.92" Plywd 0 - P 4.01 -0.00 - 0.089 0.089 2 2x4 HF#2 61.50' Diaph P - 0 7.49 -15.57 - 0.089 0.089 2 2x4 HF#2 61.50" Diaph O - N 20.82 -0.02 0.004 0.055 0.060 1 2x4 HF#2 45.00' Diaph N - M 20.82 -23.03 0.004 0.052 0.057 1 2x4 HE#2 16.50' Diaph M - L 9.37 -17.45 0.002 0.076 0.078 1 2x4 HF#2 61.50" Diaph L - K 6.58 -27.36 - 0.077 0.077 2 2x4 HF#2 61.50' Diaph K - J 26.23 -121.06 - 0.064 0.065 1 2x4 -IF#2 40.38" Diaph B - 0 136.53 -511.29 0.050 0.008 0.058 25 2x4 HFStand+HFStud 11.32" B - P 5.59 -18.22 0.009 - 0.009 1 2x4 HF#2 59.09" - - C - P 101.91 -294.71 0.062 - 0.062 1 2x4 HFStand+HFStud 18.35" C - 0 11.86 -20.66 0.013 - 0.013 1 2x4 HFStand+HFStud 60.83' - - O - D 117.25 -378.22 0.080 - 0.080 1 2x4 HFStand+HFStud 19.63" D - M 24.15 -62.26 0.038 - 0.038 1 2x4 HFStand+HFStud 61.23" M - E 107.58 -330.25 0.071 - 0.071 1 2x4 HFStand+HFStud 20.92' E - L 2224 -83.23 0.052 - 0.052 1 2x4 HFStand+HFStud 61.66" L - G 117.88 -313.82 0.068 - 0.068 1 2x4 HFStand+HFStud 22.20" G - K 31.07 -163.83 0.103 - 0.103 1 2x4 HFStand+HFStud 62.10" K - H 96.57 -425.40 0.094 - 0.094 1 2x4 HFStand+HFStud 23.48" H - J 151.45 -33.25 0.077 - 0.077 1 2x4 HFStand+HFStud 40.81" I - J 22.28 -69.64 0.008 0.010 0.018 25 2x4 HFStand+HFStud 24.25" - Joint x y Plate Cq JSI Method delY(L) deflY(T) deflX(L) deflX(T) A -3.50' 42.32' 0.02" L/999 0.06' L/697 0.00' 0.00" B 0.00 42.40' 3X7 0.96 0.95 N 0.00" U999 0.00" U999 0.00" 0.00" C 5.13' 42.62' 10X12 0.96 0.67 N 0.00" 1/999 0.00" U999 0.00" 0.00" D 10.54' 42.85' 3X5 0.96 0.35 N 0.00" U999 0.00' U999 0.00' 0.00" E 15.66' 42.96' 3X5 0.96 D.35 N 0.00" U999 0.00" U999 0.00" 0.00" F 17.08' 42.99' 3X5 0.96 0.55 N G 20.79' 43.0T 3X5 0.96 0.35 N 0.00" 1/999 0.00' U999 0.00" 0.00' H 25.91' 43.18' 3X5 0.96 0.38 N 0.00" L/999 0.00" U999 0.00" 0.00" I 28.99' 43.24' 1.5X4 0.96 0.53 N 0.00" 11999 0.01' 1/999 0.00" 0.00' J 28.99' 40.93' 3X5 0.96 0.88 N 0.00" 11999 0.01" 1/999 0.00" 0.00" K 25.62' 40.93' 3X5 0.96 0.35 N 0.00" 1/999 0.00' L/999 0.00" 0.00" L 20.50' 40.93' 3X5 0.96 0.35 N 0.00' U999 0.00" L/999 0.00" 0.00' M 15.3T 40.93' 3X5 0.96 0.35 N 0.00" U999 0.00 L/999 0.00" 0.00" "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! tares Components ol Oregon,,fr "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bon469 Trusses regtiire extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Canelka OR 97113 Component Safety Information,by TPI and SBCA)f safely practices prior to performing these functions. Installers shall provide terhporary (5031357.2118 bracing per BCSI.Unless noted Otherwise,top chord shall have tupml attached structural sheathing and bottomchord shall have a p petty attach li paid ceiling Locations shown�or permanent lateral res�raint o1 webs shall have bracingjnstalled per B SI sections 63,B7 or�10, . � as applicable, Aqnpp�Ty plates to each face o1 truss and position as shown above and on the JoinfOetails, unless noted otherwise. defer to drawings 160A-Z'for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ass in conformance with ANSI/1PI 1, or for handling shipping,_installation and bracing of trusses. A seal on this drawingor cover page listing th' drawing,indicates acceptance of professional arhp_meenng responsibility s lelylor the design shown.The sultabilit,and use of this 155 Harlem Ave drawing for any srcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Bulldog,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.eom;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEON:340730 MONO Ply: 1 Job Number.0722001 Cost R 7175 JRef.1%1171750002 T72 FROM:MG 04y 1 Tigard Senior Housing DrwNo: Page 3 of 3 Truss Label: B13 ... / ... 11282022 0.25 12 =3X5=3X5 =3X5 =3X5 I111.5X4 A 18B T1 =10C12 =0 E F G H I W2 I} y C�////////�/ /////////k J 1111.5X4 -3X5 =3X5 =3X5=3X5 =3X5 =3X5 =3X5 N 14.00' 40.93' 3X5 0.96 0.39 N 0.00" 1/999 0.00" U999 0.00" 0.00" 0 10.25' 40.93' 3X5 0.96 0.35 N 0.00" U999 0.00" U999 0.00" 0.00" P 5.13' 40.93' 3X5 0.96 0.36 N 0.00" U999 0.00" 1/999 0.00" 0.00" Q 0.00' 40.93' 1.5X4 0.96 0.96 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00][DF 1.15](NM 1] [Roof Snow Load][OC 24.00][DF 1.15](NM 1] (C&C ASCE WindHRt-+][OC 24.00](DF 1.60][NM 11 Load Case:1 User Modified:No Load Case:2 User Modified:No Load Case:25 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 5.1[y=46.41( 0%1 22 PLF @-3.5 to 22 @ 5.1[y--46.42 0%] -32 PLF @-3.5 to -32 @ 3.2 L[y--42.8][100%] 22 PLF @ 5.1 to 22 @ 17.1(y-46.42 0%] 22 PLF @ 5.1 to 22 @ 17.1(y-46.4]( 0%] 12 PLF @-3.5 to 12 @ 3.2(y--46.42 0%) 22 PLF @ 17.1 to 22 @ 29.0[y--46.42 0%] 22 PLF @ 17.1 to 22 @ 29.0[y 46.4][ 0%] -35 PLF @ 3.2 to -35 @ 5.1 L[y=42.82100%] 4 PLF @-3.5 to 4 @ 0.0(y-35.81( 0%1 4 PLF @-3.5 to 4 @ 0.0(y=35.82 0%] -35 PLF @ 5.1 to -35 @ 17.1 L(y-43.11(100%] 50 PLF @ 3.5 to 50 @ 5.1[y--46.4](100%J 22 PLF @-3.5 to 22 @ 5.1[y=46.4][100%] -35 PLF @ 17.1 to -35 @ 29.0 L(y--43.3][100%] 50 PLF @ 5.1 to 50 @ 17.1[y=46.41(100%1 22 PLF @ 5.1 to 22 @ 17.1[y--46.4](100%] 12 PLF a 3.2 to 12 @ 29.0[y=46.4]1 0%] 50 PLF @ 17.1 to 50 @ 29.0(y-46.4](100%] 22 PLF @ 17.1 to 22 @ 29.0(y--46.42100%] 8 PLF @ 0.0 to 8 @ 25.9(y=35.82 0%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8]( 0%] 18 PLF @ 0.0 to 18 @ 14.0(y=35.82 0%] 20 PLF @ 25.9 to 20 @ 29.0[y-40.8](100%] 18 PLF @ 14.0 to 18 @ 29.0(y=35.81[ 0%j 18 PLF @ 14.0 to 18 @ 29.0(y=35.81[ 0%] 8 PLF @ 25.9 to 8 @ 29.0]y=35.8]( 0%] Brg.#1 Vert.R= 2875.2#Hor.R= -0.0# Brg.#1 Vert.R= 1965.5#Hor.R= -0.0# ------------_------_-_-__________- "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.aox468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Buildin Canailus OR 97113 Component Safety Information,by_TPI anti SBCA)tS safety practices prior to performing these functions. Installers shall provide temporary (503p57-2118 bracing per BCSI.Unless noted otherwise,top chord shall have grope y attached structural sheathingand bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint o webs shall have bracing instlled per BCSI sections 63,B7 or B10, as applicatge. Apply plates to each face o1 truss and position as shown above and on the Joincpetails, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPt 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawj or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional en mewing responsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building-DDesigner per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEQN:340709/ MONO Py. 1 Job Number: 0722001 Cust R 7175 .ftof 15 t71750002 75'I FROM:MG Oty: 8 Tigard Senior Housing DrwNo: 332.22.0740.13670 Page 1 of 3 Truss Label: B14 BFR / RTT 11l28I2022 5'1'10 I 12'1'14 �j5+g 5'1'10 TO-4 3'6 0.25 12 III4X8 =H1014 T2 IIIS D E A B CI I 1113X5 III4X8 5X5 m i 12'5.6 A 5113 H " 5'18 6'11'8 36 12'0'14 4' 2 5.6 Loading Criteria(per) Wind Criteria Snow Criteria (Pg,Pf in PSF) DeNCSI Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Cl:1.0 CAT:II PP Deflection in lot Udefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Cc:1.0 VERT(LL): 0.051 C 999 360 I-oc R. /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT CL: 0.109 BCDL: 9.00 Risk Category:II ( ) C 999 240 I 1267 I- /- / /85 /8 EXP:B Kzt:NA Snow Duration:1.15 HORZ(LL): 0.009 G - - F 757 I- I- l241 41 /9 /_ Des Ld: 45.00 Mean Height:32.87 ft HORZ(TL): 0.019 G - - Wind reactions based on MWFRS NCBCLL:0.00 TCDL:6.0 psi Building Code: Creep Factor:2.0 I Brg WId=5.5 Min Req=2.1(Truss) Soffit: 2.00 BCDL:4.2 psi IBC 2018 Max TC CSI: 1.000 F Brg Wid=- Min Req=- Load Duration:1.15 MWFRS Parallel Dist h/2 to h TPI Std: 2014 Max BC CSI: 0.529 Bearing I is a rigid surface. Spacing:24.0' C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.778 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:4(0y4(0) Maximum Top Chord Forces Per Ply(Ibs) GCpi:0.18 Plate Type(s): Chords Tens.Comp. Wind Duration:1.60 WAVE,HS VIEW Ver:21.02.00B.1108.20 B-C 271 -1491 Lumber Top chord 2x10 DF-L#2 T2 2x4 HF#1&Bet.; Maximum Rot Chord Forces Per Ply(Ibs) Bot chord 2x4 HF#2 Chords Tens.Comp. Webs 2x4:HF Standard+HE Stud: H-G 1475 -278 Bracing (a)Continuous lateral restraint equallyspaced on Maximum Web Forces Per Ply(Ibs) member. Webs Tens.Comp. Webs Tens, Comp. Special Loads B-I 298-1229 C-G 274 -1453 -(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) B-H 1527 -274 TC:From 112 plf at -3.50 to 112 plf at 12.45 BC:From 4 plf at -3.50 to 4 pit at 0.00 BC:From 18 plf at 0.00 to 18 plf at 12.45 Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. 9,03 PROF-- . Additional Notes \y'c 1 / ,O Snow loading based on an unobstructed roof. N- F S Complete drainage required. lL 83294PE 9 Q Truss must be installed as shown with top chord up. OREGON 4 �Lv 14,200� o 3Sen Tanc/ Renewal 6/3 012 0 2 4 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of OreOen,Ina "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.o.so.468 Trusses require extreme care in fat icatina handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI end SBCA)Mr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2116 bracing per 6GSI.Unless noted otherwise,top chord shall Rave proper) attached structural sheathing and bottom chord shall have a properly attached nQid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 3,B7 or 10 as applicable. Applyplates to each face o truss and position as shown above and on the Joint-Details., unless noted otherwise. Refer to drawings 160A-Z fodstandard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW B ildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the quss in conformance with I�NSII PI 1, or for handling, shipping,.installation and bracing of trusses. A seal on_this drawin or cover page """"'""°""" bating this drawing,indicates acceptance of professional engineering respOnsibiliity sotglyTor the design shown.The suitability and use of this 155 Harlem Ave drawing for any structure is the responsibility of the Building-Designer perANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEON:340709 MONO Ply: 1 Job Number.0722001 Cost R 7175 JRef 1XL171750002 T57 FROM:MG City: 8 Tigard Senior Housing DrwNo: Page 2 of 3 Tress Label: B14 ... I ... 11/28/2022 0.25 12 III4X8 =H1014 T2 1II5X5 E A B C pI (a) H -_G III3X5 1II4X8 =5X5F Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 8.46 -0.00 - 0.270 0.271 2 2x10 DF-L#2 42.01" Plywd B - C 270.55 -1491.02 0.005 0.269 0.274 2 2x10 DF-L#2 6t56" Plywd C - D 9.27 -76.78 - 1.000 1.000 2 2x4 HF#1&Bet. 86.94" Plywd D - E 0.00 -0.19 - - - 2 2x4 HF#1&Bet. 1.00' Plywd I - H 6.51 -14.74 - 0.124 0.125 3 2x4 HF#2 61.50" Diaph H - G 1474.70 -278.04 0.310 0.218 0.529 2 2x4 HF#2 86.87" Diaph G - F 0.00 -0.00 - - - 1 2x4 HF#2 1.00' Diaph B - I 297.83 -1228.76 0.109 0.002 0.111 20 2x4 HFStand+HFStud 11.32" B - H 1527.29 -274.06 0.778 - 0.778 2 2x4 HFStand+HFStud 58.52" - - C - H 142.84 -298.31 0.083 - 0.063 2 2x4 HFStand+HFStud 18.35" C - G 274.19 -1453.25 0.476 - 0.476 2 2x4 HFStand+HFStud 81.96" a 1x4 CLB D - G 107.53 -362.57 0.006 0.466 0.472 2 2x4 HFStand+HFStud 20.09" - Joint X y Plate Cq JSI Method deflY(L) deflY(T) dellX(L) deflX(T) A -3.50' 32.32' 0.00" U999 -0.02" U999 0.00" 0.00' B 0.00' 32.40' 4X8 0.96 0.86 N 0.00" L/999 0.00' L/999 0.00' 0.01" C 5.13' 32.67 H1014 0.96 0.79 N 0.05" U999 0.17" U889 0.00" 0.01" D 12.36' 32.89' 5X5 0.96 0.83 N 0.00' L/999 0.00" U999 0.00" 0.00" E 12.45' 32.89' 0.00" U999 -0.03" L/34 0.00' 0.00" F 12.45' 30.93' 0.00" U999 0.00' U999 0.00" 0.02' G 12.36' 30.93' 5X5 0.96 0.83 N 0.00" U999 0.00" 11999 0.00" 0.02' H 5.13' 30.93' 4X8 0.96 0.89 N 0.05" U999 0.17" L/897 0.00' 0.00" I 0.00 30.93' 3X5 0.98 0.99 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases ISTD.AIJTO.LOADJ[OC 24.00J[DF 1.15][NM 1] [Min.Roof Snow Load][OC 24.00][DF 1.15][NM 1] IMW FRS-Roof Snow Lod]IOC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:No Load Case:3 User Modified:No Load Case:27 User Modified:Yes Repetitive Factors Used:Yes Repetitive Factors Used:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=36.01[ 0%J 22 PLF @ 3.5 to 22 @ 5.1[y=36.01[ 0%1 11 PLF @-3.5 to 11 fp 5.1[y=38.0][ 0%] 22 PLF @ 5.1 to 22 @ 12.4[y=36.01[ 0%1 22 PLF @ 5.1 to 22 @ 12.41y=36.0J[ 0%] 11 PLF @ 5.1 to 11 @ 12.4[y=36.0][ 0%) 4 PLF @-3.5 to 4 @ 0.0[y=25.81 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%1 2 PLF -3.5 to 2 @ 0.0 50 PLF @-3.5 to 50 @ 5.1[y=36.0][100%] 20 PLF @-3.5 to 20 @ 5.1[y=36.01[100%1 -10 PLF @-3.5 to -10 @ 5.1[y=36!0][100%] 50 PLF @ 5.1 to 50 @ 12.4[y=36.0J[100%) 20 PLF @ 5.1 to 20 @ 12.4[y=36.0][100%] -10 PLF @ 5.1 to -10 @ 12.4[y=36.0J[100%J 18 PLF @ 0.0 to 18 @ 12.4[y=25.81 0%] 18 PLF @ 0.0 to 18 @ 12.4[y=25.81( 0%1 -8 PSF @-3.5 to -8 @ 12.4[y=38.0][100%] Brg.#1 Vert.R= 860.1#Hor.R= -0.0# Brg.#1 Vert.R= 554.8#Hor.R= -0.0# 8 PSF @-3.5 to 8 @ 12.4 1y=36.01[ 0%1 Brg.#2 Vert.R= 526.3#Hor.R= -0.0# Brg.#2 VerLR= 353.2#Hor.R= -0.0# 9 PLF @ 0.0 to 9 @ 12.4[y=25.81[ 0%1 =----------------------------------- [Roof Snow Load][OC 24.0OJ[DF 1.15][NM 1] [C&C ASCE WindHRt-+J[OC 24.00]IDF 1.60J(NM 1] Brg.#2 ert.R= 56.8#Hor.R= -0.0# Load Case:2 User Modified:Yes Load Case:20 User Modified:No ----- _ ______________ Repetitive Factors Used:No Repetitive Factors Used:Yes - 22 PLF @-3.5 to 22 5.1[y=36.0J[ 0%] -45 PLF @-3.5 to -45 @ 5.1 L Iy=32.8)(100%) 22 PLF @ 5.1 to 22 @ 12.4[y=36.0][ 0%1 -45 PLF @ 5.1 to -45 @ 12.4 L[y=33.0][100%] "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tnao c«eooe.nt.of Oregon,ice. "IMPORTANT" FURNISH THISH DRAWING pTOgALL CONTRACTORS INCLUDING �THE INSTALLERS P.O.Box 468 Component Safetyy Information,e nbvy TPI end'SBCA)ffoor safety practices prior to performing these funcc0ionss, the latest shall provide tempolraryy (�)5j 2Q 8 97113 bracingDer BCSI.Unless noted otherwisbe,top chord shall have properlyattached structural sheathing and bottom chord shall have a properly attachd rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing�installed per BCSI sections B3,B7 or B10, �� as applicable. Apply plates to each face of truss and position as shown above and on the Joint petails, Unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Buildin CComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the puss in conformance with ANSI/f'PI 1. or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page listing this drawing,indicates acceptance of professional engineering responsibility solelyTor the design shown.The suitability and use of this 155 Hader Ave drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:aipineitw.com;TPI:tpinst.org;SBCA:sbcacornponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SKIN:340709 MONO Ply: 1 Job Number. 0722001 Cuss R 7175 JRer:1XL171750002 1137 FROM:MG City: 8 Tigard Senior Housing DrwNo: Page 3 of 3 Truss Label: B14 ... ! ... 11R82022 0.25 12 1114X8 =H1014 T2 f115XD E A B C -I (a) [ —L H 1II3X5 III4X8 =5X55 4 PLF n-3.5 to 4 @ 0.0[y=25.8][ 0%] 12 PLF @-3.5 to 12 @ 12.4[y=36.0)[ 0%] 22 PLF @-3.5 to 22 @ 5.1[y=36.0][100%] 8 PLF v 0.0 to 8 @ 12.4 Iy=25.BI( 0%] 22 PLF @ 5.1 to 22 @ 12.4[y=36.01[100%1 --_____--_-_-ti__-- __ _ 38 PLF @-3.5 to 38 @ 12.4[y=36.0][100%] --- 30 PLF @-3.5 to 30 @ 12.4[y-36.0][ O%1 18 PLF 0.0 to 18 @ 12.4[y=25.81 0%] Brg.#1 Vert.R= 1267.2#Hor.R= -0.0# Brg.#2 Vert.R= 757.1#Hor.R= -0.0# "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Camponana of Oregon,he. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.o.ens 1es Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Buildin Cornelius OR 97113 Component Safety Information,by TPI and SBCA)'Mr safety dactices prior to performing these functions. Installers shall provide terhporar.� Iss1)3s7-s11s bracing per SCSI.Unless noted otherwise,top chord shall have propery attached structural sheathing and bo(iotn chord shall have a ppr per1y attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracm9 installed per SCSI sections 63,B7 or 810, .4� as applicableQ. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer tomb's General Notes page for additional information. ALPINE Alpine,a division of ITW Building9 Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss inconformance with ANSI/TPI 1, or for handling, shipping installation and bracing of trusses. A seal on this drawingor cover p2ppe Wing this drawing,indicates acceptance of professional engineering responsibilitysolaatyIvior the design shown.The suitability and use of this 155 Harlem Ave drawingfor anys cture is the responsibility of the Building-Designer per ANSIITPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;WI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orlt Glenview,IL 60025 SEQN:3045601 HIPM Py: 1 Job Number: 0722001 Cult R 7175 JRef 1XL171750002 725 FROM:MG Oty: 1 Tigard Senior Housing DnvNo: 33222.0740.11592 Page 1 of 3 Truss Label: 815 BFR / RTT 11/28/2022 6" 5'1'10 ( 711"4 + 10'6'8 I 15'6'4 20'6' 24'8"8 24`11.8 6' 4T10 2'9'10 27'4 4'11'12 ( 4'11.12 ) 4'0'8 5 0.25 12 A w4X12 Ti =10X12 =4X =-3E 1111.5FX4 =4X5 =4X8 G HI T T v W2 Wi cLi N 1 I 1 III3X7 =-4X8 =3X5 =H0308 =-4X8 =4X8 III3X5 A 24'11 8 J—3'6' I 5"1" I 5'2" 1'9' 3'6'4 5'3"12 3'10'12 5'1' 10'3" I 12' 15'6"4 I 20'10" I 24'8'12 2r12 11"8 Loading Criteria(pat) Wind Criteria Snow Criteria (Pg.Pf in PSF) DefUCSI Criteria •Maximum Reactions(lb.) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc L/defl tJ# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph PE 11.0(specified) Ce:1.0 VERT(LL): 0.298 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 0.527E CL VERT : 566 240 BCDL: 9.00 Risk Category:II VERT(CL): Q ups /- /- /623 /124 !6 EXP:B Kzt:NA Snow Duration:1.15 HORZ(LL): 0.043 K - - J 1108 /- /0 /502 /45 /0 Des Ld: 45.00 Mean Height:42.83 fl HORZ(TL): 0.075 K - - Wind reactions based on MWFRS NCBCLL:0.00 TCDL:6.0 pat Building Code: Creep Factor:2.0 Q Big Wid=5.5 Min Req=2.3(Truss) Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.691 J Brig Wid=- Min Reg=- Load Duration:1.15 MWFRS Parallel Dist;h12 to h TPI Std: 2014 Max BC CSI: 0.801 Bearing CI is a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.991 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:4(Oy4(0) Maximum Top Chord Forces Per Ply(Iba) GCpi:0.16 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration:1.60 WAVE,HS VIEW Ver:21.02.006.1108.20 B-C 445-2478 E-F E86 -3466 Lumber C-D 640-3484 F-G 636 -3466 Top chord 2x4 HF#2 T1 2x10 DF-L#2; D-E 638-3473 G-H 375 -2053 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Maximum Bo!Chord Forces Per Ply(Ibs) W 10 2x4 DF-L Standard+DF-L Stud; Chords Tens.Comp. Chords Tens. Comp. Purl ins P-O 2464 -448 N-M 3511 -655 In lieu of structural panels use puffins to brace all flat O-N 3511 -655 M•L 2185 -408 TC @ 24"oc. Wind Maximum Web Forces Per Ply(Ibs) Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C member design. B-Q 316-1380 M-G 1388 -244 8-P 2550 -457 G-L 217 -857 End verticals not exposed to wind pressure. C-P 174 -805 L•H 72246 -409 Deflection C-O 1083 -236 H-K 217 -1073 Max JT VERT DEFL:LL:0.30"DL:0.24".See detail DEFLCAMB1014 for camber recommendations. Provide for adequate drainage of roof. ���yEO PROpk., Additional Notes �' "G(ry E• >0 Snow loading based on an unobstructed roof. (c' 83294PE TY Complete drainage required. Ce i�I REGON Q� O4. Y 14,20' SSII Tan Renewal 613 012 0 2 4 11/28/2022 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Componenta of Oregon,Ina "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating hhndlin shipping installing and bracing. Refer to and follow the latest edition of BCSI(Building Co.n.5os OR 97113 Component Safety Information,by TPI and'SBCA)for safety practices prior to performing these functions. Installers shall provide tempos (503)357-2118 bracing per SCSI.Unless noted otherwise,top chord shall nave roper attached structural sheathing and bottom chord shall have a pro y attached nod ceiling.Locations shown for permanent lateral restraint of webs shall have bracingp_�installed per BCSI sections 83,B7 or B'10 as applicable. Apply plates to each face o truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to drawings 160A-Z'for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in�conformance with ANSI/TPI 1, or for handlingq shipping,.installation and bracingof trusses. A seal on this dr in or cover page """""OMP""' listing is drawl indicates acceptance of professional enaiineenng responsibility sotgQlyTor the design shown.The suitability and use of mis 155 Harlem Ave drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 5ec,2. North Building,4th Floor For more Information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AW C:awc.org Glenview,IL 60025 SEQN:304560 HIPM Ply. 1 Job Number. 0722001 Cost:R7175 JRet 1XL171750002 125 FROM:MG Oty: 1 Tigard Senior Housing D wNo: Page 2IX 3 Truss Label: 015 ... I ... 11/28/2022 0.25 2 -- A 4X12 T1 w10X12 --4X5 =3E5 III1.F ----4X54 ----4X5 -4 H 8 I mil mu 5 ft W2 W1 1 I I 1113X7 a4X8 -3XX5 =H0308 =4XB ..-4X8 1113X5 Member MaxTen MaxComp Axial Bend CSI GIC Size Material Length Brace A - B 5.54 -0.00 - 0.154 0.154 1 2x10 DF-L#2 42.01" Plywd B - C 445.44 -2478.50 0.011 0.171 0.182 1 2x10 DF-L#2 61.56" Plywd C - D 640.07 -3484.18 0.343 0.276 0.619 1 2x4 HF#2 65.or Plywd D - E 638.19 -3472.69 0.435 0.047 0.482 1 2x4 HF#2 65.0T Pud 24 E - F 636.24 -3465.62 0.293 0.397 0.691 1 2x4 HF#2 59.75" Purl 24 F - G 636.24 -3465.62 0.293 0.255 0.548 1 2x4 HF#2 59.75" Purl 24 G - H 374.77 -2053.39 0.103 0.255 0.358 1 2x4 HF#2 52.50' Purl 24 H - I 0.00 -0.00 - - - 1 2x4 HF#2 1.00' Purl 24 0 - P 12.73 -8.35 0.003 0.091 0.094 1 2x4 HF#2 81.50' Dlaph P - 0 2463.60 447.53 0.471 0.104 0.575 1 2x4 HF#2 61.50" Diaph O - N 3510.56 -654.61 0.671 0.114 0.785 1 2x4 HF#2 63.25" Diaph N - M 3510.56 -654.61 0.671 0.130 0.801 1 2x4 HF#2 63.25" Diaph M - L 2185.17 -408.11 0.418 0.114 0.532 1 2x4 HF#2 63.25" Diaph L - K 13.32 -2.75 0.003 0.052 0.055 1 2x4 HF#2 49.00" Diaph K - J 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph B - 0 316.45 -1360.10 0.074 0.064 0.138 1 2x4 HFStand+HFStud 11.32" - B - P 2549.52 -457.05 0.536 - 0.536 1 2x4 HF#2 58.52" - C - P 174.49 -604.55 0.127 - 0.127 1 2x4 HFStand+HFStud 18.35" - C - 0 1062.73 -208.09 0.542 - 0.542 1 2x4 HEStand+HFStud 60.83" - O - E 109.22 -247.05 0.052 - 0.052 1 2x4 HFStand+HFStud 18.98" - E - M 19.63 -48.02 0.029 - 0.029 1 2x4 HFStand+HFStud 61.03" - F - M 124.80 -371.75 0.078 - 0.078 1 2x4 HFStand+HFStud 18.98" - M - G 1368.11 -243.74 0.697 - 0.697 1 2x4 HFStand+HFStud 61.03' - G - L 216.79 -856.97 0.181 - 0.181 1 2x4 HFStand+HFStud 18.98" - L - H 2244.52 -409.31 0.991 - 0.991 1 2x4 OFStand+DFStud 49.30" - H - K 217.23 -1072.96 0.051 0.086 0.137 1 2x4 HFStand+HFStud 18.98" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) defX(L) deflX(T) A -3.50' 42.32' -0.10' U405 -0.26" U180 0.00" 0.00" B 0.00' 42.40' 4X12 0.96 0.94 N 0.00" U999 0.00" U999 0.04' 0.0T C 5.13' 42.62' 10X12 0.96 0.74 N 0.19" U999 0.47" 1/634 0.04" 0.08' D 7.94' 42.80' 4X5 0.96 0.97 N 0.24" U999 0.62" U484 0.04" 0.06" E 10.54' 42.80' 3X5 0.96 0.35 N 0.30" U999 0.76" L/395 0.03" 0.05" F 15.52' 42.80' 1.5X4 0.96 0.53 N 0.29' L/999 0.73" L/410 0.00" 0.02" G 20.50' 42.80' 4X5 0.96 0.96 N 0.16" 1/999 0.41" 11726 0.00" 0.01' H 24.8T 42.80' 4X8 0.96 1.00 N 0.00' L/999 0.00" L/999 -0.02" 0.03" I 24.96' 42.80' 0.00" 1/999 0.00' L/999 -0.02" 0.03" J 24.96' 40.93' 0.00" 11999 0.00" 1/999 0.04' 0.08' K 24.8T 40.93' 3X5 0.96 0.89 N 0.00" L/999 0.00" L/999 0.04' 0.08" L 20.79' 40.93' 4X8 0.96 1.00 N 0.15' U999 0.39" U771 0.04" 0.08' i M 15.5T 40.93' 4X8 0.96 1.00 N 0.29" L1999 0.73' 1/411 0.03" 0.06" N 12.00' 40.93' H0308 0.96 0.86 N 0 10.25' 40.93' 3X5 0.96 0.91 N 0.30" L/999 0.75' L/398 0.01" 0.02" "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box d66 Trusses require extreme care in fabricating,h nc 11ng,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building caelbs OR 97113 Component Sagfety Information,by TPI and SBCA)nor safety practices prior to performi m ng these functions. Installers shall provide temporary lsOs)37-2115 bracing per BCSI.Unless noted alherwi e,top chord shall have properly attached ttrrut1ctural sheathing and bottom chord,shall have a prapefl attached mild ceiling.Locations shown for permanent lateral restraint of webs shall bracing installed per BCSI sectons 53,137,or 810 y as applicable. Apply plates to each face of trues and position as shown above and on the JointDetails, unless noted otherwise. Refer to' drawings 160A-Zfor standard plate positions.Refer to job's General Notes page for additional information. ill PIA I Alpine.a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,anyfailure to build the f-1 L I V C truss in conformance with ANSI/TPI 1, or for handling, shippingg installation and bracing of trusses. A seal on this drawing or cover page 155 Hadem Ave listing this drawing,indicates acceptance of professional englneenng responsibility solelylor the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304560 HIPM Ply: 1 Job Number. 0722001 R7175 JRef:1XL777750002 T25 FROM:MG ON: 1 Tigard Senior Housing Page 3 of 3 Truss Label: B15 ... I ... 11128/2022 0.25 12 A -4X12 Tt a10X12 m4X =3E F Ifl1.5 -m X4 4X =4X8 B 1 W2 Wt r I I 1 III --4X8 =3X5 =H0308 =m4X8 =4X8 IIl3X5 P 5.13' 40.93' 4X8 0.96 0.94 N 0.18' L/999 0.47" L/638 0.00" 0.00" O 0.00' 40.93' 3X7 0.96 0.83 N 0.00" U999 0.00' U999 0.00" 0.00" Loads using option:User Modified Load Cases -_ ________ --- ____________ [STO.AUTO.LOAD][OC 24.00][DF 1.15][NM 11 Load Case:1 User Modified:No Repetitive Factors Used:Yes 22 PLF Cp-3.5 to 22 Q 5.1[y--45.9][ 0%) 22 PLF Q 5.1 to 22 Q 7.9[y=45.91( 0%1 22 PLF Q 7.9 to 22 Q 25.0(y--45.9)[ 0%] 4 PLF Q-3.5 to 4 Q 0.0[y=35.81[ 0%] 50 PLF Q-3.5 to 50 Q 5.1[y-45.9][100%] 50 PLF @ 5.1 to 50 0 7.9(y=45.91[100%1 50 PLF Q 7.9 to 50 Q 25.0[y-45.9][100%] 18 PLF Q 0.0 to 18 Q 25.0[y=35.8)[ 0%] Brg.#1 Vert.R= 1404.2#Hor.R= 0.0# Brg.#2 Vert.R= 1108.2#Hor.R= -0.0# "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components a&Oregon.Ins. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of SCSI(Buildin Corneille OR 9711E Component Safety Information,by TPI and SBCA)f safety pactices prior to performing these functions. Installers shall provide temporary (so3!ssr-zi ie bracing per 13CSl.Unless noted Otherwise,topchord shall have properly attached structural sheathing and bottom chord shall have a properly attached nod ceiling Locations shown for pemanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or 810, .41111166., as applicable. Apply plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional Information. ALPINE Alpine.a division of ITW Building.gComponents Group Inc.$hall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or far handling, shipping,,installation and brad of trusses. A seal on this drawinq or cover page 155 Harlem Ave listing thisdrawing,indicates acceptance of professional en meenng responsibility solelylor the design shown.The suitability and use of this drawing fr any strcture is the responsibility of the Building-DDesigner per ANSIITPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:304565/ HIPM Ply: 1 Job Number. 0722001 Cust R7175 JRet1XL171750002 127 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: 332.22.0740.10717 Page 1 of 3 Truss Label: B16 BFR / RTT 11/2812022 51'10 711'4 10'8'8 15'8" 19.11'4 20'11' 259'4 28'8.6 32'4'8 � '9' 51'10 I 2'9'10+ 274 t 5.1-8 I 4'3'4 111112 4'10'4 2'11'2 3'8'2 1468 0.25 v =3X5 1114X8 wI0X72 =4X5 w3X5 -4X5 w3X10 I111.5X4 w4X5 -3X5 A B T1 C D E F G H I J KL T (a) (a) T Iv 1 1 v U T III3X5 w4X8 -3X5 w3X5 -4X5 w4X12 w3X5 II13X7 25'8'4 1 7'0"12- A 51' I 5'2' I 5'1'8 I T 4'6' I 5'3'4 I 3710 II 3'616 12 I--3'6" -I 51' 10'3' 154'8 16. 20'6' 259'4 28'1114 32'6'4 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg.Pf in PSF) Defl/CSI Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Defection in be Udell U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(spectfied) Ce:1.0 VERT(LL): 0.237 E 999 360 Lac R* /R- /Rh /Rw al /RL BCLL: 0.00 Enclosure;Closed Lu: - Cs:1.00 VERT(CL): 0.423 E 730 240 V 1261 /- /- /557 /119 /6 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ EXP:B K2t:NA (LL): 0.038 P - - P 2329 /- /- /1059 /81 I- Des Ld: 45.00 Mean Height:42.83 ft HORZ(TL): 0.068 P - - M - /-540 /- /9 /174 /- NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor:2.0 Wind reactions based on MWFRS Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.800 V Big Wid=5.5 Min Req=2.1(Truss) Load Duration:1.15 TPI Std: 2014 Max BC CSI: 0.625 P Brg Wid=5.5 Min Req=3.5(Truss) MWFRS Parallel Dist:h/2 to h M Brg Wid=- Min Req=- Spacing:24.0' C&C Dist a:3.28 ft Rep Fee:Yes Max Web CSI: 0.759 Loc.from endwall:Any FT/RT:4(0)/4(0) BeMemmberber V&P are a rigid surface. GCpi:0.18 Plate Type(s): s not listed have forces less than 375# Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver.21.02.009.1105.20 Chords Tens.Comp. Chords Tens. Camp. Lumber B-C 267-2067 G-H 78 -605 Top chord 2x4 HF#2 T1 2x10 DF-L#2; C-D 361 -2719 H-I 2404 -315 Sot chord 2x4 HF#2 0-E 360-2708 I-J 2404 -315 Webs 2x4:HF Standard+HF Stud:W22x4HF#2; E-F 303-2301 J-K 1188 -137 Bracing F-G 78 -605 (a)Continuous lateral restraint equally spaced on member. Maximum Bot Chord Forces Per Ply Os) Chords Tens.Comp. Chords Tens. Comp. Purling U-T 2053 -269 R-Q 2260 -335 In lieu of structural panels use puffins to trace all flat T-S 2728 -371 Q-P 493 -72 TC SI 24'oc. S-R 2260 -335 P-O 143 -1298 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply(Ibs) member design. Webs Tens.Comp. Webs Tens. Corte. End verticals not exposed to wind pressure. B-V 223-1218 Q-H 732 -41 ARE.PROj . C-U 2124 -487 H-JP 412 -1511 Deflection C-U 124 -487 P-J 203 -1511 Max JT VERT DEFL:LL:0.23"DL:0.21'.See detail A. S C-T 690 -105 J-O 664 -39 DEFLCAMB1014 for camber recommendations. ,� �G 1 N FF �O E-S 73 -465 O-K 155 -1343 Provide for adequate drainage of roof. O !G 2 �C[/ 83294PE 9 F-Q 245-1784 K-N 569 -34 Additional Notes Negative reaction(s)of-540#MAX.from a non-wind load case requires uplift connection.See Maximum Reactions. OREGON Provide for complete drainage of roof. m' �L714,200 e. -Sell Tar' Renewal 6/30/2024 11/28/2022 *WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components ororegon,lr "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.8oz 468 Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by.TPI and SBCA)ter safety practices pn or to performing these functions. Installers shall provide temporary to bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint o1 webs shall have bracingg installed per BCSI sections 83,B7 07 B10, as applicable. Apply plates Veach face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to A ILP NE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buiidin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page listing this drawing,indicates acceptance of professional engqmeenng responsibility soleQlyyfor the design shown.The suitability and use of this Harlem Ave drawing for any sfrudure is the responsibility of the Building-Designer per ANSIITPI 1 SBa Nor2. Norm Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AW C:awc.org Glenview,IL 60025 SEQN:304565 HIPM Py: 1 Job Number-0722001 Cum R7175 JRet 1xL1T1750002 127 FROM:MG Qty: 1 Tigard Senior Housing D wNo: Page 2 of 3 Truss Label: 816 ... I ... 11/28/2022 0.25 12 =3X5 A 1114X8 T1 =10X12 w4X5p w3X5 =4XF5 G 3X10 III1.5X4 =4X5 w3X5 L wz ------....,__________ (e) ` u/ �� 113X5 w4X8 w3X5 w3X5X5 =4QX5 =4X12 =3 5 1113X7 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.00 - 0.154 0.154 1 2x10 OF-L#2 42.01" Plywd B - C 266.68 -2066.85 0.008 0.165 0.173 1 2x10 DF-L#2 61.56" Plywd C - D 361.42 -2719.00 0.206 0.205 0.411 1 2x4 HF#2 65.07" Plywd D - E 360.02 -2707.53 0.177 0.164 0.341 1 2x4 HF#2 65.0T Purl 24 E - F 302.93 -2300.57 0.127 0.296 0.423 1 2x4 HF#2 61.50' Purl 24 F - G 78.21 -605.27 0.010 0.267 0.277 1 2x4 HF#2 61.50' Purl 24 G - H 78.21 -605.27 0.010 0.248 0.258 1 2x4 HF#2 61.50" Purl 24 H - I 2403.59 -314.57 0.460 0.320 0.780 1 2x4 HF#2 59.75' Purl 24 I - J 2403.59 -314.57 0.460 0.341 0.800 1 2x4 HF#2 35.13' Purl 24 J - K 1195.75 -137.49 0.199 0.215 0.414 1 2x4 HF#2 47.62" Purl 24 K - L 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Purl 24 V - U 10.99 -6.58 0.002 0.089 0.092 1 2x4 HF#2 61.50" Diaph U - T 2052.63 -269.03 0.391 0.096 0.487 1 2x4 HF#2 81.50" Diaph T - S 2727.56 -371.29 0.519 0.106 0.625 1 2x4 HF#2 61.50" Diaph S - R 2260.20 -305.41 0.428 0.042 0.470 1 2x4 HF#2 61.50" Dlaph R - Q 2260.20 -305.41 0.428 0.097 0.525 1 2x4 HF#2 61.50" Diaph Q - P 493.10 -72.26 0.088 0.180 0.268 1 2x4 HF#2 83.25" Diaph P - 0 143.44 -1297.81 0.016 0.229 0.245 1 2x4 HF#2 38.63" Diaph O - N 7.06 -0.96 0.001 0.047 0.048 1 2x4 HF#2 44.12' Diaph N - M 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph B - V 223.12 -1218.20 0.059 0.058 0.117 1 2x4 HFStand+HFStud 11.32" B - U 2123.82 -273.24 0.445 - 0.445 1 2x4 HF#2 58.52" - C - U 123.72 -486.65 0.102 - 0.102 1 2x4 HFStand+HFStud 18.35 - C - T 689.72 -105.24 0.348 - 0.348 1 2x4 HFStand+HFStud 60.83" T - E 76.29 -130.74 0.028 - 0.028 26 2x4 HFStand+HFStud 18.98" - E - S 73.31 -465.46 0.284 - 0.284 1 2x4 HFStand+HFStud 61.03' - S - F 266.30 -0.00 0.135 - 0.135 1 2x4 HFStand+HFStud 18.98" F - 0 244.85 -1784.35 0.442 - 0.442 1 2x4 HFStand+HFStud 61.03" a 1x4 CLB Q - H 732.12 41.30 0.373 - 0.373 1 2x4 HFStand+HFStud 18.98" - H - P 411.72 -3061.44 0.759 - 0.759 1 2x4 HFStand+HFStud 61.03" a 1x4 CLB I - P 83.92 -320.45 0.068 - 0.068 1 2x4 HFStand+HFStud 18.98" P - J 203.19 -1510.75 0.458 - 0.458 1 2x4 HFStand+HFStud 38.40" J - 0 663.58 -38.71 0.311 - 0.311 5 2x4 HFStand+HFStud 18.98" - 0 - K 155.38 -1342.95 0.486 - 0.486 5 2x4 HFStand+HFStud 44.84' - K - N 568.66 -33.90 0.267 0.008 0.275 5 2x4 HFStand+HFStud 18.98' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) defX(L) deflX(T) A -3.50' 42.32' -0.08" U528 -0.21" U198 0.00" 0.00" B 0.00' 42.40' 4X8 0.96 0.93 N 0.00" U999 0.00" L/999 0.03" 0.05" C 5.13' 42.62' 10X12 0.96 0.47 N 0.15 L/999 0.40" L/772 0.03" 0.06" D 7.94' 42.80' 4X5 0.96 0.76 N 0.21" 1I999 0.55' U584 0.03' 0.05" E 10.54' 42.80' 3X5 0.96 0.44 N 024" U999 0.63" U490 0.02" 0.04" F 15.6T 42.80' 4X5 0.96 0.84 N 0.22" U999 0.60" U517 0.01" 0.02" "'WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. ""IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Buildin Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fa safety practicesprior to performing these functions. Installers shalllprovide temporar./� tsa1F157-s11B bracing per BCSi.Unless noted otherwise,top chord shall have properly attached structural sheathing and botlo chord,shall have a properly attached rigid ceilt Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sectons 53,87 or B10, .4� as applicable. Ap?y plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Refer to drawings 180A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE ' Alpine,a division of ITW BuildingQ Components Group Inc.shall not be responsible for anyyyyyy d viation from this drawing,any failure to build the truss in conformance with ANSI/7Ft 1, or for handling, shipping. installation and bracin or trusses. A seal on this drawingor cover page listing this drawing,indicates acceptance of professional en meenrg responsibility solely or the design shown.The suitabiliy and use of this 155 Harlem Ave drawing for any strcture is the responsibility of the BuildingDesigner per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:304565 HIPM Ply; 1 Job Number.0722001 FROM:MG Q T 1 Tigard Senior Housing Cuss R 7175 JRef:170.171750002 T27 Page 3 of 3 Truss Label: B16 pro' ... / ... 11/2812022 0.25 12 A 11144X8 T1 w10X12 w4X =3X5 =3X5 _ -4XF5 G 3H10 IIII.5X4 =4XJS r ter_ -�KL (a) (a) II X n1 _ _ 1113X5 w48 =3X5 _ R Q X1p O M =_3X5 3X5 =4X5 =4X72 =3X5 1113X7 G 19.94' 42.80' 3X5 0.96 0.63 N H 20.79' 42.80' 3X10 0.96 0.75 N 0.13" L/999 0.34" U902 0.00" 0.02" I 25.77' 42.80' 1.5X4 0.96 0.53 N 0.00" U999 0.00" U999 0.02" 0.04' J 28.70' 42.80' 4X5 0.96 0.74 N 0.00" L/999 -0.02" U999 0.03" 0.05" K 32.67' 42.80' 3X5 D.96 0.80 N 0.00" U999 0.00" U999 0.03" 0.06" L 32.75' 42.80' 0.00" 1/999 0.00" U999 0.03" 0.06" M 32.75' 40.93' 0.00" 1/999 0.00" L/999 0.03" 0.06" N 32.67' 40.93' 3X7 0.96 0.83 N 0.00" L/999 0.00" 1/999 0.03' 0.06" 0 28.99' 40.93' 3X5 0.96 0.80 N 0.00" U999 -0.02" U999 0.03' 0.06' P 25.77' 40.93' 4X12 0.96 0.83 N 0.00" U999 0.00' U999 0.04" 0.07' Q 20.50' 40.93' 4X5 0.96 0.86 N 0.13" U999 0.36' L/863 0.04" 0.06' R 16.00' 40.93' 3X5 0.96 0.84 N S 15.38' 40.93' 3X5 0.96 0.48 N 0.23' U999 0.60' L/512 0.02" 0.04" T 10.25' 40.93' 3X5 0.96 0.59 N 0.23" U999 0.62" U495 0.01" 0.02' U 5.13' 40.93' 4X8 0.96 0.78 N 0.15" L/999 0.40" U776 0.00' 0.00" V 0.00' 40.93' 3X5 0.96 0.90 N 0.00" L/999 0.00" U999 0.00" 0.00' Loads using option:User Modified Load Cases [STD.AUTO.LOADI[OC 24.00][DF 1.151[NM 11 [Partial Unbal.Rt](OC 24.00J[DF 1.25J[NM 11 [C&C ASCE WindHRt-tj[OC 24.00][DF 1.6oJ[NM 11 Load Case:1 User Modified:No Load Case:5 User Modified:No Load Case:26 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF t-3.5 to 22 @ 5.1[y-45.9][ 0%) 22 PLF®-3.5 to 22 5.1 J[ 0%) -32 PLF -3.5tors -323ed:Yes 22 PLF5.1 to 227.9 ][ J [y=45.9 -32 PLF i-5.1 to n 7.1 L[y=42.9)1100%] @ @ [y--45.9 0% 22 PLF� 5.1 to 22 @ 7.9[y-45.9][ 0%] -32 PLF� 5.1 to -32 rr 7.9 L[y-42.9J(100%] 22 PLF @ 7.9 to 22 @ 32.8[y=45.9][ 0%) 22 PLF @ 7.9 to 22 @ 32.8[y==45.911 0%) 12 PLF 4 PLF @-3.5 to 4 @ 0.0[y-�5.8J[ 0%J 4 PLF @-3.5 to 4 0.0 ][ ] @-3.5 to 12 @ 2. [[y 429J1 0%) 50 PLF i -3.5 to 50 @ 5.1[y=45.91{100%J 50 PLF @-3.5 to 50@ 5.1[y=45. 10 -321 PLF n 7.9 tto -321 @ 32.7(y-42 91[10%) 50 PLF i 5.1 to 50 i 7.9[y=45.91[100%) 50 PLF 5.1 to 50 @ 7.9[�5.91[100%1 8 PLF 0.0 to 12�2.8[[y=5.8)f %) 50 PLF 7.9 to 50 32.8 @ [[y=45.J1[00%] 8 PLF 8 32.8[y=35.8][ 0%J� Coe [y=45.9][100%] 50 PLF� 7.910 50�25.7[y--45.9j[i D0%] 18 PLF a 0.0 to 18 i 32.8(y=35.8J[ 0%] 18 PLF @ 0.0 to 18 @ 32.8[y=.35.81[ ON Brg.# _-�Y- - -�_�-_�- ------ ------- Brg.#1 VerLR= 1258.7#Hor.R= 0.0# Brg.#1 Vert.R= 1261.5#Hor.R= 0.0# Brg.#2 Vert.R= 2329.0#Hor.R= -0.0# Brg.#2 Vert.R= 2139.3#Hor.R= -0.0# Brg.#3 Vert.R= -374.1#Hor.R= 0.0#_+_= Brg.#3 Vert.R=_540.2#Hor.R=`0_0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS TRAP Box 488 Components n,Inc Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CP O. Component gg fety Information,byTPI and SBCA)fo safelypractices or to performing these unctions. Installers shell vide terhporary lw3Ps7 21 a 97113 bracing per BCSI.Unless noted Otherwise,top chrd shall have properl attached structural sheathingand bottom chord SW have_a properly attached n5511id ceilin .Locations shown for permanent lateral restraint of webs shall have bracing instlled per BCSI sections B3,B7 or 810, /� as applicadle. Ap y plates to each face of truss and position as shown above and on the JoinCDetails, unless noted otherwise. Hafer to drawings 160A-Z or standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildingg Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ALPINE truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation,and bracing of trusses. A seal on this drawingor cover page listing this drawing,indicates acceptance of professional en�1Ineennpp responsibility soteIYfor the design shown.The suitabilit i and use of this 155 Harlem Ave drawing for any sructure is the responsibility of the Building-Designer per ANSI/TPI 1 S0c.2. m;TPI: North Building, , 6,4th Floor For more information see these web sites:Alpine:alpineitw.co tpinst.orq;SBCA:sbcacomponents.wm;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:304524/ MONO Ply: 1 Job Number: 0722001 Cast R 7175 JRaf:1XL171750002 756 FROM:MG City: 1 Tigard Senior Housing DrwNo: 332.22.0740.11078 Page 1 of 2 Truss Label: 817 BFR / RTT 11/28/2022 4 7'S'2 10'9' �4� T3'10 I 3'094 0.25 12 A3 =3C5 I111.5X4 T T Paiv W2 \ H 1 O 1 1111.5X4 ' ' =3X5E j T6'2 A 3'0'14 -{ T1'14 3'4'6 T4'10 105' rii 2 2 Loading Criteria(psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Def11CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Udefl LJ# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specifed) Ce:1.0 VERT(LL): -0.007 A 127 360 Loc R+ /R- I Rh /Rw /U /RL BOLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): -0.013 A 999 240 H 305 I- I- /123 /12 /5 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.002 D - - F 701 I- I- /352 /66 /- Des Ld: 45.00 EXP.B Kzt HORZ(TL): 0.005 D - - Wind reactions based on MWFRS Mean Height:43.27 ft NCBCLL:0.00 TCOL:6.0 psf Building Code: Creep Factor:2.0 H Brg Wid=- Min Reg=- F Brg Wid=5.5 Min Reg= 1.5(Truss) Soffit: 2.00 IBC 2018 Max TC CSI: 0.770 BCDL:4.2 psi TPI Std: 2014 Max BC CSI: 0.201 Bearing F is a rigid surface, Load Duration:1.15 MWFRS Pare tiel Dist:h/2 to hMembers not listed have tomes less than 375# Spacing:24.0- C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.353 Maximum Web Forces Per Ply(Ibs) Loc.from endwall:My FT/RT:4(0y4(0) Webs Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.02.008.1108.20 F-C 289 -544 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Right cantilever is exposed to wind Additional Notes Truss must be installed as shown with top chord up. �• ..PROFESS � G1NE /O C2 2 4 83294PE 9 OREGON /3 C. 4 lt 14,20`tid's e0 88ell Tan' Renewal 6130/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! nose Con,ponenb of Oregon,inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Pox 468 Trusses require extreme care in fabricating,handling'shipping,installingand bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR B7113 Component Safety information,by TPI an SBCA)for safety practices nor to erforrnin these functions. Installers shall provide temporary (503)357-2118 bracing per SCSI.Unless noted olherwl e,top chord shall have properly adactied structural sheathingand botto ord shall have_a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,B7 or B10, as applicable. Apply plates to each face,of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any.failure to build the truss in conformance with ANSIT PI 1, or for handling, shipping installation and bracing or trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance_pf professional en lneenng responsibility sot lyT r the design shown.The suitability and use o is North Building,4th Floor drawing for any srcture is the responsibility of the Building-DDesigner per ANSI/TPI 1 Sec.�2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304524 MONO Ply 1 Job Number. 0722001 Cost:R7175 JRef:1XL171750002 T56 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: 617 ... I ... 11/28/2022 0.25 12 _ III 1.5X4 3X5 3C5 AB - U - W2 I 1 I111.5 ----3X5 E X4 3X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 0.12 -0.00 - - - 1 2x4 HF#2 1.00" Plywd B - C 144.62 -56.46 0.014 0.757 0.770 1 2x4 HF#2 91.13" Plywd C - D 4.25 -3.31 - 0.652 0.652 1 2x4 HF#2 36.92" Plywd H - G 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph G - F 42.56 -26.63 0.009 0.173 0.182 1 2x4 HF#2 87.65" Diaph F - E 99.01 -98.95 - 0.201 0.201 2 2x4 HF#2 40.37" Diaph B - G 118.26 -246.88 0.002 0.351 0.353 1 2x4 HFStand+HFStud 21.65" - B - F 53.96 -165.26 0.179 - 0.179 4 2x4 HF#2 86.89' - F - C 288.99 -543.89 0.120 - 0.120 1 2x4 HFStand+HFStud 23.48" - C - E 122.72 -130.02 0.058 - 0.058 4 2x4 HFStand+HFStud 40.81" - D - E 82.02 -68.59 0.038 0.057 0.095 5 2x4 HFStand+HFStud 24.25" - Joint x y Plate Cq JSI Method defY(L) deflY(T) defIX(L) de6X(T) A 0.00' 43.02' 0.00" U999 -0.02" U45 0.00" 0.00" B 0.08' 43.02' 3X5 0.96 0.85 N 0.00" U999 0.00" L/999 0.00" 0.00" C 7.68' 43.18' 3X5 0.96 0.34 N 0.00" U999 0.00" L/999 0.00" 0.00" D 10.75' 43.24' 1.5X4 0.96 0.87 N 0.00" U999 0.02" L/999 0.00" 0.00" E 10.75' 40.93' 3X5 0.96 0.77 N 0.00" U999 0.02" U999 0.00" 0.00" F 7.39' 40.93' 3X5 0.96 0.39 N 0.00" U999 0.00" U999 0.00" 0.00" G 0.08' 40.93' 1.5X4 0.96 0.91 N 0.00" L/999 0.00" LJ999 0.00" 0.00' H 0.00' 40.93' 0.00" L/999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00][DF 1.151[NM 1] [Partial Unbal.Ltl(OC 24.00][DF 1.25][NM 1] [Partial Unbal.Rtj[OC 24.00][DF 1.25][NM 1] Load Case:1 User Modified:No Load Case:4 User Modified:No Load Case:5 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF ri 0.0 to 22 @ 10.8[y=46.4][ 0%] 22 PLF @ 0.0 to 22 @ 10.8[y=46.4][ 0%] 22 PLF @ 0.0 to 22 @ 10.8[y=46.4]( 0%] 50 PLF 1 0.0 to 50 @ 10.8[y--46.4][100%[ 50 PLF @ 7.5 to 50 @ 10.8[y=46.4][100%] 50 PLF @ 0.0 to 50 CO 7.5[y=46.41100%] 18 PLF @ 0.0 to 18 @ 10.8[y=35.8]( 0%] 18 PLF @ 0.0 to 18 @ 10.8[y=35.81[ 0%j 18 PLF @ 0.0 to 18 @ 10.8[y=35.811 0%] Brg.#1 Vert.R= 266.5#Hor.R= 0.0# Brg.#1 Vert.R= 79.7#Hor.R= -0.0# Brg.#1 Vert.R= 305.2#Hor.R= 0.0# Brg.#2 Vert.R= 701.2#Hor.R= -0.0# Brg.#2 Vert.R= 515.5#Hor.R= -0.0# Brg.#2 Vert.R= 497.4#Hor.R= -0.0# --- -------------- -----^------------ [Roof Snow Load][OC 24.00][DF 1 15][NM 1] Load Case:2 User Modified:No Repetitive Factors Used:Yes 22 PLF @ 0.0 to 22 E!10.8[y--46.4]] 0%] 22 PLF @ 0.0 to 22 10.8[y=46.4)1100%] 18 PLF @ 0.0 to 18 @ 10.8[y=35.8][ 0%) Brg.#1 Vert.R= 183.6#Hor.R= 0.0# Brg.#2 Vert.R= 483.1#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Taus components of Oregon,inc. '"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 458 Trusses require extreme care in fabricating,handling,shipping,installing and bracing.. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)ter safetyP practices prior to performing these functions. Installers shall provide temporary (5e3)357-2118 bracing per BCSI.Unless noted Otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have_a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections 83,B7 or B10, as applicable. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional Information. Alpine,a division of ITW Buildinrrg�cpomponents Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the - truss in conformance with AN51/IPI 1, or for handling, shipping installation and bracing of trusses,. A seal otthrs drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engineering responsibili sislely or the desgn shown.The suitability and use of this North 4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI I 1 Sec2. North Bw Building,L g For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org SEON:304522/ MONO Ply: 1 Job Number. 0722001 Cust:R 7175 JRs01 XL171750002 T80 FROM:MG Oly: 2 'Tigard Senior Housing DrwNo: 332.22.0740.11280 Page 1 of 2 Truss Label: B18 BFR / RTT 11/28/2022 5'5" 8'5"10 8 I 5'5" I 3'0"10 2412 0.25 2 1113X7 =3X5 1111.5X E A T is rs 1 fl 1 III3X7 =3X5 =4X5 GF 1 8'8"6 i 5'1"8 3'2"6 {--3'8" II 5'1"8 83"14 a Loading Criteria(psi) Wind Criteria Snow Criteria (Pg.Pf In PSF) D.BICSI Criteria ♦Maximum Reactions(Ms) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loe Udell L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.007 H 999 360 Loc R+ /R- I Rh I Rw /U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.013 H 999 240 I 708 I- I- /308 /103 /7 BCDL: 9.00 Risk Category:it Snow Duration:1.15 HORZ(LL): 0.001 G - - F 341 /- /- /164 /11 /- EXP:B Kzt:NA - - Wind reactions based on MW FRS Des L t 45.00 HORZ(TL): 0.002 G Mean Height:42.84 fl NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor:2.0 I Brg Wid=5.5 Min Req= 1.5(Truss)Soffil: 2.00 F Brg Wid=- Min Req=- BCDL:4.2 psf IBC 2018 Max TC CSI: 0.182 TPI SM: 2014 Max BC CSI: 0.088 Bearing I is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:hl2 to h Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.180 Maximum Web Forces Per Ply(Ibs) Loc.from endwall:Any FT/RT:4(0y4(0) Webs Tens.Comp. Webs Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEWVer:21.02.008.1108.20 B-I 345 -B37 C-G 142 -382 Lumber Top chord 2x10 DF-L#2 Bot chord 2x4 HF#1&Bet. Webs 2x4:HF Standard+HF Stud: Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Additional Notes Snow loading based on an unobstructed roof. Complete drainage required. Truss must be installed as shown with top chord up. A -CEp PRO-pc,," S C,5 ,AG!WE 1 /Ga_ 83294PE 9 \\N... 13 JJJJ JLY R14, G E zoo0 2 Sli Taco" Renewal 613012024 11/28/2022 "WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tnrw Components of Oregon,Inc. "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.anx466 Trusses require extreme care in fabricating,handling shipping.installing and bracing., Refer to sand follow the latest edition of SCSI(Building Cornelius OR 97113 Component Safety Information,by WI and SBCA)fb)safely practices rior to performing these functions. Installers shall provide temporary (503)357-2118 brawn r BCSI.Unless noted otherwise,top chord shall have properly attached structural sheethin and bottom chord shall have a properly attached ceiling.Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections 83,B7 or 5110, as applicable. Appl plates to each face,of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to A LPI N E drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional Information. ,Alpine,a division of ITW Buildin Co ponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the "N mV eCW"M' truss in conformance with ANSI, PI 1, or for handling shippin installaion and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing'indicates acceptanceof professional engineering responsibly s lei Tor the design shown.The suitabili and use o Ibis North Building,Ith Floor drawing for any sructure is the responsibility of the BuddingDesigner per ANSLI 1 1 Sec.2. For more Information see these web sites:Alpine:alpineitw.com;TPI:tpinstorg;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:304522 MONO Ply: 1 Job Number: 0722001 Gust:R7175 JRef:1XL171750002 T60 FROM:MG Oty: 2 Tigard Senior Housing DIwNo: Page 2 of 2 Truss Label: B18 ... / ... 11/28/2022 0.25 12 I_- II13X7 =3X5 1111.5D E A B C III 3X7 --3X5 =4X5 F Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.00 - 0.154 0.154 1 2x10 OF-L#2 42.01" Plywd B - C 108.91 -349.37 - 0.182 0.182 1 2x10 of-L#2 64.92" Plywd C - D 1.19 -3.82 - 0.050 0.050 1 2x10 DF-L#2 38.48" Plywd D - E 0.00 -0.12 - - - 1 2x10 DF-L#2 1.00' Plywd I - H 4.54 -12.19 - 0.069 0.070 1 2x4 HF#1&Bel. 61.50' Diaph H - G 344.09 -127.93 0.048 0.048 0.096 1 2x4 HF#1&Bel. 41.8r Diaph G - F 0.00 -0.00 - - - 1 2x4 HF#1&Bet. 1.00' Diaph B - I 345.48 -666.75 0.127 0.006 0.133 20 2x4 HFStand+HFStud 11.32" - B - H 352.63 -106.25 0.180 - 0.180 1 2x4 HFStand+HFStud 58.52" - H - C 77.81 -5.47 0.029 - 0.029 19 2x4 HFStand+HFStud 12.60" - C - G 142.27 -381.69 0.111 - 0.111 1 2x4 HFStand+HFStud 37.08" - D - G 74.12 -148.43 0.027 0.002 0.029 20 2x4 HFStand+HFStud 13.40" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A -3.50' 42.32' 0.02" U999 0.04" L/999 0.00" 0.00" B 0.00' 42.40' 3X7 0.96 0.95 N 0.00" U999 0.00" L1999 0.00" 0.00" C 5.41' 42.51' 3X5 0.96 0.24 N 0.00" U999 0.02" U999 0.00' 0.00" D 8.61' 42.58' 1.5X4 0.96 0.86 N 0.00" L1999 0.00" L/999 0.00" 0.00' E 8.70' 42.58' 0.00" U999 0.00" U999 0.00" 0.00" F 8.70' 40.93' 0.00" L/999 0.00" U999 0.00" 0.00' G 8.61' 40.93' 4X5 0.96 0.95 N 0.00" U999 0.00" U999 0.00' 0.00' H 5.13' 40.93' 3X5 0.96 0.42 N 0.00" L/999 0.02" L1999 0.00" 0.00" I 0.00' 40.93' 3X7 0.96 0.83 N 0.00' U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 11 [C&C ASCE WindHLt-+][OC 24.00][OF 1.60][NM 1] [C&C ASCE WIndHRI-+][OC 24.00][DF 1.60][NM 11 Load Case:1 User Modified:No Load Case:19 User Modified:No Load Case:20 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 8.7[y--46.0][ 0%] -50 PLF @-3.5 to -50 @ 0.0 L[y=42.7][100%) -55 PLF @-3.5 to -55 i t 8.7 L[y-42.9][100%] 4 PLF @-3.5 to 4 @ 0.0[y=35.81 0%] 12 PLF @-3.5 to 12 @ 0.0[y--46.0]( 0%] 12 PLF @-3.5 to 12 C 8.7[y=46.0][ 0%] 50 PLF @-3.5 to 50 C 8.7[y=46.0][100%] -55 PLF @ 0.0 to -55 @ 8.7 L[y-42.9)[100%] B PLF @ 0.0 to 8 @ 8.7(y=35.8][ 0%] 18 PLF @ 0.0 to 18 @ 8.7[y=35.81 0%] 12 PLF @ 0.0 to 12 @ 8.7[y-46.0]( ON _-_-_-_-_-_-_-_-__-=-_=_-'-_-_-_-_-_ __-- Brg.#1 Vert.R= 707.7#Hor.R= -0.0# 8 PLF @ 0.0 to 8 @ 8.7[Y35.8][ 0%] Brg.#2 Vert.R= 341.2#Hor.R= -0.0# --_________-----------________---- ----------------------"WARNING'• READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components or Oregon.Inc. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bon 485 Trusses require extreme care in fabricating,_handling,shipping,installing and bracing..Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component gg rfe�ty Information,by TPI and SBCA)Mr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCS!.Unless noted otherwi e,top chord shall have propery attached structural sheathingand bottom chord.shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instlled per BCSI sections B3,B7 or B10, as applicable. Appl plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to Job's General Notes page for additional information. Alpine,a division of ITW B i�Idin Components Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shi ping installation and bracing of trusses.. A seal olthis drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional en ins nng responsibility solely or the desgn shown.The suitability and use of this North Building,4th Floor drawing for any srcture is the responsibility of the Building esigner per ANSI/TPI 1 c.2. For more information see these web sites:Alpine:alpineilw.com;TPI:Ipinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340766/ SPEC Ply. 1 Job Number: 0722001 Cost R7175 JRet1XL171750002 T58 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.13763 Page 1 of 3 Tnses Label: B19 BFR I RTT 11/28/2022 5'1'10 10'61 15'8° 19'5'2 2'794 I_ I- 5'1°10 5'4"14 5'1"8 3'9"2 12 0.25 12 111.5X4 I!164X8 w10C12 -D T2 -4E5 FG TA T v wz N F_: -A 1 N1 113 iX7 w4X8 -w3X5 m3X5 m5X5 A 197'14 A 5'1" 5'2" 5'1"8 3'1014 13'6" 1 5'1" 1 10'3' 15'4"8 19'3"8 L.4'"8 i97"14 Loading Criteria(pat) Wind Criteria Snow Criteria (Pg,Pf in PSF) Def lCSI CHbria ♦Maximum Reactions(lb.) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct 1.0 CAT:II PP Deflection in be Udefl U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph pf:11.0(specified) Ce:1.0 VERT(LL): 0.129 K 999 360 Loc R+ /R- /Rh /Rw I U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.256 K 917 240 M 1245 /- /- /518 /115 /12 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.027 I - - Ii 1046 /- /0 /394 /34 /- Des Ld: 45.00 EXP.B KzL NA HORZ(TL): 0.054 I - - Wind reactions based on MWFRS NCBCLL:0.00 Mean Height:42.95 ft Building Code: Creep Factor:2.0 M Brg Wid=5.5 Min Req TCDL f =2.0(Truss) Soffit: 2.00 Ps IBC 2018 Max TC CSI: 0.491 H Brg Wid=- Min Req=- BCOL:4.2 psf Bearing M Is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.659 Members not listed have forces less than 375# Spacing:24.0' CSC Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.766 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.16 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.02.009.1108.20 B-C 406-2071 D-E 321 -1732 C-0 496-2597 Lumber Top chord 2x10 DF-L#2 T2 2x4 HF#2; Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Chords Tens.Comp. Chords Tens. Comp. Special Loads L-K 2058 -418 J-I 1663 -321 K-J 2600 -516 -(Lumber Dur.Fac.=1.15/Plate Dur.Fac=1.15) TC:From 72 lab at -3.50 to 72 pIt at 19.66 BC:From 4 pit at -3.50 to 4 plf at 0.00 Maximum Web Forces Per Ply(lbs) BC:From 18 pit at 0.00 to 18 plf at 19.66 Webs Tens.Comp. Webs Tens. Comp. TC: 128 lb Conc.Load at 10.77,16.98 B-M 329-1202 D-J 204 -942 Wind B-L 2129 -415 J-E 444 -32 C-L 163 -488 E-I 360 -1861 Wind loads based on MWFRS with additional CSC C-K 557 -100 member design. End verticals not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. ��F°�PRP OFESS ��5 �G�GINE�A /% 41/ 83294PE 9 .e� OREGON ~ -t/LY 14.20e� Qc' 4SSell Tan' Renewal 6/3012024 11/28/2022 **WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tura Components or Oregon.Inn. "'IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 414a Trusses require extreme care in fabricating,handling'shipping,installingand bracing...Refer to and follow the latest edition of(SCSI`Building Cornelius OR 97113 Component Safety Information,by Tel ana SBCA)rqr safety practices pior to performng these functions. Installers shall provide terllporary (503)357-2115 bracing Per SCSI.Unless noted o erwise,top chord shall have properlyattached structural s(1ea(hin and bottom hord shall have a properly attached rigid ceiling.Locations shown for permanent lateral resraint of webs shall have bracno installed per BCSI sections 03,B7 or B1�0, as applicable. Appl platers to each face of truss and positionas shown above and on tit¢Joint-Details, unless noted otherwise. Refer to ALPINE* drawings 160A-Z for standard plate positions.Refer to job's eneral Notes page for additional Information. Alpine,a division of ITW B Id'noCC pon nts GroupInc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPlI1, oro hanclkhg, shipping,_installation and bracing of trusses. A seal onthis drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance o professional emLineenno resonsibility spiel Tor the design shown.The surtabilil!'and use o is North Building.4th Floor drawing for any structure is the responsibility of ale 9ai ding�-DDesign8er perANSI/TPI 1 Sec.2. g• For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 80025 SEON:340766 SPEC Ply. 1 Job Plumber: 0722001 gust R7176 JRef:)XL171750002 Tye FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 2 of 3 Truss Label: 819 ... / ... 11/28/2022 0.25 12 X4 1114X8 m10X12 =3p5 T2 -4E5 1111.5FG A B C :I III =4X8 =3X5 3X5= =5X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.78 - 0.177 0.177 1 2x10 DF-L#2 42.01' Plywd B - C 405.80 -2071.09 0.009 0.178 0.187 1 2x10 DF-L#2 61.56" Plywd C - D 496.26 -2597.04 0.116 0.374 0.491 1 2x4 HF#2 65.02' Plywd D - E 321.16 -1731.98 0.036 0.346 0.382 1 2x4 HF#2 61.51" Plywd E - F 0.74 -17.46 - 0.346 0.346 1 2x4 HF#2 46.92" Plywd F - G 0.02 -0.12 - - - 1 2x4 HF#2 1.00" Plywd M - L 10.85 -19.10 0.002 0.103 0.106 1 2x4 HF#2 61.50" Diaph L - K 2057.68 -418.19 0.433 0.109 0.541 1 2x4 HF#2 61.50" Diaph K - J 2600.17 -515.79 0.547 0.112 0.659 1 2x4 HF#2 61.50" Diaph J - I 1662.91 -321.47 0.350 0.063 0.412 1 2x4 HF#2 50.37" Diaph I - H 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph B - M 328.88 -1201.73 0.120 0.004 0.125 20 2x4 HFStand+HFStud 11.32' - 8 - L 2129.21 -415.34 0.448 - 0.448 1 2x4 HF#2 58.52" - C - L 163.21 -488.15 0.102 - 0.102 1 2x4 HFStand+HFStud 18.35" - C - K 557.36 -99.71 0.284 - 0.284 1 2x4 HFStand+HFStud 60.83" - K • D 74.92 -90.06 0.027 - 0.027 20 2x4 HFStand+HFStud 19.63" - D - J 204.30 -941.87 0.579 - 0.579 1 2x4 HFStand+HFStud 61.23" - J - E 443.74 -32.29 0.226 - 0.226 1 2x4 HFStand+HFStud 20.92" - E - I 360.45 -1861.19 0.766 - 0.766 1 2x4 HFStand+HFStud 48.15" - F - I 46.90 -151.30 0.001 0.094 0.095 1 2x4 HFStand+HFStud 21.89" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A -3.50' 42.32' -0.04" L/971 -0.13" U32B 0.00" 0.00" B 0.00' 42.40' 4X8 0.96 0.93 N 0.00" 1/999 0.00" 1/999 0.02" 0.03" C 5.13' 42.67 10X12 0.96 0.39 N 0.10" L/999 0.28" U829 0.02" 0.03" D 10.54' 42.85' 3X5 0.96 0.58 N 0.13' U999 0.38" U615 0.00" 0.01" E 15.66' 42.98' 4X5 0.96 0.88 N 0.07" U999 0.22" U999 0.00" 0.00" F 19.57' 43.04' 1.5X4 0.96 0.63 N 0.00" 11999 0.00" U999 0.00" 0.00" G 19.66' 43.04' 0.00" U999 0.00" U999 0.00" 0.00" H 19.66' 40.93' 0.00" U999 0.00' 1/999 0.03" 0.05' I 19.57' 40.93' 5X5 0.96 0.89 N 0.00" U999 0.00" U999 0.03" 0.05" J 15.37' 40.93' 3X5 0.96 0.60 N 0.08" U999 0.23' L/999 0.02" 0.04" K 10.25' 40.93' 3X5 0.96 0.48 N 0.13" U999 0.38" U613 0.00" 0.02" L 5.13' 40.93' 4X8 0.96 0.78 N 0.09" U999 0.28" U836 0.00" 0.00" M 0.00' 40.93' 3X7 0.96 0.83 N 0.00' U999 0.00" 1/999 0.00" 0.00" Loads using option:User Modified Load Cases ------ ---------- --_----------- [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 1] [C8C ASCE WindHRt-+j[OC 24.00](DF 1.601[NM 1] _- _�-- --- Load Case:1 User Modified:Yes Load Case:20 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 5.1[y--46.2][ 0%] -41 PLF @-3.5 to -41 @ 5.1 L Iy=42.Bj[100%] 22 PLF @ 5.1 to 22 @ 19.7[y--462][ 0%] -41 PLF @ 5.1 to -41 @ 19.7 l[y=43.2j[100%] "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing..Refer to end follow the latest edition of BCSI(Buildin Co"'eiws OR 97113 Component Safety Information,by TPI and SBCA)fo safety pactices prior to perforTnirg these functions. Installers shall provide temporary (5031357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottorrt chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10 as applicable. AppT plates to each face CT truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the trues in ponfom)ance with ANSIITPI 1, or for handling, shipping,.installation and bracing of trusses. A seal on this dra Ing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professionl engtneenng responsibility solely/or the design shown.The suitability and use Of this drawing for any structure is the responsibility of the Building signer per ANSI/f I 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:340766 SPEC Ply 1 Job Number. 0722001 Cost R7175 JRef:1XL171750002 758 FROM:MG Qty: 1 Tigard Senior Housing Drt4o: Page 3 of 3 Truss Label: B19 ... I ... 11/28/2022 0.25 12 E G 1114X8 =1012 =_3D A C 5 T2 -4E5 111.5^I B -rtY W2 lll� =4X8 =3X5 =3X5 =5X5 4 PLF tp-3.5 to 4 @ 0.0[y=35.8]( 0%) 12 PLF @-3.5 to 12 @ 19.7[y-46.2][ 0%] 50 PLF�-3.5 to 50 @ 5.1[y--46.2][100%] 8 PLF i 0.0 to 8la 19.7[y=35.8]1 0%] 50 PLF @ 5.1 to 50 fa 19.7[y--46.2][100%] 18 PLF ila 0.0 to 18 i 19.7[y=35.81[ 0%] [MWFRS-STD.AUTO.LOAD][OC 24.00][DF 1.60][NM 1] 128.00 Lbs.fa 10.8,46.2 Angle=270 Load Case:27 User Modified:Yes 128.00 Lbs.@ 17.0,46.2 Angle=270 Repetitive Factors Used:No Brg.#1 Vert.R= 1245.1#Hor.R= -0.0# 11 PLF @-3.5 to 11© 5.1[y=46.2][ 0%] Brg.#2 Vert.R= 1046.0#Hor.R= -0.0# 11 PLF fa 5.1 to 11 ea 19.7[y=46.2][ 0%] -------------------- ------ 2 PLF @-3.5 to 2 @ 0.0[y=35.8][ 0%] -24 PLF @-3.5 to -24 @ 5.1[y--46.2][100%] -24 PLF pa 5.1 to -24©19.7[y=46.2][100%] 9 PLF l 0.0 to 9(a 19.7[y=35.81 0%] 65.28 Lbs. 2- 10.8,46.2 Angle=270 65.28 Lbs.fa 17.0,46.2 Angle=270 Brg.#1 Vert.R= -38.2#Hor.R= 0.0# Brg.#2 Vert.R= 60.4#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues components or Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 485 Trusses require extreme care in faid�aarq,handling,shipping,installing and bracin Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)rqr safety practices prior to perforinin these functions. Installers shll prorpvide temporary (503)357-2118 bracing per BCSI Unless noted Otherwise,topchbm shall have prope y attached structtral sheathing and bottom chords all have.a propterly ,-- attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections t88.3 977 or 6B o0 as applicable. Apply plates to ach face,o truss and position as shown above and on the Join. Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z'for standard pate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building_CComponents Group Inc.shall not be responsible for any deviation from this drawing,anyfailure to build the truss in conformance with ANSIg PI 1, or for handling, shipping..installation and bracing off trusses. A seal on tthis draing or cover page 155 Harlem Ave listing thisdrawing,indicates acceptance_pf professional engineering n responsibility solel Tor the design shown.The suitability and use Willis North Building,4th Floor drawing or any sucture is the responsibility of the Building-Designer per ANSI1TPI 1 Sec.2. ng• For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:Iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:340711/ MONO Ply: 1 Job Number: 0722001 Cot:R 7175 JRef:1XL171750002 7118 FROM:MG Oty: 4 Tigard Senior Housing DnwNo: 332.22.0740.13451 Page 1 of 4 Truss Label: 820 BFR / RTT 11/282022 5'110 I 10'6"8 _I 15'8" 17'1" 20'11" . 25'11" 28'1194, 5'1"10 5'4-14 5'1"8 1 5" 3'10' 5' 3'0"14 0.25 12 X5 =4X5=3X5 w3X10 'A3X5 H Ill1.5X4 A IIta Ti =1 C14 D E IFI G 0T T i.1 fV W2 .'1( J III =6X8 w3X10 CIII N =3X5 =4X5 =3X10 =3X5 •H0308 1 25'11" A 3'014--I 5'1' 5'0'8 310"8 1'4"gr 5'1"8 5' 3'S"14 I`-3'6' 5'1" I- 10'1'8 14' I- 15'4"8 20'6' 25F '6" I 28'11.141 Loading Criteria(ps0 Wind Criteria Snow Criteria (Pg,Pf in PSI) DeIUCSI Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in roc L/defl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph PF.11.0(specifled) Ce:1.0 VERT(LL): 0.274 D 999 360 Loc R+ I R- /Rh I Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.606 D 507 240 Q 1429 /- /- /630 /124 /17 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.047 K - - K 2015 1- /- /690 /91 /- Des Ld: 45.00 EXP.B Kzt: HORZ(TL): 0.105 K - - Wind reactions based on MWFRS Mean Height:43.05 R Building Code: Creep Factor.2.0 Q Brg Wid=5.5 Min Req= 1.5(Truss) S 2.0.00 TCDL:6.02 psf K Brg Wid=5.5 Min Req= 1.8(Truss) Soffit: 2 00IBC 2018 Max TC CSI: 0.828 BCDL:WFS asf WI Std: 2014 Max BC CSI: 0.998 Bearings Q&K are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h Members not listed have forces less than 375# Spacing:24.0' C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.838 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FT/RT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver:21.02.008.1108.20 B-C 393-2878 E-F 348 -2785 C-D 549-4342 F-G 349 -2762 Lumber D-E 531 -4352 Top chord 2x4 HF#2 T1 2x10 DF-L#2; Bat chord 2x4 DF-L#2 Maximum Bot Chord Forces Per Ply OWWebs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Chords Tens.Comp. Chords Tens. Comp. Bracing P-O 2868 -410 M-L 4329 -545 (a)Continuous lateral restraint equally spaced on O-N 4393 -578 L-K 2659 -351 I member. N-M 4393 -578 Special Loads Maximum Web Forces Per Ply Ps) -(Lumber Dur.Fac.=1.15 I Plate Dur.Fac.=1.15) Webs Tens.Comp. Webs Tens, Comp. TC:From 44 pO at -3.50 to 44 pit at 8.92 TC:From 112 elf at 8.92 to 112 pit at 28.99 B-Q 264-1394 E-L 220 -1716 BC:From 4 plf at -3.50 to 4 plf at 0.00 B-P 2969 -403 L-G 749 -41 BC:From 18 pit at 0.00 to 18 Of at 28.99 C-P 160 -717 G-K 366 -3105 C-O 1543 -172 K-H 97 -60 Wind O-D 98 -407 Wind loads based on MWFRS with additional C&C ��Ep PROFF member design. ,p End verticals not exposed to wind pressure. �� G 1 N S/O � Right cantilever is exposed to wind �0 g3294PE�41 9 Additional Notes Truss must be installed as shown with top chord up. OR EGO N 4 VLv 14.200e ,(Q� Ss ell Tan Renewal 6/30/2021 11/28/2022 "'WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! MISS Components of Oregon.Ina "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabiLcafing,handling ship mg,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI ana SBCA)fbi safe�v practices nor to pertortnIng these functions. Installers shall provide terhporary (503)357.2116 bracing per B SI.Unless noted otherwise,top chord shall nae properly attached structural sheathing and bottom chord shall ha11LL a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,ee7 or B10, as applicable. Apply plates to each face,of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible, for any deviation from this drawing,an failure to build the sin"cdr.sr truss in conformance with ANSI,i PI 1, or or handling shipping. instalain and bracing of trusses. A seal on this drao�log or cover page 155 Harlem Ave listing this drawing indicates acceptance.p,(f professional eng eering responsibility solely-for the esign shown.The suitabili and use of Otis North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. N Building, 4 For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orl SEQN:340711 MONO Ply 1 Job Number: 0722001 Cost:R7175 JRef:IXL171750002 T118 FROM:MG Oty: 4 Tigard Senior Housing DrwNo: Page 2 of 4 Trues Label: B20 ... I ... 11/28/2022 0.25 12 III6X8 D5 w4E5 w3F5 w3X10 =3X5 1111.5X4 Tt =1 C14 G H I . _ri-Arat,imill-F----z -1414417*- •(a) C41441MI a , lit •'" P O N M L IIIIK J 1113X5 =6X8 w3X10 _�308 3X5 =4X5 =3X10 =3X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.00 - 0.154 0.154 1 2x10 DF-L#2 42.01" Plywd B - C 393.12 -2878.40 0.012 0.155 0.167 1 2x10 OF-L#2 61.56" Plywd C - D 548.91 -4341.96 0.322 0.276 0.599 2 2x4 HF#2 65.02" Plywd D - E 530.57 4352.31 0.325 0.504 0.828 2 2x4 HF#2 61.51' Plywd E - F 347.94 -2765.07 0.091 0.448 0.539 2 2x4 HF#2 61.51' Plywd F - G 348.87 -2761.76 0.090 0.467 0.557 2 2x4 HF#2 61.51" Plywd G - H 244.66 -35.67 0.049 0.469 0.518 2 2x4 HF#2 61.51' Plywd H - I 1.73 -6.07 - 0.469 0.469 2 2x4 HF#2 36.92" Plywd Cl - P 13.97 -22.70 0.003 0.100 0.102 2 2x4 DF-L#2 61.50" Diaph P - 0 2868.38 -410.23 0.548 0.135 0.684 2 2x4 DF-L#2 61.50" Diaph O - N 4393.43 -577.56 0.839 0.160 0.998 2 2x4 OF-L#2 61.50" Diaph N - M 4393.43 -577.56 0.839 0.120 0.959 2 2x4 DF-L#2 61.50" Diaph M - L 4329.34 -545.33 0.824 0.143 0.967 2 2x4 DF-L#2 61.50" Diaph L - K 2659.01 -350.88 0.501 0.181 0.683 2 2x4 DF-L#2 61.50" Diaph K - J 27.26 -162.88 - 0.177 0.177 2 2x4 DF-L#2 40.38" Diaph B - O 264.07 -1383.75 0.075 0.062 0.137 1 2x4 HFStand+HFStud 11.32" - B - P 2969.30 -403.46 0.621 - 0.621 2 2x4 HF#2 58.52' - C - P 159.80 -716.69 0.149 - 0.149 2 2x4 HFStand+HFStud 18.35' - C - 0 1542.89 -172.28 0.780 - 0.780 2 2x4 HFStand+HFStud 60.83" - O - D 97.73 406.72 0.085 - 0.085 2 2x4 HFStand+HFStud 19.63" - D - M 52.05 -25325 0.156 - 0.158 1 2x4 HFStand+HFStud 61.23" - M - E 190.50 -0.00 0.097 - 0.097 1 2x4 HFStand+HFStud 20.92" - E - L 220.27 -1715.60 0.838 - 0.838 1 2x4 HFStand+HFStud 61.66" a 1x4 CLB L - G 749.48 -40.62 0.382 - 0.382 2 2x4 HFStand+HFStud 22.20" - G - K 365.70 -3105.11 0.779 - 0.779 2 2x4 HFStand+HFStud 62.10" a 1x4 CLB K - H 96.65 -649.54 0.143 - 0.143 2 2x4 HFStand+HFStud 23.48" - H - J 203.22 -34.45 0.095 - 0.095 6 2x4 HFStand+HFStud 40.81" - I - J 21.11 -110.10 - 0.021 0.022 4 2x4 HFStand+HFStud 24.25" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) defIX(L) defIX(T) A -3.50' 42.32' -0.10" L/433 -0.35" U121 0.00" 0.00" B 0.00' 42.40' 6X8 0.96 0.86 N 0.00" U999 0.00" L/999 0.03" 0.07" C 5.13' 42.62' 12X14 0.96 0.94 N 0.17 L/999 0.57" U536 0.04" 0.08" D 10.54' 42.85' 3X5 0.96 0.35 N 0.2T U999 0.95" L/323 0.02" 0.05" E 15.66' 42.96' 4X5 0.96 0.80 N 0.26' U999 0.93" U330 0.00" 0.01" F 17.08' 42.99' 3X5 0.96 0.64 N G 20.79' 43.07' 3X10 0.96 0.81 N 0.16" U999 0.56" U550 0.00" 0.02' H 25.91' 43.18' 3X5 0.96 0.44 N 0.00" U999 -0.02" U153 -0.01" 0.02' I 28.99' 43.24' 1.5X4 0.96 0.55 N -0.08" 1/483 -0.30" U136 -0.01" 0.03' J 28.99' 40.93' 3X5 0.96 0.81 N -0.08" 1/483 -0.30" U135 0.05" 0.10" K 25.62' 40.93' 3X10 0.96 0.78 N 0.00" L/999 0.00" U999 0.05" 0.10' L 20.50' 40.93' 4X5 0.96 0.83 N 0.16" L/999 0.59" U525 0.04" 0.09" M 15.3T 40.93' 3X5 0.96 0.48 N 0.26" U999 0.94" U327 0.03" 0.05' ""WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truce Components of Oregon,Inc. '*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Sox 468 Trusses require extreme care in fabricating,handling,shipping,installin and bracing.,Refer to and follow the latest edition of pCSI(Building Cornelius OR 97113 Componet Safety Information,b TPI and SBCA)fir safety practices gilor to perfarmning these functions. Installers shall provide le porary (�)357-2118 bracinger BCS!.Unless noted oTerwise,top chord shall have prgperl attached structural sheathing and botta chord shall have a ropg y attached rigid ceiling.Locations sIe,, ii for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63,B7 10, as applicable Appop�l plates to each face of truss and positio as shown above and on the Joint-Detalls, unless noted otherwise. Refer to ALPINE drawings 160A-Z'fbr standard plate positions.Refer to lob's general Notes page for additional information. Alpine,a division of ITW Building,gComponents Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss Inconformance with ANSI/1-PI 1, or for handling, shipping,installation and braacCi�ng of trusses. A seal on this drawing or cover pace 155 Harlem Ave listing this drawing,indicates acceptance of professional enr�lneang responsibility solely�or the desin shown.The suitability and use o this North Building,a Floor drawing for any strcture is the responsibility of the Building-Designer per ANSIITP!1 Sec.2. Glenview, 4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsate.orq;AWC:awc.or0 SEQN:340711 MONO Pty: 1 Job Number 0722001 Cost R 7175 JRef:1 XL171750002 T118 FROM:MG City: 4 Tigard Senior Housing DrwNo: Page 3 of 4 Truss Label: B20 ... / ... 11/28/2022 0.25 12 =3X5 =4X5=3X5 ---Ex =3X5 lIl1.5X4 III6X8 =12X14 D E p G A B Ti C u W2 i1r �K J IIS 5 =6X8 =3 10 N =3X5 =4X5 w3X10 =3X5 H0308 N 14.00' 40.93' H0308 0.96 0.89 N O 10.25' 40.93' 3X10 0.96 0.86 N 0.27" U999 0.94" U326 0.01" 0.02" P 5.13' 40.93' 6X8 0.96 0.72 N 0.17" 1./999 0.5T U539 0.00' 0.00" Q 0.00' 40.93' 3X5 0.96 0.90 N 0.00" U999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 1] (Partial Unbal.Lt1][OC 24.00][DF 1.25][NM 1] [Partial Unbal.Rt2][OC 24.00][DF 1.25](NM 1] Load Case:1 User Modified:No Load Case:6 User Modified:Yes Load Case:9 User Modified:Yes Repetitive Factors Used:Yes Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1(y-46.4][ 0%] 22 PLF @-3.5 to 22 @ 5.1[y=46.4][ 0%] 22 PLF @-3.5 to 22 @ 5.1[y=46.4][ 0%] 22 PLF @ 5.1 to 22 @ 17.1[y=46.4][ 0%] 22 PLF @ 5.1 to 22 @ 17.1[y=46.4][ 0%] 22 PLF @ 5.1 to 22 @ 17.1[y-46.4][ 0%] 22 PLF @ 17.1 to 22 @ 29.0[y=46.4]( 0%] 22 PLF @ 17.1 to 22 @ 29.0[y--48.4][ 0%] 22 PLF @ 17.1 10 22 @ 29.0(y=46.4][ 0%] 4 PLF @-3.5 to 4 @ 0.0(y=35.8][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 50 PLF @-3.5 to 50 @ 5.1[y=46.41[100%] 22 PLF @ 25.7 to 22 @ 29.0[y--46.4][100%] 22 PLF @-3.5 to 22 @ 5.1[y=46.4][100%] 50 PLF @ 5.1 to 50 @ 17.1[y-46.4][100%] 19 PSF @ 8.9 to 19 @ 29.0[y-46.4][100%] 22 PLF @ 5.1 to 22 @ 17.1[y=46.4][100%] 50 PLF @ 17.1 to 50 @ 29.0[y-46.4][100%( 15 PSF. 8.9 to 15 @ 29.0(y=46.41( 0%] 22 PLF @ 17.1 to 22 @ 25.7[y=46.4][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] 19 PSF @ 8.9 to 19 C-29.0[y=46.4][100%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8][ 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8][ 0%] 15 PSF @ 8.9 to 15 @ 29.0(y=46.4][ 0%] Brg.#1 Vert.R= 1417.5#Hor.R= 0.0# Brg.#1 Vert.R= 951.5#Hor.R= 0.0# 18 PLF @ 0.0 to 18 @ 14.0[y=35.811( 0%] Brg.#2 Vert.R= 1457.7#Hor.R= -0.0# Brg.#2 Vert.R= 1736.9#Hor.R= -0.0# 18 PLF @ 14.0 to 18 @ 29.0[y=35.8]( 0%] Brg.#1 Vert.R= 1320.5#Hor.R= 0.0# [Roof Snow Load](OC 24.00][DF 1.15][NM 1] [Partial Unbal.Rl1](OC 24.00][DF 1.25][NM 1] Brg.#2 Vert.R= 1937.3#Hor.R= -0.0# Load Case:2 User Modified:Yes Load Case:7 User Modified:Yes =-_-_-_ - ==__-_-_-_- - - - -_•_•_-_ Repetitive Factors Used:No Repetitive Factors Used:No [MWFRS-Roof Snow Lod][OC 24.00](DF 1.601INM 1] 22 PLF @-3.5 to 22 @ 5.1[y=46.4][ 0%] 22 PLF @-3.5 to 22 @ 5.1[y-46.4][ 0%] Load Case:44 User Modified:Yes 22 PLF @ 5.1 to 22 @ 17.1(y=46.41( 0%] 22 PLF @ 5.1 to 22 @ 17.1 Iy=46.4][ 0%] Repetitive Factors Used:No 22 PLF @ 17.1 to 22 @ 29.0 Iy--48.4][ 0%] 22 PLF @ 17.1 to 22 @ 29.0[y--46.4][ 0%] 11 PLF @-3.5 to 11 @ 5.1[y=46.4][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 4 PLF @-3.510 4 @ 0.0[y=35.8][ 0%] 11 PLF @ 5.1 to 11 @ 17.1(y=46.4][ 0%] 22 PLF @-3.5 to 22 @ 5.1[y--46.4][100%] 22 PLF @-3.5 to 22 @ 5.1[y-46.4][100%] 11 PLF @ 17.1 to 11 c 29.0[y=46.4][ 0%] 22 PLF @ 5.1 to 22 @ 17.1[y--46.4][100%] 22 PLF @ 5.1 to 22 @ 17.1[y=46.4][100%] 2 PLF @-3.5 to 2 @ 0.0(y=35.8]( 0%] 22 PLF @ 17.1 to 22 @ 29.0 Iy--46.4][100%] 22 PLF @ 17.1 to 22 @ 25.7[y=46.4][100%] -11 PLF @-3.5 to -11 @ 5.1(y=46.41[100%] 38 PLF @ 8.9 to 38 @ 29.0[y=46.4][100%] 19 PSF @ 8.9 to 19 @ 29.0(y--46.4][100%] -11 PLF @ 5.1 to -11 @ 17.1(y=46.4](100%] 30 PLF @ 8.9 to 30 @ 29.0[y--46.41[ 0%] 15 PSF @ 8.9 to 15 @ 29.0[y=46.4][ 0%] -11 PLF @ 17.1 to -11 @ 29.0[y-46.41[100%1 18 PLF @ 0.0 to 18 @ 14.0[y=35.81[ 0%] 18 PLF @ 0.0 to 18 @ 14.0 Iy=35.8][ 0%] -9 PSF @ 8.9 to -9 @ 29.0[y=46.4][100%] 18 PLF @ 14.0 to 18 @ 29.0 Iy=35.8][ 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.811[ 0%] 8 PSF @ 8.9 to 8 @ 29.0[y=46.4][ 0%] Brg.#1 Vert.R= 1315.6#Hor.R= 0.0# Brg.#1 Vert.R= 1320.5#Hor.R= 0.0ft 9 PLF C 0.0 to 9 @ 14.0[y=35.8][ 0%] Brg.#2 Vert.R= 2014.8#Hor.R= -0.0# Brg.#2 Vert.R= 1937.3#Hor.R= -0.0# 9 PLF @ 14.0 to 9 @ 29.0[y=35.8]( 0%) --------------------- --- ---------------------- ---------- Brg.#1 Vert.R= 119.6#Hor.R= -0.0# [Partial Unbal.Lt](OC 24.00][DF 1.25](NM 1] [Partial Unbal.Lt2][OC 24.00][DF 1.25][NM 1] Brg.#2 Vert.R= 120.0#Hor.R= 0.0# Load Case:4 User Modified:No Load Case:8 User Modified:Yes ------------------------------------------- Repetitive Factors Used:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y--46.4]( 0%] 22 PLF @-3.5 to 22 @ 5.1 Iy=46.4][ 0%] 22 PLF c% 5.1 to 22 @ 17.1[y--46.4][ 0%] 22 PLF @ 5.1 to 22 @ 17.1[y=46.4][ 0%] 22 PLF @ 17.1 to 22 Ci 29.0[y=46.4][ 0%] 22 PLF @ 17.1 to 22 @ 29.0[y--46.4]( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.81 0%] 4 PLF @-3.5 to 4 @ 0.0(y=35.8][ 0%] 50 PLF 25.7 to 50 CJ 29.0[y=46.4][100%] 22 PLF @ 25.7 to 22 @ 29.0[y--46.4][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8]( 0%] 19 PSF @ 8.9 to 19 @ 29.0[y-46.4][100%] "'WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 4e8 Trusses require extreme care in fa rriLcatiny headline,shipping installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)far safety practices prior to performing these functions. Installers shall pprovide temporary Isoa)357s11e bracing per BCSI.Unless noted othervw e,lop chord shall have properly attached structural shealhin and bottom chord shall have a p dy attached rigid ceiling.Locations shown for permanent lateral resraint of webs shall have brecinainslalled per BCSI sections B3.B7 or81ce0, as applica Apply plates to each face o1 buss and position as shown above and on the oln elails, unless noted otherwise. Refer to ALPINE' drawings 160A-Z or standard plate positions.Refer to job's General Notes page for additional information. Alpine,a di ision of ITW 8uildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in con rmance with ANSI/TPI 1, or for handling, shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing thi drawing,indicates acceptance of professional enQneenng responsibility solsglyTor the design shown.The suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. g� For more information see these web sites:Alpine:alpineitw.com;WI:tpinst.orq;SBCA:sbcacomponenls.com;ICC:iccsafe.orq;AWC:awc.orq Glenview.IL 60025 SEQN:340711 MONO Ply. 1 Job Number: 0722001 Cast R7175 JRef:1XL171750002 7118 FROM:MG Qty: 4 Tigard Senior Housing DnvNo: Page 4 of 4 Trues Label: 820 ... / ... 11/28/2022 0.25 12v III8X8 Ti =1 X14 =3D =4E5 w3X5 = = 3X10 3H 1111.5X4 C A B (a) (a) 11 P O N M L 12.K J 1113X5 =8X8 =3X10 H0308 3X5 =4X5 =3X10 =3X5 18 PLF @ 14.0 to 18 @ 29.0[y=35.8]1 0%] 15 PSF @ 8.9 to 15 n 29.01y=46.411 0%) Brg.#1 Vert.R= 589.9#Hor.R= 0.0# 18 PLF Q 0.0 to 18 @ 14.0[y=35.81 0%] Brg.#2 Vert.R= 825.9#Hor.R= 0.f1# 18 PLF @ 14.0 to 18 @ 29.01y=35.8j( 0%j —------------- Brg.#1 Vert.R= 951.5#Hor.R= 0.0# Brg.#2 VertR= 1736.9#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trau Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.ere 4e8 Trusses requre extreme cafe in fabricating handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 ComponentSafety Information,by TPI an SBCA)t safely practices poor to performing these functions. Installers shall provide temporary lsos)3s7-zna bracingper BCS! Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord.shall have a properly attachbd rigid ceilingp Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,B7 or 10, as applicable. AqgOpl plates to each face o1 truss and position as shown above and on this Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z'(orYstandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildingg Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the .. truss in conformance with ANSIJTPI 1, or for handling shipping installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listingthis drawing,indicates acceptance of professional en sling, responsibilitysoleiyTor the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:tccsafe.org;AWC:awc.orq Glenview.IL 60025 SEQN:340713/ MONO Ply: 1 Job Number: 0722001 Coat:R 7175 JRef:1XL171750002 T119 FROM:MG sty: 1 Tigard Senior Housing DIWMo: 332.22.0740.14529 Page 1 of 3 Truss Label: 821 BFR / RTT 11/282022 51'10 I 10'6"8 ' 15'8" I 17'1I 2019'8 , 25'11" ` 28'1194, 5'1'10 5'4"14 5'1.8 1'S' 3'8'8 5'1"8 3'0"14 0.25 12 1113X7 Ti =1OX12 =3p5 w3XE,5=3F5 =3X5G w3X5H 1111.5X4 T A B Ni g W2 `� ty L] C7 1. ////////// /�/%-////�K J ........ 1111.5X4 P 0 N M L =-3X5 =3X5 =3X5 =3X5 =3X5=3X5 =3X5 28'11'14 "{ I-3'8' 51'8 I 5'1"8 3'9" , 1'4"8 5'1.8 I 5'1'8 I 3'4'6 , 51'8 10'3" 14' 15'4 8 20'6" 25'7'8 28'11'14 Loading Criteria(pst) Wind Criteria Snow Criteria (Pg,P(M PSF) Defl/CSI Criteria •Maximum Reactions(lbs),or•MLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Udell L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.006 I 999 360 Lac R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.013 I 999 240 Q• 129 /_ I- /49 77 /1 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.002 I - - Wind reactions based on MWFRS Des Ld: 45.00 EXP.B KzL NA HORZ(TL): 0.004 I - - Q Brg Wid=311 Min Reg=- Mean Height:43.05 ft NCBCLL:0.00 Building Code: Creep Factor:2.0 Bearing 0 is a rigid surface. TCDL:6.0 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.577 Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.102 Maximum Web Forces Per Ply(Ibs) Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.153 Webs Tens.Comp. Webs Tens. Comp. Loc.from endwall:My FT/RT:4(0y4(0) B-0 137 -511 L-G 118 -488 GCpi:0.18 Plate Type(s): 0-D 117 -491 K-H 97 -651 Wind Duration:1.60 WAVE VIEW Ver:21.02.00B.1108.20 M-E 108 -534 Lumber Top chord 2x4 HF#2 T1 2x10 DF-L#2; Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Special Loads -(Lumber Dur.Fac.=1.15/Plate Dru.Fac=1.15) TC:From 44 ptf at 3.50 to 44 pit at 8.92 TC:From 112 at at 8.92 to 112 ptf at 28.99 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 16 plf at 0.00 to 18 pit at 28.99 Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Right cantilever is exposed to wind Additional Notes CEO PROF- . Truss must be installed as shown with top chord up. •(V `rS f , Gtry 83294PE 9 OREGON :Ly E soon 0 Sae/I Tanq Renewal 6/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Canponwla of Oregon,lnc. 'IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating handling,shipping,installing and bracingRefer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Compolen Safety Information,by TPI ana'SBCA)fb safely practices prior to rfo ing these functions. Installers shall provide temporary (503)367-2118 braan r BGSI.Unless noted oche e,top chord shall have properly attached structural sheathing and bottom chord shall have a pr `fty attached cellirngg Locations shown for permanent lateral restraint of webs shall have braacing9 installed per BCSI sections 83,B7 or 91 , I� as applicable. Andy plates to each face o truss and position as shown above and on the Joint-Details, unless noted otherwise. 'Refer to ALPINE drawings 161 -Z or standard plate positions.Refer to Job's General Notes page for additional information. Alpine.a division of ITW Buildin Components Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the ,"nwmwau. truss in conformance with ANSI/TPI 1, or or aandli aa shipping,_installs ion and bracing of trusses. A seal onithis drawl or cover page 155 Harlem Ave listing this drawing indicates acceptance of professiinal engpneenng responsibility sot lyTor the design shown.The suitabil y and use of this drawing for any structure is the responsibility of the Building-Designer per ANSIITPI 1 Sea2. Nodh Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEQN:340713 MONO Ply: 1 Job Number: 0722001 Gust:R 7175 JRsf:1XL171750002 T119 FROM:MG Qty: 1 Tigard Senior Housing DrerNo: Page 2 of 3 Truss Label: 821 ... 1 ... 11/28/2022 0.25 12 =3X5 =3X5=3X5 =3X5 =3X5 I111.5X4 A IIIB7 Ti =10C12 D E F NNN1‘.1.6CI W2 1111.5X4 P O N M L =3X5 =3X5 =3X5 =3X5 =3X5=3X5 =3X5 Member MaxTen MaxCornp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.00 - 0.154 0.154 1 2x10 DF-L#2 42.01" Plywd B - C 20.80 -3.37 - 0.153 0.153 1 2x1D DF-L#2 61.56" Plywd C - D 49.32 -11.16 0.010 0.442 0.452 2 2x4 HF#2 65.02" Plywd D - E 58.42 -12.38 0.012 0.516 0.529 2 2x4 HF#2 61.51' Plywd E - F 95.90 -14.99 0.019 0.516 0.536 2 2x4 HF#2 61.51" Plywd F - G 104.55 -14.64 0.022 0.524 0.546 2 2x4 HF#2 61.51" Plywd G - H 260.97 -34.64 0.052 0.524 0.577 2 2x4 HF#2 61.51" Plywd H - I 0.62 -6.56 - 0.413 0.413 2 2x4 HF#2 36.92" Plywd O - P 4.01 -0.00 - 0.102 0.102 2 2x4 HF#2 61.50" Diaph P - 0 7.49 -15.66 - 0.102 0.102 2 2x4 HF#2 61.50" Diaph O - N 33.75 -0.96 0.007 0.064 0.071 2 2x4 HF#2 45.00" Diaph N - M 33.75 -23.03 0.007 0.060 0.068 2 2x4 HF#2 16.50" Diaph M - L 22.68 -17.45 0.005 0.087 0.092 2 2x4 HF#2 61.50" Diaph L - K 6.58 -33.32 - 0.087 0.087 2 2x4 HF#2 61.50" Diaph K - J 26.23 -172.30 - 0.078 0.078 2 2x4 HF#2 40.38" Diaph B - 0 136.53 -511.29 0.050 0.008 0.058 25 2x4 HFStand+HFStud 11.32" - B - P 5.59 -18.92 0.010 - 0.010 2 2x4 HF#2 59.09" - C - P 101.91 -294.71 0.062 - 0.062 1 2x4 HFStand+HFStud 18.35" - C - 0 11.86 -24.58 0.015 - 0.015 2 2x4 HFStand+HFStud 60.83" - O - D 117.25 -491.34 0.104 - 0.104 2 2x4 HFStand+HFStud 19.63" - D - M 24.15 -92.62 0.057 - 0.057 2 2x4 HFStand+HFSlud 61.23" - M - E 107.58 -533.70 0.114 - 0.114 2 2x4 HFStand+HFStud 20.92" - E - L 22.24 -131.50 0.082 - 0.082 2 2x4 HFStand+HFStud 61.66" - L - G 117.88 488.20 0.106 - 0.106 2 2x4 HFStand+HFStud 22.20" - G - K 31.07 -242.61 0.153 - 0.153 2 2x4 HFStand+HFStud 62.10" - K - H 96.57 -650.71 0.144 - 0.144 2 2x4 HFStand+HFStud 23.48" - H - J 215.43 -33.25 0.110 - 0.110 2 2x4 HFStand+HFStud 40.81" - I - J 2228 -108.01 - 0.018 0.018 2 2x4 HFStand+HFStud 24.25" - Joint x y Plate Cq JSI Method deflY(L) detlY(T) defX(L) deflX(T) A -3.50' 42.32' 0.02" U999 0.06" L/697 0.00" 0.00" B 0.00' 42.40' 3X7 0.96 0.95 N 0.00" U999 0.00" L1999 0.00" 0.00" C 5.13' 42.62' 10X12 0.96 0.67 N 0.00" U999 0.00" 1/999 0.00" 0.00" D 10.54' 42.85' 3X5 0.96 0.35 N 0.00" L/999 0.00" U999 0.00" 0.00" E 15.66' 42.96' 3X5 0.96 0.36 N 0.00" U999 0.00" U999 0.00' 0.00' F 17.08' 42.99' 3X5 0.96 0.64 N G 20.79' 43.0T 3X5 0.96 0.35 N 0.00' U999 0.00" 1/999 0.00" 0.00' H 25.91' 43.18' 3X5 0.96 0.44 N 0.00" 1J999 0.00" U999 0.00" 0.00" I 28.99' 43.24' 1.5X4 0.96 0.56 N 0.00" U999 0.02" U999 0.00' 0.00" J 28.99' 40.93' 3X5 0.96 0.88 N 0.00" L/999 0.02" U999 0.00" 0.00" K 25.62' 40.93' 3X5 0.96 0.43 N 0.00" U999 0.00" U999 0.00' 0.00" L 20.50' 40.93' 3X5 0.96 0.35 N 0.00" L/999 0.00" U999 0.00" 0.00" M 15.3T 40.93' 3X5 0.96 0.37 N 0.00" L/999 0.00" U999 0.00" 0.00" "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. '"IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boo 466 Trusses reuire extreme care in fabricating,handling,shipping,installing and bracing. Refer to nd follow the latest edition of BCSI(Building Cornelius OR 97113 ComponentSafety Information,b TPI n SBCA fr safety practices nor to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted Otherwise,top chord shall have properl attached structural sheathing and bottom chord shall have a prope6y attached rigid ceiling.Locations shown for permanent lateral restraint ofwebs shall have racinns lled per BCSI sections B3,87 or 810, as applicable. AppTy plates to each face o truss and position as shown above and on the Jan Details, unless noted otherwise. Refer to ALPINE. drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping instalaon and bracing of trusses. A seal on this drawing or cover pae 155 Harlem Ave listing this drawing indicates acceptance of professional engineering responsibility the design shown.The suitabilit7r and use o this North 4th Floor drawing for any structure is the responsibility of the Building-Designer per North Bw Building,L g 4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.arg SEQN:340713 MONO Ply: 1 Job Number: 0722001 Cost R7175 JRef:1XL171750002 T119 FROM:MG Qty: 1 Tigard Senior Housing DnirNo: Page 3 of 3 Truss Label: B21 ,,. / ... 11/282022 0.25 12 3X5=3X5 =3X5 =3X5 III 1.5X4 1113X7 T1 =10C12 =3p5 E F QG\�\ {H 9 W2 r C ����/ ���i������K 1111.5X4 5X4 P P 0 N M L .----3X53X5 =3X5 =-3X5 =3X5 =3X5=3X5 =3X5 N 14.00' 40.93' 3X5 0.96 0.39 N 0.00" U999 0.00" L/999 0.00" 0.00" O 10.25' 40.93' 3X5 0.96 0.35 N 0.00" U999 0.00" U999 0.00" 0.00" P 5.13' 40.93' 3X5 0.96 0.36 N 0.00" L/999 0.00" U999 0.00" 0.00" O 0.00' 40.93' 1.5X4 0.96 0.96 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases (STD.AUTO.LOAD][OC 24.00](DF 1.15][NM 1] [C&C ASCE WindHRt-+][OC 24,00)[DF 1.60][NM 1] [MWFRS-Roof Snow Lod][OC 24.00][DF 1.60%NM 1] Load Case:1 User Modified:No Load Case:25 User Modified:No Load Case:38 User Modified:Yes Repetitive Factors Used:Yes Repetitive Factors Used:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y--46.41 0%] -32 PLF @-3.5 to -32 @ 3.2 L[y=42.81[100%] 11 PLF @-3.5 to 11 @ 5.1[y=46.4]( 0%) 22 PLF @ 5.1 to 22 @ 17.1(y--46.4)[ 0%] 12 PLF @-3,5 to 12 @ 3.2(y=48.4][ 0%] 11 PLF @ 5.1 to 11 @ 17.1[y-46.4][ 0%] 22 PLF @ 17.1 to 22 C 29.0(y=46.4][ 0%] -35 PLF @ 3.2 to -35 @ 5.1 L[y-42.81[100%] 11 PLF @ 17.1 to 11 @ 29.0[y=46.4][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.811 0%1 -35 PLF` 5.1 to -35 a 17.1 L[y=43.1][100%] 2 PLF @-3.5 to 2 @ 0.0[y=35.8][ 0%] 50 PLF @-3.5 to 50 5.1[y=46.41[100%J -35 PLF @ 17.1 to -35 @ 29.0 L[y-43.31[100%] -11 PLF @-3.5 to -11 @ 5.1[y--46.4][100%1 50 PLF @ 5.1 to 50 @ 17.1[y-46.4][1O0%j 12 PLF @ 3.2 to 12 @ 29.0[y-46.4][ 0%] -11 PLF @ 5.1 to -11 @ 17.1[y=46,4][100%] 50 PLF @ 17.1 to 50 @ 29.0[y-46.4][100%] 8 PLF @ 0.0 to 8 @ 25.9(y=35.8)[ 0%] -11 PLF @ 17.1 to -11 @ 29.0[y=46.4][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.81( 0%] 20 PLF @ 25.9 to 20 @ 29.0[y=40.8][100%] -9 PSF @ 8.9 to -9 @ 29.0[y=46.4][100%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.81 0%] 8 PLF @ 25.9 to 8 @ 29.0[y=35.81( 0%] 8 PSF @ 8.9 to 8 @ 29.0[y-46.4][ 0%] Brg.#1 Vert.R= 2875.2#Hor.R= -0.0# _-__-_-_====_-_--- --------- 9 PLF @ 0.0 to 9 @ 14.0[y=35.81( 0%] 9 PLF T 14.0 to 9 @ 29.0[y=35.81( ON [Roof Snow Load][OC 24.00][DF 1.15)(NM 1] Brg.#1 Vert.R= 239.6#Hor.R= -0.04 Load Case:2 User Modified:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y-46.41[ 0%] 22 PLF @ 5.1 to 22 @ 17.1(y-46.4]1 0%] 22 PLF @ 17.1 to 22 @ 29.0(y"46.4J[ D%] 4 PLF C-3.5 to 4 @ 0.0[y=35.81( 0%1 22 PLF @-3.5 to 22 @ 5.1[y 46.4][100%] 22 PLF @ 5.1 to 22 @ 17.1[y--46.4][100%] 22 PLF @ 17.1 to 22 @ 29.0[y--46.4][100%1 38 PLF @ 8.9 to 38 @ 29.0[y-46.4][100%] 30 PLF @ 8.9 to 30 @ 29.0(y=46.4][ 0%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8)1 0%] 18 PLF @ 14.0 to 18 @ 29.0[y"35.8]( 0%] Brg.#1 Vert.R= 3330.5#Hor.R= 0.0# ""WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components oforegon,Inc. '*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0 Box 488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing Refer to end follow the latest edition of BCSI(Building Comelius oR 97113 Component Safety Information,by TPI and SBCA)ter safety practices prior to performing these functions. Installers shall provide temporary 003)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathingand bow chord shall have_a properly attached n id ceiling Locations shown for permanent lateral restraint of webs shall have bracing Instlled per BCSI sections 63,B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for sandard ate positions.Refer to jobs General Notes page for additional Information. Alpine,a di ision of ITW BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIPtPI 1, or or h ndling shipping.,installattion and bracing o trusses. A seal orithis drawing or cover page 155 Harlem listing thisdrawing,indicates acceptance Or pro0ressiorlal en Ineenng responsibility solely-tor the design shown.The suitability and use of this North areemng,Aveefh Floor drawing or any structure is the responsibility of the Building-DDesigner per NI/TPI Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinstorg;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 80025 SEQN:304752/ HIPM Ply: 1 Job Number: 0722001 Cunt:R7175 JRd:1XL171750002 T13 FROM:MG Oly: 1 Tigard Senior Housing DrwNo: 332.22.0740.12233 Page 1 of 5 Truss Label: BDS BFR / RTT 11/28/2022 I 28'11'14 2'8" I 5'5' 7'11"15 10'6'8 13'5"8 15'8' 20'9"8 2702 25'9'4 28'''14 5'5' -I 76'15 I 2'8'9 I 2'11' 72'8 I 51'8 I 1'7'10 W218' 0 0.25 12 rT "5X5 =4X5=4X5 lI1.5X4 m4X5 B C D =5E5 F G H I J K AI W2 S V'I����������,- c2NJV �f� M L lii3X7 m4X5 T _5X5 R m4g5 -4X5 =?8X8 tl11.5X4 /i 25' "i-3'0'14,{ 5'1'8 I 5'1'8 I 2'11' I 1'41 5'1'8 I 12't0 4'0'10 11ro 2 5'1'8 10'3' 13'Z" 154 20'6' 21'610 259'4 28 8 10' 72"8 I 1"-1 I 28'11'14 Loading Criteria(pan Wind Criteria Snow Criteria (Pg.Pf In PSF) DeNCBI Criteria •Maximum Reactions(Iba),or*SPLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct 1.0 CAT:II PP Deflection in be L/defl L/# Gravity Non-Gravity TCOL: 11.00 Speed: 96 mph Pt 11.0(specified) Ce:1.0 VERT(LL): 0.039 L 999 360 Loc R+ /R- /Rh I Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.044 L 870 240 V 261 /-102 /1600 /624 /461 /768 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.059 K - - V` 122 1- /- /81 /3 /- Des Ld: 45.00 EXP.B Kzt:NA HORZ(TL): 0.067 K - - N 2675 /-601 /- /1898 /265 /- Mean Height:43.01 ft NCBCLL:0.00 TCDL:6.0 pst Build' Code: Creep Factor:2.0 T /-301 S /-1076 Ste: 2.00 IBC 2018 Max TC CSI: 0.527 BCDL:4.2 WI Std: 2014 Max BC CSI: 0.443 Q /-443 Duration:LoadDuration:1.15 MWFRS Parallel Dist:fV2 to hP /-651 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.835 Wind reactions based on MWFRS Loc.from endwall:Any FT/RT:4(0)/4(0) V Brg Wid=5.5 Min Req= 1.5(Truss) GCpi:0.18 Plate Type(s): V Brg Wid=300 Min Req=- Wind Duration:1.60 WAVE VIEW Ver:21.02.00B.1108.20 N Brg Wid=5.5 Min Req=4.0(Truss) Lumber Wind Bearings V,V,&N are a rigid surface. Top chord 2x4 HF#2 Wind loads based on MWFRS with additional C&C Members not listed have forces less than 375# Bot chord 2x4 HF#2 member design. Maximum Top Chord Forces Per Ply(lb.) Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2: End verticals not exposed to wind pressure. Chords Tens.Comp. Chords Tens. Comp. Special load case 1 Right cantilever is exposed to wind A-B 1536-1528 F-G 1819 -1804 --(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) Additional Notes B-C 1233-1234 G-H 947 -902 TC:From 72 plf at 0.00 to 72 plf at 28.99 C-D 653 -623 H-I 2192 -2079 BC:From 18 plf at 0.00 to 18 pit at 28.99 Uplift connections required.See uplifts in R-and U D-E 1047-1037 I-J 1340 -1227 TC: 750 lb Conc.Load at 22.01,25.69 columns of Maximum Reactions table. E-F 1373-1355 J-K 885 -818 Special load cases 2,3,4&5 Puriina Maximum Bot Chord Forces Per Ply(lb.) ---(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) In lieu of structural panels use purlins to brace all flat Chords Tens.Comp. Chords Tens. Comp. TC:From 22 plf at 0.00 to 22 plf at 28.99 TC @ 24"oc. BC:From 18 p6 at 0.00 to 18 ptf at 28.99 V-U 1778-1783 R-Q 914 -883 TC:+/-1300 lb Conc.Load at 13.31,26.64 U-T 1956-1925 0-P 1509 -1502 TC: 750 lb Conc.Load at 22.01,25.69 T-S 1522-1500 P-O 696 -69B PL- +/-800 lb Conc.Load at(13.34,43.02)[1.2 deg] S-R 914 -883 0•N 1522 -1362 PL- +/-800 lb Conc.Load at(26.64,43.20)(360.0 deg] Special load cases occur non-concurrently. ���(GO PROF.SS Maximum Web Forces Per Ply(lb.) Plating Notes \y .AGlNFF �O Webs Tens.Comp. Webs Tens. Comp. All plates are 3X5 except as noted. W 83294PE y A-V 497 -556 Q-F 393 -572 a' A-U 1595-1621 F-P 1141 -1167 Loading U-B 394 -652 P-G 1193 -1308 Truss transfers a maximum horizontal load of B-T 1370-1404 G-O 1286 -1400 8985#( 310.00 pit)along top chord,from either T-D 882-1042 O-H 157 -1559 direction,to supports where indicated.Diaphragm and OREGON D-S 1534-1577 H-N 1557 -1848 connections are to be designed by Engineer of Record. /3 't7 pew = S-E 1305-1158 I-N 79 -1025 t'i Drag Loads:Force(*) (PLF) Mbr Start End Ly 14.20 er E-Q 1521 -1541 N-J 1367 -1427 Case 1: 8985 310.00 TC 0.00 28.99 ''Se II Tar'' 8985 348.88 BC 0.00 25.92 Renewal 613012024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa 458 Trusses require extreme care in fabricating, oodlinq,shipping installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)1�safety practices prior to performing these functions. Installers shall provide temporary (soalas7-z1 ns bracingper BCSI.Unless noted otherwise,topchord shall have nP attached structural sheathing and bottom chord shall have a properly attachd rigid ceiling Locations shown for pemanent lateral restrainta of webs shall have brcing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face o truss and position as shown above and on a Joint-Details., unless noted otherwise. Refer to ALPINE drawings 160A-Z for sandard ate positions.Refer to job's General Notes page for additional informaon. Alpine,a division of ITW Buildino1Components Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the .„m.reM=.„, truss in conformance with ANSVTPI 1, or for handling, shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional enaineenng responsibility soielyTor the design shown.The suitability and use of ailsNarh Building,4th Floordrawing or any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:304752 HIPM Ply 1 Job Number. 0722001 Cush R 7175 JRet:XL171750002 713 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 2 of 5 Trues Label: BDS ... I ... 11/28/2022 0.25 12 =5X5 =4X5=4X5 1111.5X4 4X5 B C D -5E5 F G H I J ZEI V N=8X8 M 1113X7 R I111.5X4 =4X5 T =5X5 =4X5 =-4X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 1535.51 -1527.82 0.005 0.445 0.450 1 2x4 HF#2 64.98" Plywd B - C 1232.82 -1234.03 - 0.445 0.445 1 2x4 HF#2 61.51" Plywd C - D 653.15 -623.42 0.132 0.114 0.246 2 2x4 HF#2 61.51" Plywd D - E 1047.16 -1036.84 0.194 0.238 0.431 5 2x4 HF#2 35.01" Plywd E - F 1372.96 -1354.90 0.097 0.194 0.291 2 2x4 HF#2 26.50" Plywd F - G 1818.99 -1803.90 0.275 0.047 0.322 20 2x4 HF#2 61.51" Plywd G - H 947.11 -901.57 0.014 0.287 0.300 1 2x4 HF#2 14.66' Plywd H - I 2192.02 -2079.13 0.282 0.217 0.499 5 2x4 HF#2 45.13' Pun 24 I - J 1340.21 -1227.49 0.282 0.245 0.527 5 2x4 HT#2 8.63" Purl 24 J - K 885.11 -817.81 0.186 0.234 0.420 5 2x4 HF#2 30.00" Pun 24 ✓ - U 1778.39 -1763.24 0.337 0.106 0.443 2 2x4 HF#2 81.50' Diaph U - T 1955.64 -1925.03 0.232 0.106 0.337 4 2x4 HF#2 61.50" Diaph T - S 1522.38 -1500.09 0.207 0.056 0.263 4 2x4 HF#2 35.00" Diaph S - R 913.55 -882.89 0.192 0.010 0.202 4 2x4 HF#2 10.00" Diaph R - Q 913.55 -882.89 0.192 0.069 0.261 4 2x4 HF#2 16.50" Diaph Q - P 1508.64 -1501.95 0.100 0.070 0.171 5 2x4 HF#2 61.50" Diaph P - 0 695.59 -697.66 0.097 0.076 0.172 4 2x4 HF#2 14.62" Diaph O - N 1521.78 -1382.29 0.230 0.078 0.308 20 2x4 HF#2 48.63" Diaph N - M 17.91 -101.62 - 0.116 0.116 5 2x4 HF#2 12.13' Diaph M - L 2.66 -1.97 - 0.058 0.058 4 2x4 HF#2 26.50" Diaph A - V 496.74 -585.74 0.182 0.010 0.192 20 2x4 HFStand+HFStud 17.07" - A - U 1594.77 -1620.99 0.835 - 0.835 20 2x4 HF#2 59.55" - U - B 394.08 -651.78 0.144 - 0.144 20 2x4 HFStand+HFStud 18.35" - B - T 1369.75 -1403.97 0.828 - 0.828 20 2x4 HFStand+HFStud 60.83" - T - D 881.64 -1041.68 0.323 - 0.323 20 2x4 HFStand+HFStud 19.63" - D - S 1534.30 -1576.91 0.562 - 0.562 21 2x4 HFStand+HFStud 37.12" - S - E 1305.13 -1157.66 0.665 - 0.665 5 2x4 HFStand+HFStud 20.36" - E - Q 1521.49 -1541.00 0.557 - 0.557 21 2x4 HFStand+HFStud 30.72' - Q - F 393.03 -572.02 0.144 - 0.144 20 2x4 HFStand+HFStud 20.92" - F - P 1141.36 -1167.44 0.706 - 0.706 20 2x4 HFStand+HFStud 61.66" - P - G 1193.44 -1307.93 0.437 - 0.437 20 2x4 HFStand+HFStud 22.20" - G - 0 1285.74 -1400.05 0.471 - 0.471 21 2x4 HFStand+HFStud 23.49" - O - H 157.23 -1559.17 0.258 - 0.258 21 2x4 HFStand+HFStud 22.50" - H - N 1566.90 -1847.95 0.734 - 0.734 20 2x4 HFStand+HFStud 48.86" - 1 - N 78.98 -1025.12 0.224 - 0.224 1 2x4 HFStand+HFStud 22.48" - N - J 1366.89 -1427.43 0.697 - 0.697 4 2x4 HFStand+HFStud 23.05" - J - M 97.43 -36.80 0.049 - 0.049 1 2x4 HFStand+HFStud 22.48" - M - K 29.79 -125.99 0.032 - 0.032 2 2x4 HFStand+HFStud 32.16" - K - L 36.81 -7.48 0.013 0.024 0.037 2 2x4 HFStand+HFStud 22.48" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A 0.00' 42.64' 4X5 0.96 0.83 N 0.00" L1999 0.00" L1999 0.02" 0.02" B 5.41' 42.75 3X5 0.96 0.86 N 0.00" U999 0.00" U999 0.03' 0.03" "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Tnas Components of Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bon 488 Trusses require extreme care in fabricating handling,shipping,installing.and bracl'ng. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)tSr safely 5iaclices prior to performing these functions. Installers shall provide temporary (503)357.2118 bracing per SCSI.Unless noted otherwise,top chrd shall have properly attached.structural s(tea(hing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing[1 instaalled per SCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on Bug JoinTDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional inffpormation. Alpine,a division of ITW BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracing o trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance responsibility of the Building esigner per ANSI/TPI 1 Sec.2. North Building.4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304752 HIPM Ply 1 Job Number: 0722001 Cust R7175 JRet 1XL171750002 T13 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 3 of 5 Truss Label: BUS ... ! ... 11/28/2022 0.25 12 v =5X5 -4X5 =-5X5 F -4X5--4X5 III 1.5X4J K _A B C D [�\\\ _ W2 \ $(f -r:\\:''''-''''. - 1 rC Z irf} 113X7 4X5 T =5X5 R =4X5X5 //8X8 M 1111.5X4 C 8.00' 42.80' 3X5 0.96 0.35 N D 10.54' 42.85' 3X5 0.98 0.94 N 0.00" L/999 0.00" U999 0.03" 0.04" E 13.46' 42.92' 5X5 0.96 0.92 N 0.00" U999 0.00" U999 0.03" 0.04" F 15.66' 42.96' 3X5 0.96 0.73 N 0.00" L/999 0.00" U999 0.04" 0.04" G 20.79' 43.0T 4X5 0.96 0.86 N 0.00" U999 0.00" U999 0.05" 0.05" H 22.01' 43.09' 4X5 0.96 0.92 N 0.00" L/999 0.00" U999 0.05" 0.05" I 25.77' 43.09' 1.5X4 0.96 0.76 N 0.00" U999 0.00" U999 0.06" 0.06" J 26.49' 43.09' 5X5 0.96 1.00 N 0.00" L/999 0.02" U557 0.06" 0.07" K 28.99' 43.09' 3X5 0.96 0.85 N 0.04" U999 0.05" U772 0.06' 0.07" L 28.99' 40.93' 1.5X4 0.96 0.62 N 0.04" U999 0.05" U771 0.03" 0.04" M 26.78' 40.93' 3X5 0.96 0.49 N 0.01" U999 0.02" U653 0.03' 0.04" N 25.7T 40.93' 8X8 0.96 0.88 N 0.00" U999 0.00" L1999 0.03" 0.04" O 21.72' 40.93' 4X5 0.96 0.86 N 0.00" U999 0.00" L1999 0.03" 0.04" P 20.50' 40.93' 3X5 0.96 0.91 N 0.00" U999 0.00" U999 0.03" 0.04" Q 15.37' 40.93' 4X5 0.96 0.82 N 0.00" U999 0.00" U999 0.02" 0.03" R 14.00' 40.93' 3X5 0.96 0.34 N 0.00" U999 0.00" U999 0.02" 0.03" S 13.17' 40.93' 5X5 0.96 0.92 N 0.00" U999 0.00" U999 0.02" 0.03' T 10.25' 40.93' 3X5 0.96 0.86 N 0.00" L/999 0.00" U999 0.02" 0.02" U 5.13' 40.93' 4X5 0.96 0.81 N 0.00' L/999 0.00" U999 0.01° 0.01' ✓ 0.00' 40.93' 3X7 0.96 0.83 N 0.00" U999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases [STDAUTO.LOAD)[OC 24.00][DF 1.15][NM 1] [Partial Unbal.Lt][OC 24.001[DF 125][NM 1) [MWFRS-STD.AUTO.LOAD][OC 24.00][DF 1.60)[NM 1] Load Case:1 User Modified:Yes Load Case:8 User Modified:Yes Load Case:22 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @ 0.0 to 22 @ 8.0[y=46.21[ 0%1 22 PLF @ 0.0 to 22 r@ 8.0[y--46.2][ 0%] 11 PLF @ 0.0 to 11 @ 8.0[y=46.2][ 0%J 22 PLF @ 8.0 to 22 @ 22.0[y-46.2)[ 0%] 22 PLF @ 8.0 to 22 @ 22.0[y=46.2J[ 0%) 11 PLF @ 8.0 to 11 @ 21.9[y=46.2][ 0%] 22 PLF @ 22.0 to 22 @ 29.0[y--46.21[ D%) 22 PLF @ 22.0 to 22 @ 29.0 fy--46.2][ 0%] 11 PLF @ 21.9 to 11 @ 29.0[y 46.2]( 0%] 50 PLF @ 0.0 to 50 @ 8.0(y 46.2][100%J 50 PLF @ 13.0 to 50 n 22.0(y--462][100%] -24 PLF C 0.0 to -24 @ 8.0[y--46.2][100%) 50 PLF @ 8.0 to 50 @ 22.0[y--46.2][100%] 50 PLF 22.0 to 50 @ 29.0[y=46.2][100%] -24 PLF @ 8.0 to -24 @ 21.9[y=46.2][100%] 50 PLF @ 22.0 to 50 C 29.0[y=48.4100%J 18 PLF @ 0.0 to 18 @ 14.0[y=35.8J[ 0%J -24 PLF @ 21.9 to -24 @ 29.0[y--46.2][100%) 18 PLF @ 0.0 to 18 @ 14.0)y=35.8][ 0%] 18 PLF @ 14.0 to 18 @ 29.0(y=35.8][ 0%] 9 PLF @ 0.0 to 9 @ 14.0[y=35.8]) 0%) 18 PLF @ 14.0 to 18 @ 29.0[y=35.8$ 0%] 750.00 Lbs.@ 22.0,46.2 Angle=270 9 PLF @ 14.0 to 9 @ 29.0(y=35.81[ 0%) 750.00 Lbs.@ 22.0,46.2 Angle=270 750.00 Lbs.@ 25.7,46.2 Angle=270 382.50 Lbs.@ 22.0,46.2 Angle=270 750.00 Lbs.@ 25.7,46.2 Angle=270 Brg.#1 Vert.R= 81.8#Hor.R= -0.0# 382.50 Lbs.@ 25.7,46.2 Mgle=270 Brg.#1 Vert.R= 184.6#Hor.R= -0.0# Brg.#2 Vert.R= 2049.6#Hor.R= 0.0# Brg.#1 Vert.R= -7.6#Hor.R= -0.0# Brg.#2 Vert.R= 2595.2#Hor.R= 0.0# Brg.#3 Vert.R= 1329.8#Hor.R= -0.0# erg.#2 Vert.R= 286.0#Hor.R= -0.0# Brg.#3 Vert.R= 1329.3#Hor.R= -0.04 ---------________- ---------- Brg.#3 VeitR= 382.0#Hor.R= -0.0# -- ----------------------------- [Partial Unbal.Rt][OC 24.00][OF 1.25](NM 11 ===-=-=-=-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_ [WS1][OC 24.00][DF 1.15][NM 1] Load Case:9 User Modified:Yes )MWFRS-WS1](OC 24.00)[DF 1.60][NM 1) Load Case:2 User Modified:Yes Repetitive Factors Used:No Load Case:57 User Modified:Yes Repetitive Factors Used:No 22 PLF @ 0.0 to 22 @ 8.0)y=46.2][ 0%] Repetitive Factors Used:No 22 PLF @ 0.0 to 22 @ 8.0 ry-46.2)[ 0%] 22 PLF @ 8.0 to 22 @ 22.0[y=46.21 0%] 11 PLF @ 0.0 to 11 @ 8.0[y=46.211 0%] 22 PLF @ 8.0 to 22 @ 22.0[y--46.2]( 0%] 22 PLF @ 22.0 to 22 @ 29.0[y=46.2][ 0%] 11 PLF @ 8.0 to 11 @ 22.0[y=46.21[ 0%] 22 PLF @ 22.0 to 22 @ 29.0[y-46.2][ 0%] 50 PLF @ 0.0 to 50 @ 8.0[y 46.21[100%1 11 PLF @ 22.0 to 11 @ 29.0(y--46.2][ 0%] i 50 PLF @ 0.0 to 50 @ 8.0(y-46.2][100%] 50 PLF @ 8.0 to 50 @ 13.0[y=46.2][100%] -24 PLF @ 0.0 to -24 @ 8.0[y=46.2][100%] 50 PLF 8.0 to 50 @ 22.0[y--46.21[100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] -24 PLF @ 8.0 to -24 @ 22.0[y=46.2][100%] "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc. "*IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.9os 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing., Refer to end follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chOrd shall have properlyattach d structuralrigidceiling. installed per SCSI sections B3,87 or B10, as applicable. AppT plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Ifefer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW BuildinlComponents Group Inc.shall not be responsible for any deviation from this drawing,an failure to build the trues in conforn)ance with ANSI/ PI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave g,listing this drawin indicates acceptance of professional engcLjneenng responsibility solely-for the design shown.The suitability and use of this drawing for any structure is the responsibility of the BuildingUesign6r per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tphnst.org;SBCA:sbcacomponents.com;ICC:itcsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:304752 HIPM Ply: 1 Job Number. 0722001 Cust:R7175 JRef:1XL171750002 T13 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 4 of Truss Label: BDS ... / ... 11/28/2022 0.25 2 5X5 =4X5=4X5 1111.5X4J K =4X5 B C pD\\ -5E5 4F\\\ \ i. [[4��\\\\\\A \ � \$/ D � V gl�����������---�./�'��/"qN M L 1113X7 U T S R ss 8X8 1111.5X4 4X5 =5X5 =4X5 =4X5 50 PLF @ 22.0 to 50 @ 29.0[y=46.2][100%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.81 0%] -24 PLF @ 22.0 to -24 @ 29.0[y-46.21[100%j -50 PLF @ 0.3 to -50 @ 29.0 1y--46.2][100%j 750.00 Lbs.@ 22.0,46.2 Angle=270 24 PLF @ 0.3 to 24 @ 29.0(y=46.21[100%1 -50 PLF @ 0.0 to -50 @ 0.3[yr46.4100%] 750.00 Lbs.@ 25.7,46.2 Angle=270 24 PLF @ 0.0 to 24 @ 0.3[y=46.21[100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%j Brg.#1 Vert.R= 184.6#Hor.R= -0.0# 9 PLF @ 0.0 to 9 @ 14.0[y=35.81 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8][ 0%] Brg.#2 Vert.R= 2092.9#Hor.R= -0.0# 9 PLF @ 14.0 to 9 @ 29.0[y=35.8][ 0%] 750.00 Lbs. 7 22.0,46.2 Angle=270 Brg.#3 Vert.R= 1029.9#Hor.R= -0.0ft 382.50 Lbs.@ 22.0,46.2 Angle=270 750.00 Lbs.@ 25.7,46.2 Angle=270 __-__=====_=_- •_•_•_-_•_•_-_-_-= 382.50 Lbs.@ 25.7,46.2 Angle=270 800.00 Lbs.W 13.3,43.0 Angle= 1 [Partial Unbal.LI1][OC 24.00[[DF 1.25][NM 1] -384.21 Lbs.@ 13.3,43.0 Angle= 1 800.00 Lbs.@ 28.6,43.2 Angle=360 Load Case:10 User Modified:Yes -384.21 Lbs.@ 26.6.43.2 Angle=360 1300.00 Lbs.@ 13.3,46.2 Angle=270 Repetitive Factors Used:No -624.35 Lbs.@ 13.3,48.2 Angle=270 1300.00 Lbs.r_, 26.6,46.2 Angle=270 22 PLF @ 0.0 to 22 @ 8.0[y--46.2][ 0%] -624.35 Lbs.@ 26.6,48.2 Angle=270 Brg.#1 Vert.R= -97.6#Hor.R=-1599.8# 22 PLF @ 8.0 to 22 @ 22.0[y=46.2][ 0%] Brg.#1 Vert.R= 127.9#Hor.R= 768.3# Brg.#2 Vert.R= 2878.8#Hor.R= -0.0# 22 PLF @ 22.0 to 22 @ 29.0[y=46.2]1 0%] Brg.#2 Vert.R= 245.8#Hor.R= -0.0# Brg.#3 Vert.R= 2661.6#Hor.R= -0.0# 50 PLF @ 25.7 to 50 @ 29.0[y=46.2][100%] Brg.#3 Vert.R= -257.9#Hor.R= 0.0# 18 PLF @ 0.0 to 18 @ 14.0[y=35.81[ O%] ------_________________________________________ (W S2](OC 24.00J[DF 1.151[NM 1] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8][ 0%] [MWFRS-W S3][OC 24.00J[DF 1.601[NM 1] Load Case:3 User Modified:Yes 750.00 Lbs.@ 22.0,46.2 Angle=270 Load Case:58 User Modified:Yes Repetitive Factors Used:No 750.00 Lbs.@ 25.7,46.2 Angle=270 Repetitive Factors Used:No 22 PLF @ 0.0 to 22 @ 8.0[y--46.2]( 0%] Brg.#1 Vert.R= 81.7#Hor.R= -0.0# 11 PLF @ 0.0 to 11 @ 8.0[y=46.2]1 0%] 22 PLF @ 8.0 to 22 @ 22.0[y==46.2][ 0%] Brg.#2 Vert.R= 1503.7#Hor.R= 0.0# 11 PLF @ 8.0 to 11 @ 22.0[y--46.211 0%] 22 PLF @ 22.0 to 22 @ 29.0(y=46.2][ 0%] Brg.#3 Vert.R= 1239.3#Hor.R= -0.0# 11 PLF C-22.0 to 11 @ 29.0[y=46.2][ 0%] -50 PLF Ei 0.0 to -50 @ 8.0(y--46.2][100%] __=-_-__-_-__-_-_====_-_-_-_-_---- -24 PLF @ 0.0 to -24 @ 8.0[y=46.2](100%] -50 PLF• 8.0 to -50 @ 22.0[y46.2](100%] [Partial Unbal.Rt11[OC 24.00][DF 1.25][NM 11 -24 PLF @ 8.0 to -24 @ 22.0[y=46.2][100%] -50 PLF @ 22.0 to -50 @ 29.0[y=46.2000%1 Load Case:11 User Modified:Yes -24 PLF @ 22.0 to -24 @ 29.0[y=46.2][100%] 50 PLF n 0.3 to 50 @ 29.0(y=46.21[100%1 Repetitive Factors Used:No 24 PLF @ 0.3 to 24 @ 29.0[y-46.2][100%] 50 PLF @ 0.0 to 50 @ 0.3[y--46.2][100%] 22 PLF @ 0.0 to 22 @ 8.0[y=46.2][ 0%] 24 PLF% 0.0 to 24 @ 0.3[y=46.2][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.81[ 0%1 22 PLF @ 8.0 to 22 @ 22.0(y=46.2][ 0%] 9 PLF CO 0.0 to 9 @ 14.0[p35.B][ 0%1 18 PLF @ 14.0 to 18 @ 29.0(y=35.8][ 0%] 22 PLF @ 22.0 to 22 @ 29.0[y=46.21 0%J 9 PLF @ 14.0 to 9 @ 29.0[y=35.8][ 0%] 750.00 Lbs.@ 22.0,46.2 Angle=270 50 PLF @ 0.0 to 50 @ 8.0[y--46.211100%11 382.50 Lbs.@ 22.0,46.2 Angle=270 750.00 Lbs.@ 25.7,46.2 Angle=270 50 PLF @ 8.0 to 50 C 22.0[y=46.2](100%] 382.50 Lbs.@ 25.7,46.2 Angle=270 -800.00 Lbs.@ 13.3,43.0 Angle= 1 50 PLF @ 22.0 to 50 @ 25.7[y=46.21[100%] -384.21 Lbs.@ 13.3,43.0 Angie= 1 -800.00 Lbs.@ 26.6,43.2 Angle=360 18 PLF @ 0.0 to 18 @ 14.0[y=354 0%] -384.21 Lbs.@ 26.6,43.2 Angle=360 -1300.00 Lbs.@ 13.3,46.2 Angle=270 18 PLF @ 14.0 to 18 @ 29.0[y=35.8][ 0%] -624.35 Lbs.@ 13.3,46.2 Angle=270 -1300.00 Lbs.@ 26.6,46.2 Angle=270 750.00 Lbs.@ 22.0,46.2 Angle=270 624.35 Lbs.@ 26.6,46.2 Angle=270 Brg.#1 Vert.R= 261.3#Hor.R= 1599.8# 750.00 Lbs.@ 25.7,46.2 Angle=270 Brg.#1 Vert.R= 127.5#Hor.R= 768.3# Brg.#2 Vert.R= 416.0#Hor.R= -0.0# Brg.#1 Vert.R= 184.7#Hor.R= -0.0# Brg.#2 Vert.R= 62.0#Hor.R= -0.0# Brg.#3 Vert.R= -600.8#Hor.R= 0.0# Brg.#2 Vert.R= 2638.9#Hor.R= -0.00 Brg.#3 Vert.R= 1175.0#Hor.R= -0.0# ______--- -____________-______-------- Brg.#3 Vert.R= 1120.3#Hor.R= -0.0# [WS3JOC 24.013][DF 1.15](NM 11 --------------------------------------- [MWFRS-WS4](OC 24.00][DF 1.601[NM 1] Load Case:4 User Modified:Yes [Dragstrut L-R][OC 24.00][DF 1.601[NM 1] Load Case:59 User Modified:Yes Repetitive Factors Used:No Load Case:20 User Modified:Yes Repetitive Factors Used:No 22 PLF @ 0.0 to 22 @ 8.0[y-46.2j( 0%] Repetitive Factors Used:No 11 PLF @ 0.0 to 11 @ 8.0[y=46.21 0%1 22 PLF @ 8.0 to 22 @ 22.0[y=446.2][ 0%] 22 PLF C 0.0 to 22 @ 8.0[y-46.2][ 0%] 11 PLF @ 8.0 to 11 @ 22.0[y=46.2][ 0%] 22 PLF @ 22.0 to 22 @ 29.0[y--46.21 0%j 22 PLF @ 8.0 to 22 @ 22.0[y=46.2][ 0%] 11 PLF @ 22.0 to 11 @ 29.0[y--46.21[ 0%] 50 PLF @ 0.0 to 50 @ 8.0[y-46.2][100%] 22 PLF @ 22.0 to 22 @ 29.0[y=46.2][ 0%] -24 PLF @ 0.0 to -24 @ 8.0[y=46.2][100%] 50 PLF @ 8.0 to 50 @ 22.0 p46.2][100%] 310 PLF @ 0.0 to 310 @ 8.0 L[y=42.9](100%] -24 PLF @ 8.0 to -24 @ 22.0[y=46.2][100%] 50 PLF @ 22.0 to 50 @ 29.0[y--46.2][100%] 310 PLF @ 8.0 to 310 @ 22.0 L[y=43.2][100%] -24 PLF @ 22.0 to -24 I- 29.0[y=46.21[100%1 -50 PLF @ 0.3 to -50 @ 29.0[y=46.2][100%] 310 PLF @ 22.0 to 310 @ 29.0 L[y=43.21[100%1 24 PLF @ 0.3 to 24 @ 29.0[y--46.21[100%j 'WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components oloregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0 9oc 468 Trusses require extreme care in fabricating,h�anpdl' shipping,installin and bracing. Refer to and follow the latest edition of SCSI(Buildin Cornelius OR 97113 Com onena ggagte Information,by TPI and SBCA) r safety practices pgrior to perforQmin these functions. Installers shall provide temporary" 15031357-211e bracing per BGSII.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown or permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,67 or 10, as applicable. Apply plates to each face of tru. s and position as shown above and on the Joinf"Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW B ildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the buss in conformance with ANSIITPI 1, or for handling, shipping,.installation and bracing of trusses. A seal orlthis drawing or cover peon 155 Harlem Ave listing this drawing indicates acceptanceof professional engg�I�neenng responsibility solelyior the design shown. he suitabif and use of this North Building,4th Floor drawing for any structure is the responsility of the Building"Designer per ANSI/TPI 1 Sec.2. g For more information see these web sites:Alpine:alpineitw.com;TPI:tpinsl.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEON:304752 HIPM Ply: 1 Job Number: 0722001 Cost R7176 JRet1XL171750002 713 FROM:MG City: 1 Tigard Senior Housing DiwNo: Page 5 of 5 Truss Label: BDS ... ! ... 1128/2022 0.25 12 =5X5 5X5 m4X5=4X5 III1.5X4J K -4X5 B C p E F G Hill ❑\\ W2 ,J o- V ���������/ ���������gl N M L 1113X7 =4X5 T =5X5 R =4X5 =4X5 =8X8 1111.5X4 -50 PLF @ 0.0 to -50 @ 0.3[y=46.21[100%1 18 PLF @ 0.0 to 18 @ 14.0 Iy=35.81[ 0%] 24 PLF© 0.0 to 24 @ 0.3(y--46.2][100%] 18 PLF M 0.0 to 18 @ 14.0[y=35.81[ 0%1 18 PLF @ 14.0 to 18 @ 29.0[y=35.8]( 0%1 9 PLF @ 0.0 to 9 @ 14.0 ly=35.81( 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.81[ 0%1 -347 PLF @ 0.0 to-347 @ 14.0 L(y=40.8][100%] 9 PLF @ 14.0 to 9 @ 29.0[y=35.8][ 0%) 750.00 Lbs.@ 22.0,46.2 Angle=270 -347 PLF @ 14.0 to-347 @ 25.9 L[y 40.8][100%] 382.50 Lbs.PJ 22.0,46.2 Angle=270 750.00 Lbs.@ 25.7,48.2 Angle=270 750.00 Lbs. ,L. 46.2 Angle=270 382.50 Lbs.@ 25.7,46.2 Angle=270 800.00 Lbs.@ 13.3,43.0 Angle= 1 750.00 Lbs.@ 25.7,46.2 Angle=270 -384.21 Lbs.@ 13.3,43.0 Angle= 1 800.00 Lbs.@ 26.6,43.2 Angle=360 Brg.#1 Vert.R= -460.7#Hor.R= 0.0# -384.21 Lbs.@ 26.6,43.2 Angle=360 1300.00 Lbs.© 13.3,46.2 Angle=270 Brg.#2 Vert.R= 1080.6#Hor.R= -0.0# 624.35 Lbs.@ 13.3,46.2 Angle=270 -1300.00 Lbs.@ 26.6,46.2 Angle=270 Brg.#3 Vert.R= 1897.6#Hor.R= -0.0ff -624.35 Lbs.@ 26.6,46.2 Angle=270 Brg.#1 Vert.R= -96.8#Hor.R=-1599.8# ------------ --------------------- Brg.#1 Vert.R= 130.2#Hor.R= 768.3# Brg.#2 Vert.R= 3061.6#Hor.R= -0.0# [Dragstrut R-L][OC 24.00][DF 1.60][NM 1] Brg.#2 Vert.R= 1498.8#Hor.R= -0.0# 8rg.#3 Vert.R= -321.9#Hor.R= 0.00f Load Case:21 User Modified:Yes Brg.#3 Vert.R= -264.5#Hor.R= 0.0# -----_--------------------- -- Repetitive Factors Used:No -_-_-_-_______-_-_-_-_----------- - [WS4][OC 24.00][DF 1.15][NM 1] 22 PLF l• 0.0 to 22 @ 8.0(y=46.2]( 0%] Load Case:5 User Modified:Yes 22 PLF @ 8.0 to 22 @ 22.0[y=46.21 0%1 Repetitive Factors Used:No 22 PLF @ 22.0 to 22 @ 29.0[y=46.2][ 0%1 22 PLF @ 0.0 to 22 C 8.0[y=46.21[ 0%1 -310 PLF @ 0.0 to-310 @ 8.0 L[y=42.91[100%3 22 PLF @ 8.0 to 22`22.0[y--46.2][ 0%] -310 PLF m 8.0 to 310 @ 22.0 L[y^-43.2][100%1 22 PLF @ 22.0 to 22 at 29.0[y 46.21( 0%] -310 PLF @ 22.0 to-310 @ 29.0 L(y--43.211100%1 50 PLF CO 0.0 to 50 @ 8.0[y=46.2](100%] 18 PLF @ 0.0 to 18 @ 14.0 ly=35.8][ 0%] 50 PLF© 8.0 to 50,L 22.0[y-46.211100%] 18 PLF @ 14.0 to 18©29.0[y=35.811 0%] 50 PLF @ 22.0 to 50 @ 29.0[y-46.21(100%1 347 PLF @ 0.0 to 347©14.0 L(y=40.8][100%] -50 PLF @ 0.3 to -50©29.01r--46.2][100%] 347 PLF CO 14.0 to 347 @ 25.9 l[y=40.8][100%] -50 PLF @ 0.0 to -50 @ 0.3[yr=46.21[100%1 750.00 Lbs.@ 22.0,46.2 Angle=270 18 PLF© 0.0 to 18 @ 14.0(y=35.81[ 0%] 750.00 Lbs.@ 25.7,46.2 Angle=270 18 PLF @ 14.0 to 18 @ 29.0(y=35.8]( 0%1 Brg.#1 Vert.R= 624.4#Hor.R= -0.0# 750.00 Lbs.@ 22.0,46.2 Angle=270 Brg.#2 Vert.R= 2014.2#Hor.R= -0.0# 750.00 Lbs.@ 25.7,46.2 Angle=270 Brg.#3 Vert.R= 163.2#Hor.R= 0.0# 800.00 Lbs.@ 13.3,43.0 Angle= 1 ------------------------------------------- 800.00 Lbs.@ 26.6,43.2 Angle=360 -1300.00 Lbs.@ 13.3,46.2 Angle=270 1300.00 Lbs.@ 26.6,46.2 Angle=270 Brg.#1 Vert.R= -102.4#Hor.R=-1599.8# Brg.#2 Vert.R= 69.8#Hor.R= -0.0# Brg.#3 Vert.R= 2675.4#Hor.R= -0.00 "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tines Components of Oregon,Inc *IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boxes Trusses require extreme care in fabricating,handling,shipping,instalen and bracingg. Refer to and follow the latest edition of BCSI(Building �"m OR 97113 Component Safety Information,by TPI ana SBCA)for safely practices prior to perforinin these functions. Installs shall provide temporary (603)357-2116 bracingper BCS!.Unless noted otherw!se,top chOrd shall have properlyattached structural sheathin and bogochord shall hay a proppp6e y attachd rigid ceiling.Locations shown for permanent lateral restraint or webs shall have bracing installed per BCS sections B3,Ba7 or B10, as applicable. Apply plates to each face,of truss and position as shown above and on the JolnfDetaiis, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Build' CC pon nts Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSI/ PI 1, ore for handling, shipping,_installation,and bracing of trusses. A seal orithis drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance.of professional engine ng responsibility solelyTor the design shown.The suitability and use o !s North artem Building, Floor drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Bw dL f104th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orp;AWC:awc.org SEQN:340750! HIPM Ply: 1 Job Number. 0722001 Cost:R7175 JRel 1XL171750002 T38 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: 332.22.0740.14076 Page 1 of 4 Truaa Label: BDS1 BFR / RTT 11128/2022 6" 5'110 10'9" 15'8"8 21'11'4 255"4 28'1114 161 1 47 10 I 5'7"6 4'11"8 6'2"12 I 3'10" I 3'2"10 0.25 12 w12X1fi = = B (a) 4X8 F 4G5 1111.5X4 =3X5 A TiT1C D T (a) lal fat W10 co h � WZ `� 1 y ' - . r1t 1- �- I V //////�/�/ /,----///////f K J 1113X7 a4X8 =3X10 =3N M L ar4X16 1111.5X4 " 25' 11-;3'014 5'1' 5'0"8 3'10'8 I1'2" 516 5'5"12 3'210 � 36' I I " I I 51 10'1'8 14 15 20'3'8 2594 281114 Loading Criteria(ps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) Def#C81 Criteria •Maximum Reactions(Ibs),or•=PLF TCLL: 25.00 Wind Sid: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Udell U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt:11.0(spectfled) Ce:1.0 VERT(LL): 0.084 J 461 360 Loc R+ /R- /Rh /Rw !U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.087 J 440 240 Q 540 /- /- /1144 /732 /13 BCDL: 9,00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.115 I - - Q' 85 /- /- /54 /3 I- Des Ld: 45.00 EXP:B Kzt:NA HORZ(TL): 0.120 I - - K 619 /- I- /1535 /1035 /- NCBCLL:0.00 Mean H 0 p 42.97 ft Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:6.0 psf IBC 2018 Max TC CSI: 0.674 Q Brg Wid=5.5 Min Req= 1.9(Truss) Soffit: 2.00 BCDL:4.2 psT Q Brg Wid=300 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:h!2 to h TPI Std: 2014 Max BC CSI: 0.544 K Brg Wid=5.5 Min Req=2.2(Truss) Spacing:24.0" C&C Dist a:3.00 ft Rep Far:Varies by Ld Case Max Web CSI: 0.988 Bearings Q,Q,&K are a rigid surface. Loc.from endwall:Any FT/RT:4(0)I4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(lbs) Wind Duration:1.60 WAVE VIEW Ver:21.02.008.1108.20 Chords Tens.Comp. Chords Tens. Comp. Lumber Wind B-C 2906-2904 F-G 3787 -3666 Top chord 2x4 HF#2 T1 2x10 DF-L#2; Wind loads based on MWFRS with additional C&C C-D 2708-2692 G-H 3261 -3137 Bot chord 2x4 HF#2 member design. D-E 2778-2758 H-I 1498 -1374 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; End verticals not exposed to wind pressure. E-F 3020-2981 W10 2x4 DF-L Standard+DF-L Stud: Right cantilever is exposed to wind Bracing Maximum Bet Chord Forces Per Ply(Ibs) (a)Continuous lateral restraint equally spaced on Additional Notes Chords Tens.Comp. Chords Tens. Comp. member. Uplift connections required.See uplifts in R-and U columns of Maximum Reactions table. O-P 2628-2822 N-M 2715 -2702 Special Loads P-O 2369-2378 M-L 2780 -2775 O-N 2008-1995 L-K 2874 -2892 --(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 72 pif at -3.50 to 72 plf at 28.99 BC:From 4 plf at -3.50 to 4 pif at 0.00 Maximum Web Forces Per Ply(lb.) BC:From 18 plf at 0.00 to 18 p8 at 28.99 Webs Tens.Comp. Webs Tens. Comp, TC: 128 lb Conc.Load at 10.77,16.98,23.19 B-Q 767-1104 M-E 998 -1200 Plating Notes B-P 2997-3012 E-L 2816 -2668 All plates are 4X12 except as noted. �� EO PROF SAS) C-P 664 -827 L-F 1187 -1371 F C-O 2263-2276 F-K 3114 -3229 Loading 0„5 _AGINIEF O.L D-M 2579- 17 H-K 101 -397 Truss transfers a maximum horizontal load of (V 83294PE 13333#( 480.00 p8)along top chord,from either direction,to supports where indicated.Diaphragm and �� connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 13333 460.00 TC 0.00 28.99 13333 514.45 BC 0.00 25.92 OREGON 15 C Purlins 4S SLY 14,200° to In lieu of structural panels use puffins to brace all flat `S e 1 t T a n'D IC Q 24'oc. Renewal 6/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Ina '*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Comelius OR 97113 ComponentSafety Information,byTPI end'SBCCA)for safety practices prior to perfo ing these functions. Installers shell prpvide temporary (503)357-2118 bracing per BCSI.Unless noted Otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propely attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face.o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE* drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Componentte Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the rmxmxus. Truss in conformance with ANSI/IP! 1, or andlin0 shipping,,installs ion and bracing of truses. A seal on this drawing or cover page 155 Harlem listing this drawing,indicates acceptance of professional engineering responsibility solely-tor the design shown.The suitability and use of this North Building,A Avee4 Floor drawing for any srcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.corn;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:340750 HIPM Ply: 1 Job Number. 0722001 Gust:R 7175 JRefaXL171750002 T38 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 2 of 4 Truss Label: BDS1 ... / ... 11/28/2022 0.25 12 =12X18 w4E8 F=4X5 III1.5X4 =3X5 A B T1 (a) C D (a) (a) (a) (a)W10 V III3X7 =-4X8 =3X010 3X5 M L =4X16 1111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.78 - 0.177 0.177 1 2x10 DF-L#2 42.01" Plywd B - C 2906.09 -2904.23 0.207 0.040 0.247 16 2x10 DF-L#2 81.56" Plywd C - D 2708.32 -2691.95 0.409 0.093 0.502 16 2x4 HF#2 65.02" Plywd D - E 2778.16 -2757.77 0.420 0.102 0.522 16 2x4 HF#2 81.51" Plywd E - F 3020.48 -2980.67 0.457 0.056 0.513 16 2x4 HF#2 61.51" Plywd F - G 3787.39 -3666.02 0.573 0.102 0.674 16 2x4 HF#2 59.79" Plywd G - H 3260.65 -3136.88 0.493 0.065 0.558 16 2x4 HF#2 59.79" Purl 24 H - I 1497.80 -1374.04 0.226 0.182 0.408 16 2x4 HF#2 38.63' Purl 24 O - P 2628.04 -2622.02 0.044 0.097 0.141 16 2x4 HF#2 61.50" Diaph P - 0 2368.99 -2377.91 - 0.102 0.102 1 2x4 HF#2 61.50" Diaph O - N 2007.84 -1994.80 0.304 0.015 0.318 16 2x4 HF#2 45.00' Diaph N - M 2715.20 -2702.16 0.410 0.048 0.458 16 2x4 HF#2 16.50" Diaph M - L 2780.41 -2774.86 0.420 0.052 0.472 16 2x4 HF#2 61.50' Diaph L - K 2874.14 -2891.59 0.434 0.110 0.544 16 2x4 HF#2 63.25" Dlaph K - J 77.75 -76.25 - 0.141 0.141 18 2x4 HF#2 38.63" Diaph B - 0 766.59 -1104.03 0.281 0.043 0.324 16 2x4 HFStand+HFStud 11.32" - B - P 2996.62 3012.16 0.453 - 0.453 17 2x4 HF#2 58.52" a 1x4 CLB C - P 654.12 -827.38 0.240 - 0.240 16 2x4 HFStand+HFSWd 18.35" - C - 0 2262.86 -2275.77 0.829 - 0.829 17 2x4 HFStand+HFStud 60.83" a 1x4 CLB O - D 876.12 -1107.21 0.321 - 0.321 16 2x4 HFStand+HFSWd 19.63" - D - M 2578.64 -2617.23 0.945 - 0.945 17 2x4 HFStand+HFStud 61.23" a 1x4 CLB M - E 997.96 -1199.84 0.366 - 0.366 16 2x4 HFStand+HFSWd 20.92" - E - L 2616.41 -2668.12 0.958 - 0.958 17 2x4 HFStand+HFStud 61.66" a 1x4 CLB L - F 1186.67 -1371.29 0.435 - 0.435 16 2x4 HFStand+HFSWd 22.20" - F - K 3113.52 3229.24 0.988 - 0.988 17 2x4 DFStand+OFStud 62.10" a 1x4 CLB H - K 101.32 -397.21 0.087 - 0.087 1 2x4 HFStand+HFSWd 22.48" - K - I 36.37 -177.44 0.055 - 0.055 6 2x4 HFStand+HFStud 40.24" - I - J 48.16 -14.74 0.018 0.010 0.027 43 2x4 HFStand+HFStud 22.48' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) defIX(L) deflX(T) A -3.50' 42.32' 0.02" U999 0.07' U599 0.00" 0.00' B 0.00' 42.40' 4X12 0.96 0.79 N 0.00" U999 0.00" 11999 -0.04" 0.04' C 5.13' 42.62' 12X18 0.96 0.90 N 0.00' U999 0.00" U999 -0.04" 0.05" D 10.54' 42.85' 4X12 0.96 0.94 N 0.00" U999 0.00" U999 0.06" 0.06" E 15.66' 42.96' 4X8 0.96 1.00 N 0.00" U999 0.00" U999 0.07" 0.08" F 20.79' 43.07' 4X12 0.96 0.99 N 0.00" 1./999 0.00" U999 0.09" 0.09" G 21.94' 43.09' 4X5 0.96 0.91 N 0.02" U999 0.07" U844 0.10" 0.10" H 25.77' 43.09' 1.5X4 0.96 0.53 N 0.00" U999 0.00" U999 0.11' 0.12" I 28.99' 43.09' 3X5 0.96 0.69 N 0.08" U461 0.09" U421 0.11' 0.12" J 28.99' 40.93' 1.5X4 0.98 0.64 N 0.08" 11461 0.09" U421 -0.06' 0.06" K 25.7T 40.93' 4X16 0.96 0.99 N 0.00' U999 0.00" U999 -0.06" 0.06" L 20.50' 40.93' 4X12 0.96 0.96 N 0.00" 11999 0.00" U999 0.05" 0.05" M 15.37 40.93' 4X12 0.96 0.94 N 0.00" U999 0.00" 11999 0.03" 0.03" "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tess Components of Oregon,Inc. *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bo.488 Trusses require extreme care in fabricating handling,shipping installin and bracing. Refer to and follow the latest edition of BCSI(Buildin Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fir safety practices door to performing these functions. Installers shall provide terhporari (503)357-2118 bracing per BCSI.Unless noted otherwise,topchord shall have properly attached structural sheathin and bottom chord shall have_a propefly attached rigid ceiling.Locations shown for rmanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or 810, as applicable. Appl plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z forstandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building,Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI PI 1, or for handling, shipping installation and breamof trusses. A seal on this drawing or cover page 156 Harlem Ave listing this drawing,indicates acceptance.of professional encLmeenng responsibility solelyTor the design shown.The suitability and use of It Os North Building,4th Floor drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340750 HIPM Ply: 1 Job Number. 0722001 Dust R7175 JRef:1XL171750002 T38 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 3 of 4 Truss Label: BDS1 ... 1 ... 11/28/2022 0.25 12 =12X16 s:4X8 m4X5 1111.5X4 =3X5 A g T1 (a) C D E F G H I (a) 1---------------- (a) (a) W2 W1D $ ( (///,..---''/////// ///�/////mIK J 1113X7 =4X8 =3X10 =3X5 M L m4X16 1111.5X4 N 14.00' 40.93' 3X5 0.96 0.75 N 0.00" U999 0.00" U999 0.03" 0.03" O 10.25' 40.93' 3X10 0.96 0.91 N 0.00" U999 0.00" U999 -0.02" 0.02" P 5.13' 40.93' 4X8 0.96 0.79 N 0.00" U999 0.00" L/999 0.01' 0.01" O 0.00' 40.93' 3X7 0.96 0.83 N 0.00" L/999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases �[STD.AUTO.LOAD][OC 24.00J[DF 1.15][NM 1] [Partial Unbal.Lt1][OC 24.00][DF 1.25][NM 1] [Dragstrut R-L][OC 24.00][DF 1.60)(NM 1) Load Case:1 User Modified:Yes Load Case:6 User Modified:Yes Load Case:17 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=46.2][ 0%j 22 PLF(0-3.5 to 22 @ 5.1[y=46.21[ 0%) 22 PLF @-3.5 to 22 1 5.1 1y=46.2][ 0%] 22 PLF @ 5.1 to 22 @ 21.9[y--46.2][ 0%) 22 PLF @ 5.1 to 22 @ 21.9[y--46.2][ 0%] 22 PLF @ 5.1 to 22 @ 21.9[y=46.2][ 0%] 22 PLF @ 21.9 to 22 @ 29.0 jy=46.21[ 0%1 22 PLF @ 21.9 to 22 @ 29.0[y=46.2][ 0%] 22 PLF @ 21.9 to 22 @ 29.0 Iy=46.2][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.81( 0%J 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8]1 0%] 50 PLF @-3.5 to 50 @ 5.1[y=46.211100%] 50 PLF @ 25.7 to 50 @ 29.0[y-46.21[100%] -460 PLF @ 0.0 to 460 @ 5.1 L[y=42.8][100%] 50 PLF @ 5.1 to 50 @ 21.9[y-46.2]1100%] 18 PLF 0 0.0 to 18 @ 29.0[y=35.81[ 0%] -460 PLF @ 5.1 to-460 @ 21.9 L[y=43.21[100%1 50 PLF @ 21.9 to 50 @ 29.0[y--46.2][1o0%] 128.00 Lbs.@ 10.8,46.2 Angle=270 -460 PLF @ 21.9 to 460 @ 29.0 L[y=43.2][100%] 18 PLF @ 0.0 to 18 @ 29.0[y=35.8][ 0%1 128.00 Lbs.@ 17.0,46.2 Angle=270 18 PLF @ 0.0 to 18 @ 29.0[y=35.8][ 0%] 128.00 Lbs.@ 10.8,46.2 Angle=270 128.00 Lbs.@ 23.2,46.2 Angle=270 514 PLF @ 0.0 to 514 @ 14.0 L[y=40.811100%] 128.00 Lbs.@ 17.0,46.2 Angle=270 Brg.#1 Vert.R= 205.6#Hor.R= -0.0# 514 PLF @ 14.0 to 514 @ 25.9 L[y--40.8)[100%] 128.00 Lbs.@ 23.2,46.2 Angle=270 Brg.#2 Vert.R= 1086.8#Hor.R= -0.0# Brg.#1 Vert.R= 1144.1#Hor.R= 3.5# Brg.#1 Vert.R= 548.6#Hor.R= -0.0# Brg.#3 Vert.R= 507.5#Hor.R= -0.0# Brg.#2 Vert.R= 1351.7#Hor.R= -0.0# Brg.#2 Vert.R= 2092.4#Hor.R= -0.0# ----------------------- _-___------ Brg.#3 Vert.R=-1034.7#Hor.R= -0.0# Brg.#3 Vert.R= 618.2#Hor.R= -0.0# [Partial Unbal.Rt1][OC 24.00][DF 1.25][NM 1] -_-_-_=-=-=-=-=-=-_- _-_-_-_•_-_-_-_=_o -- Load Case:7 User Modified:Yes [C&C ASCE WindHRt-*D1[OC 24.0011DF 1.60][NM 1] [Partial Unbal.Lt][OC 24.00][DF 1.25][NM 1] Repetitive Factors Used:No Load Case:43 User Modified:No Load Case:4 User Modified:Yes 22 PLF @-3.5 to 22 @ 5.1[y=46.2][ 0%] Repetitive Factors Used:Yes Repetitive Factors Used:No 22 PLF @ 5.1 to 22 @ 21.9[y 46.2]1 0%] -34 PLF @-3.5 to -34 @ 5.1 L[y-42.8](100%] 22 PLF.-3.5 to 22 @ 5.1[y-46.2][ 0%] 22 PLF @ 21.9 to 22 @ 29.0[y--46.2][ 0%] -34 PLF @ 5.1 to -34 @ 21.9 L[y=43.2][100%] 22 PLF @ 5.1 to 22 @ 21.9[y--46.2]1 0%] 4 PLF @-3.5 to 4 @ 0.01y=35.8][ 0%] 22 PLF @-3.5 to 22 @ 21.9[y=46.2][ 0%] 22 PLF @ 21.9 to 22 @ 29.0[y-462][ 0%] 50 PLF @-3.5 to 50 @ 5.1[y-46.2][100%] 34 PLF @ 21.9 to 34 @ 29.0[y=43.2][100%] 4 PLF @-3.5 to 4 @ 0.0[y--35.8][ 0%] 50 PLF @ 5.1 to 50.21.9[y 462][100%] 22 PLF @ 21.9 to 22 @ 29.0[y--46.2][ 0%j 50 PLF @ 13.0 to 50 @ 21.9[y=46.21[100%] 50 PLF @ 21.9 to 50 @ 25.7[y--46.2J[100%] 18 PLF @ 0.0 to 18 @ 25.9[y=35.811 0%1 50 PLF @ 21.9 to 50110 29.0[y--46.2][100%j 18 PLF @ 0.0 to 18 @ 29.0 Iy=35.8][ 0%] 20 PLF C 25.9 to 20 @ 29.0[y=40.8][100%] 18 PLF. 0.0 to 18 @ 29.0[y=35.811 0%] 128.00 Lbs.@ 10.8,46.2 Angle=270 18 PLF @ 25.9 to 18 @ 29.0[y=35.8]1 0%] 128.00 Lbs.@ 10.8,46.2 Angle=270 128.00 Lbs.@ 17.0,46.2 Angle=270 --------------------------------------------- 128.00 Lbs.@ 17.0,46.2 Angle=270 128.00 Lbs.@ 23.2,46.2 Angle=270 [MWFRSSTD.AUTO.LOAD][OC 24.001[DF 1.60][NM 11 128.00 Lbs.a 23.2,46.2 Angle=270 Brg.#1 Vert.R= 548.9#Hor.R= -0.0# Load Case:52 User Modified:Yes Brg.#1 Vert.R= 206.2#Hor.R= -0.0# Brg.#2 Vert.R= 2130.9#Hor.R= -0.0# Repetitive Factors Used:No Brg.#2 Vert.R= 1611.4#Hor.R= -0.0# Brg.#3 Vert.R= 414.4#Hor.R= -0.0# 11 PLF @-3.5 to 11 @ 5.1[y=46.2][ 0%] Brg.#3 Vert.R= 818.6#Hor.R= -0.0# ---------------------------------------- 11 PLF @ 5.1 to 11 @ 21.9[y=46.211 0%] (Dragstrut L-R][OC 24.00](DF 1.60][NM 1] 11 PLF 21.9 to 11 @ 29.0[y--46.2][ 0%] [Partial Unbal.Rt)[OC 24.00][DF 1.25J[NM 1] Load Case:16 User Modified:No 2 PLF @-3.5 to 2 @ 0.0[y=35.811 0%] Load Case:5 User Modified:Yes Repetitive Factors Used:No -24 PLF.-3.5 to -24. 5.1[y-46.4100%1 Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=46.21 0%] -24 PLF @ 5.1 to -24 @ 21.9[y=46.21[100%] 22 PLF @-3.5 to 22 @ 5.1[y=46.2]( 0%j 22 PLF @ 5.1 to 22 @ 21.9[y=46.21[ 0%] -24 PLF @ 21.9 to -24 @ 29.0(y-46.2][100%] 22 PLF @ 5.1 to 22 @ 21.9[y=48.211 0%] 22 PLF @ 21.9 to 22 @ 29.0[y--46.2]1 0%] 9 PLF @ 0.0 to 9 I. 29.0[y=35.8)[ 0%] 22 PLF @ 21.9 to 22 @ 29.0[y--46.21[ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.811 0%] 65.28 Lbs.@ 10.8,46.2 AngIe=270 '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tnus Cornponeme of Oregon.Inc. ""IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box I"" Trusses require extreme care in fabricating,handling,shipping,ingtalling and bracing.. Refer to and follow the latest edition of[SCSI(Building Cornelius OR 97113 Component Safety Information,by TP1 and SBCA)ttr safety practices prior to perfoi ng thes8e functions. Installers shall provide temporary (5031357.2118 bracing per BCSI.Unless noted otherwise,top chord shall have properlyattach d structural shealhin and bottom chord, have a prgpeny attached rod ceili Locations shown for permanent lateral resraint of webs shall have bracing installed per BCSI sections snail_3,B7 or 610, �4. as applicable. A y plates to each face abyss and position as shown above and on the JoinfOelails, unless noted otherwise. Refer to ALPINE drawings 160A-Z"ror standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation fromthis drawing,any failure to build the truss in conformance with ANSI/I-PI 1, or(or handling, shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional enqmeenng responsibility solely-tor the design shown.The suitabiliI'and use of this drawing for any sfruclure is the responsibility of the Building-Designer per ANSETPI 1 Sec.2. North Building,4th Floor FQr more information see these web sites:Alpine:alpineitw.com;TP1:tpinst.orq;SBCA:sbcacomponenis.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340750 HIPM Ply: 1 Job Number. 0722001 Cost:R 7175 JRe1:1XL171750002 T38 FROM:MG Oty: 1 Turd Senior Housing DnvNo: Page 4 of 4 Truss Label: BOS1 ... I ... 11/28/2022 0.25 12 =12X16 w4E8 m4X5 1111.5X4 =3X5 A B T1 (a) C D F G H I m milWe ee a moly11, I (a)�y I I ( )W10 IA e_._ /���/����/ /�///////I.IK J 11I3X7 -4X8 =3X010 =3XN 5 M L w4X16 1111.5X4 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 460 PLF @ 0.0 to 460 ri2 5.1 L[y--42.8](100%] 65.28 Lbs.@ 17.0,46.2 Angle=270 50 PLF @-3.5 to 50 @ 5.1[y=46.2][100%] 460 PLF Si 5.1 to 460 @ 21.9 L[y=43.2][100%] 65.28 Lbs. ri1 23.2,46.2 Angle=270 50 PLF @ 5.1 to 50 @ 13.0(y=46.4100%] 460 PLF @ 21.9 to 460 @ 29.0 L[y=43.2][100%) Brg.#1 Vert.R= -59.6#Hor.R= -0.0# 18 PLF @ 0.0 to 18 @ 29.0[y=35.8][ 0%] 18 PLF @ 0.0 to 18 @ 29.0[y=35.8][ 0%] Brg.#2 Vert.R= 109.5#Hor.R= -0.0# 128.00 Lbs.@ 10.8,46.2 Angle=270 -514 PLF @ 0.0 to-514 @ 14.0 L[y=40.8][700%] Brg.#3 Vert.R= 3.8#Hor.R= -0.0# 128.00 lbs.@ 17.0,46.2 Angie=270 514 PLF @ 14.0 to-514 L 25.9 L[y--40.8][100%] ------------------------------------------- 128.00 Lbs.@ 23.2,46.2 Angle=270 Brg.#1 Vert.R= -731.7#Hor.R= -3.5# Brg.#1 Vert.R= 548.2#Hor.R= -0.0# Brg.#2 Vert.R= 237.5#Hor.R= -0.0# Brg.#2 Vert.R= 1606.2#Hor.R= -0.0# Brg.#3 Vert.R= 1534.7#Hor.R= -0.0# Brg.#3 Vert.R= 303.3#Hor.R= -0.0# -----_________------_____________-_-_-_-_-_ • • II *"WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss components of Oregon.Inca 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0 Box488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Corgponenf Safety Information,by TPI and SBCA)not safety practices prior to performing these functions. installers shall provide temporary 1t03p574118 bracing per,BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottmo chord shall have a properly attached rioid ceiling Locations shown for ppeeanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, bl i as applicable. Apply rmm1 plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE. drawings 160A-Z for standard plate positions.Refer to fobs General Notes page for additional information. Alpine,a division of ITW B il in pomponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSII PI 1, or for handling, shipping,.installation and bracingof trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional enaimeenn responsibility solely/or the design shown.The suitability and use of this drawing for any sfructure is the responsibility of the Building-Designer per ANSI/TPI 1 Sea North 2. Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:304719/ HIPM Ply: 1 Job Number 0722001 Gust R7175 JRet 1XL171700002 T78 FROM:MG City: 1 Tigard Senior Housing DrwNo: 332.22.0740.12140 Page 1 of 3 Truss Label: BDS2 BFR / RTT 11/28/2022 5 5'1'10 9'5' 10'g7"8 15'8" 207'12 25'8' 28'1194 4'8'10 I 43"6 I 1'1"8 5'1'8 I 4'11'12 I 4'10"4 3'594 0.25 12 =3X10 w10X12 0w4X5 F III1.5 =3X10 I A B T1 (a) C 1 v W2 S />-------_-------_--------------------IN J 1113X7g m4X5 0 N w4X5 m4X12 1111.5X4 11 25' 3'0'14--I ---3,6" 5'1"8 5'118 - 3'9" _I_ 1'4"8 5'3"4 I 5'3"4 3'0'14 51"8 103" 14' 15'4 8 207'12 25'11" 28'11"14 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pt in PSF) D.S/CSI Criteria •Maximum Reactions(Ibs),or•aPLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection In roc Udefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specifled) Ce:1.0 VERT(LL): 0.053 J 689 360 Loc R+ /R- I Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.041 D 999 240 Q 555 I. I- /838 /422 /7 BCDL: 9,00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.057 G - - Q' 73 /- /- /42 /3 I- EXP:B Kzt:NA Des Ld: 45.00 HORZ(TL) 0.061 G - - K 541 I- /- /1049 /570 /- Mean Height:42.84 ft Wind reactions based on MWFRS NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor:2.0 Soffit: 2.00 IBC 2018 Max TC CSI: 0.390 0 Brg Wid=5.5 Min Req= 1.5(Truss) BCDL:4.2 psf 0 Brg W id=300 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.357 K Brg Wld=5.5 Min Req=1.5(Truss) Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.888 Bearings Q,Q,8 K are a rigid surface. Loc.from endwall:Any FT/RT:4(0)14(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:21.02.008.1108.20 Chords Tens.Comp. Chords Tens. Comp. Lumber Additional Notes B-C 1944-1952 F-G 1915 -1877 Top chord 2x4 HF#2 T1 2x10 DF-L#2: Uplift connections required.See uplifts in R-and U C-D 1784-1798 G-H 1210 -1173 Bot chord 2x4 HF#2 columns of Maximum Reactions table. D-E 455 -463 H-I 1084 -949 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; E-F 1838-1823 Bracing (a)Continuous lateral restraint equally spaced on Maximum Dot Chord Forces Per Ply(Ibs) member. Chords Tens.Comp. Chords Tens. Comp. 0-P 1772-1766 N-M 1882 -1840 Plating Notes P-0 1610-1039 M-L 1976 -1961 All plates are 3X5 except as noted. O-N 1405-1363 L-K 1627 -1727 Loading Maximum Web Forces Per Ply(Ibs) Truss transfers a maximum horizontal load of 8985#( 310.00 plf)along top chord,from either Webs Tens.Comp. Webs Tens. Comp. direction,to supports where indicated.Diaphragm and B-Q 458 -799 M-F 509 -708 connections are to be designed by Engineer of Record. B-P 2012-2017 F-L 1644 -1700 Drag Loads:Force(#) (PLF) Mbr Start End C-P 403 -583 G-L 115 -375 Case 1: 8985 8985 348.310.70 BC 0.00 25.92 TC 0.00 E ��Q,E�PROF`7S O-E 1513 501 1724 H-K -2197 -935 Purlins .y r1GINe . "p E-M 1718-1780 In lieu of structural panels use purlins to brace all flat kr �' 83294PE TC @ 24"oc. Wind Wind loads based on MWFRS with additional C&C O R EGO N member design. End verticals not exposed to wind pressure. 13 `V t 4 2ODm y Right cantilever is exposed to wind sSe it Tao ,( Renewal 6/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. '*IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses reuire extreme care in fabricating,handling9 shipping installing and bracing..Reer to and follow the latest edition of BCSI(Building Cornelius OR 57113 ComponentSafely Information,by TPI end SBCA)fah safety practices prior to uerforming these functions. Installers shall provide terhpora (5D3)357-2118 bracing per SCSI.Unless noted otherwise,top chord shall have propery attached structural sheathing and botto chord sall havYe a prgqp99 y attached rigid ceiling.Locations shown for isermanent lateral res raint o webs shall have bracing installed per BCSI sections B3,57 Of 510, as applicable. Appl late6s to each face of truss and position as shown above and on theJoint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional Information. Alpine,a division of ITW 8ulldl'ng.Components Groyp Inc.shall not be responsible for any deviation from this drawing,any failure to build the .nmv<ww"r truss in conformance with ANSIT PI 1, or for handling, shipping Installation and bracingof trusses. A seal or_this drawing or cover page 155 Harlem Ave listing this drawing'indicates acceptance of professional en I aeon responsibility sotelyor the design shown. he suitability and use o is Nonh Building,4th Floor drawing for any structure is the responsibility of the Building-Design66r per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:ewc.org Glenview,IL 60025 SEON:304719 HIPM Pty. 1 Job Number: 0722001 Cost:R7175 JRet:1XL171750002 T78 FROM:MG Oty: 1 Tigard Senior Housing DnvNo: Page 2 of 3 Truss Label: BDS2 ... / ... 11/28/2022 0.25 12 0 =33X10 T1 (a) a 10X12 ==---4X5 F 1111.55X4 rat 3X10 A am n mu (a) (a) (a) W2 caal////////// ////////N J 1113X7 -4X5 0 N -4X5 =4X12 1111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.00 - 0.154 0.154 1 2x10 DF-L#2 42.01" Plywd B - C 1943.69 -1952.03 0.138 0.041 0.179 16 2x10 DF-L#2 61.56" Plywd C - D 1783.97 -1797.58 0.270 0.111 0.380 16 2x4 HF#2 65.06" Plywd D - E 454.88 -463.02 - 0.334 0.334 1 2x4 HF#2 65.06" Purl 24 E - F 1838.41 -1822.82 0.278 0.112 0.390 16 2x4 HF#2 61.50" Pud 24 F - G 1914.50 -1877.21 0.289 0.060 0.349 16 2x4 HF#2 59.75" Purl 24 O - H 1209.87 -1172.58 0.009 0.276 0.285 1 2x4 HF#2 59.75' Purl 24 H - I 1083.88 -948.89 0.034 0.230 0.264 1 2x4 HF#2 40.38" Purl 24 O - P 1772.20 -1766.14 0.020 0.095 0.115 16 2x4 HF#2 61.50" Diaph P - 0 1610.27 -1609.00 - 0.089 0.089 1 2x4 HF#2 81.50' Diaph O - N 1404.87 -1362.97 0.212 0.014 0.227 16 2x4 HF#2 45.00" Diaph N - M 1881.57 -1839.68 0.284 0.049 0.334 16 2x4 HF#2 16.50" Diaph M - L 1975.68 -1961.09 0.299 0.058 0.357 16 2x4 HF#2 63.25" Diaph L - K 1626.82 -1726.95 0.017 0.079 0.096 17 2x4 HF#2 6325" Diaph K - J 3.71 -0.72 - 0.104 0.104 16 2x4 HF#2 36.88" Olaph B - 0 458.24 -799.09 0.168 0.030 0.198 16 2x4 HFStand+HFStud 11.32" - B - P 2011.80 -2016.78 0.304 - 0.304 17 2x4 HF#2 58.52" a 1x4 CLB C - P 402.62 -582.79 0.147 - 0.147 16 2x4 HFStand+HFStud 18.35" - C - 0 1513.15 -1505.91 0.888 - 0.888 16 2x4 HFStand+HFStud 60.83" - O - E 500.68 -723.67 0.183 - 0.183 16 2x4 HFStand+HFStud 19.35" - E - M 1718.35 -1780.14 0.629 - 0.629 17 2x4 HFStand+HFStud 61.14" a 1x4 CLB M - F 509.13 -708.50 0.186 - 0.186 16 2x4 HFStand+HFStud 19.35" - F - L 1644.40 -1699.96 0.602 - 0.602 17 2x4 HFStand+HFStud 61.14" a 1x4 CLB G - L 114.51 -375.14 0.077 - 0.077 1 2x4 HFStand+HFStud 19.35" - L - H 2264.29 -2197.01 0.829 - 0.829 16 2x4 HFStand+HFStud 61.14" a 1x4 CLB H - K 705.08 -935.39 0.258 - 0.258 17 2x4 HFStand+HFStud 19.35" - K - I 38.70 -223.59 0.088 - 0.066 6 2x4 HFStand+HFStud 38.58" - I - J 45.34 -14.39 0.007 0.031 0.038 6 2x4 HFStand+HFStud 19.35" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) defIX(L) deflX(T) A -3.50' 42.32' 0.02' L/999 0.07" L/622 0.00" 0.00" B 0.00' 42.40' 3X10 0.96 0.71 N 0.00' U999 0.00" 1..1999 -0.03' 0.03" C 5.13' 42.62' 10X12 0.96 0.75 N 0.00' L1999 0.00" U999 -0.03" 0.03" D 9.42' 42.83' 3X5 0.96 0.68 N 0.02" U999 0.07" U999 0.04" 0.04' E 10.54' 42.83' 4X5 0.96 0.87 N 0.00" 1/999 0.00" L/999 0.04" 0.04" F 15.67' 42.83' 3X5 0.96 0.95 N 0.00" U999 0.00" L/999 0.05" 0.05" G 20.65' 42.83' 1.5X4 0.96 0.53 N 0.00' L/999 0.00" U999 0.06" 0.06" H 25.62' 42.83' 3X10 0.96 0.91 N 0.00" U999 0.00" U999 0.05' 0.06" I 28.99' 42.83' 3X5 0.96 0.60 N 0.05" U690 0.06" L/605 0.06" 0.06" J 28.99' 40.93' 1.5X4 0.96 0.63 N 0.05" L/689 0.06" U605 -0.02" 0.03" K 25.92' 40.93' 3X5 0.96 0.79 N 0.00' 1/999 0.00" U999 -0.02" 0.03' L 20.65' 40.93' 4X12 0.96 0.94 N 0.00" L1999 0.00" U999 0.03" 0.03" M 15.37' 40.93' 4X5 0.98 0.87 N 0.00" U999 0.00" U999 0.02" 0.02" "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components ol Oregon,Inc. "IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bax 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component Safely Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,topchord shall have ro d attached structural sheathing and bottom chord,shall ha a prop rly attached rigid ceiling.Locations shown for pemanent laterelrestrraintof webs shall have bracing installed per BCSI secons 63,B7 or 610, as applicable. Appl plates to each face of truss and position as shown above and on the JointDetails., unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Suildin Com nents Group Inc.shall not be responsible for any deviation from this dra ipg,any failure to build the truss in conforrpance with ANSITIPI 1,or for hadndling shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of protessii lij I enoineenng responsibility se egly ror the design shown.The suitability and use o Is North Building,4th Floor drawing for any structure is the responsibility off the But ding esigner per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.conl;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:304718 HIPM Ply 1 Jab Number: 0722001 Cum R7175 JRef:1XL171750002 178 FROM:MG Qty: 1 Tigard Senior Housing DiwNo: Page 3 of 3 Trued Label: BDS2 ... / ... 11/28/2022 0.25 12 =10X12 a---4X5 1111.5X4 3X10 A =B10 Tt (a) C D E F G H I w2 /,�/ u el.....----,---",----..,----„,---",---",----- /////////1=4( J 1113X7 a---4X5O N =4X5 w4X12 III7,5X4 N 14.00' 40.93' 3X5 0.96 0.52 N 0.00" L/999 0.00" L/999 0.02" 0.02" O 10.25' 40.93' 3X5 0.96 0.94 N 0.00" L/999 0.00" L/999 0.01" 0.01" P 5.13' 40.93' 4X5 0.96 0.95 N 0.00" L/999 0.00" U999 0.00" 0.00" O 0.00' 40.93' 3X7 0.96 0.83 N 0.00" L/999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00][OF 1.15][NM 1] [Dragslrut L-R][OC 24.00][DF 1.601[NM 1] [Dragstrut R-L](OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:No Load Case:16 User Modified:No Load Case:17 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y-46.011 0%t 22 PLF E -3.5 to 22 @ 5.1[y=46.0)1 0%] 22 PLF @-3.5 to 22 @ 5.1[y=46.011 0%] 22 PLF @ 5.1 to 22 @ 9.4[y--46.011 0%] 22 PLF @ 5.1 to 22 @ 9.4[y=46.0][ 0%] 22 PLF @ 5.1 to 22 @ 9.4[y-46.011 0%] 22 PLF @ 9.4 to 22 @ 29.0[y--46.011 0%] 22 PLF @ 9.4 to 22 @ 29.0[y=46.011 0%] 22 PLF @ 9.4 to 22 @ 29.0[y 46.0][ 0%] 4 PLF @-3.5 to 4 0.0[y=35.811 0%1 4 PLF @-3.5 to 4 @ 0.0[y=35.811 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 50 PLF @-3.5 to 50 @ 5.1[y=46.0][100%] 310 PLF @ 0.0 to 310 @ 5.1 L[y--42.8](100%] -310 PLF @ 0.0 to-310 @ 5.1 L[y=42.8][100%] 50 PLF @ 5.1 to 50 @ 9.4[y=46.0][100%] 310 PLF @ 5.1 to 310 @ 9.4 L[y=42.9][100%] -310 PLF @ 5.1 to-310 @ 9.4 L[y=42.91[100%] 50 PLF @ 9.4 to 50 @ 29.0[y=46.011100%] 310 PLF @ 9.4 to 310 @ 29.0 L[y=42.9][100%] -310 PLF @ 9.4 to-310 @ 29.0 L[y=42.91[100%4 18 PLF @ 0.0 to 18 C 29.0[y=35.8][ 0%] 18 PLF @ 0.0 to 18 @ 29.0[y=35.81[ 0%] 18 PLF @ 0.0 to 18 @ 29.0(y=35.811 0%] Brg.#1 Vert.R= 554.5#Hor.R= -0.0# -347 PLF @ 0.0 to-347 @ 25.9 L[y=40.8][100%] 347 PLF @ 0.0 to 347 @ 25.9 L[y 40.8][100%] Brg.#2 Vert.R= 1779.9#Hor.R= -0.01/ Brg.#1 Vert.R= -422.5#Hor.R= -2.5# Brg.#1 Vert.R= 838.3#Hor.R= 2.5# Brg.#3 Vert.R= 540.8#Hor.R= -0.0# Brg.#2 Vert.R= 563.1#Hor.R= -0.0# Brg.#2 Vert.R= 1043.0#Hor.R= 0.0# _.____-_____ Brg.#3 Vert.R= 1049.3#Hor.R= -0.0# Brg.#3 Vert.R= -569.7#Hor.R= 0.0# [Partial Unbal.Lt1][0C 24.00][DF 1.25][NM 1] ------------------_- _-_-_____________ -----_-_-_________ Load Case:6 User Modified:No Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 5.1[y=46.011 0%] 22 PLF @ 5.1 to 22 cti 9.4]y 46.0][ 0%] 22 PLF @ 9.4 to 22 @ 29.0[y--46.011 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 50 PLF @ 25.7 to 50 @ 29.0[y-46.0][100%) 18 PLF @ 0.0 to 18 @ 29.0[y=35.811 0%] Brg.#1 Vert.R= 207.6#Hor.R= -0.0# Brg.#2 Vert.R= 769.3#Hor.R= -0.0ft Brg.#3 Vert.R= 439.0#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tries Components of Oregon,kw. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa 488 Trusses require extreme care in fabricating,handling,shippin installing and bracing. Refer to and follow the latest edition of BCSI Buildin Canoeist OR 97113 Component Safety Information,by TPI and SBCA)Mr safely practices prior to poeerfol7ning these functions. Installers shall pp vide tempos (sus)357-211s bracing per CSI.Unless noted otherwise.top chord shall have properly attached structural sheathing and Polio--hord sltal ha @a ur4o attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per Bcsl sections B3,�7 dr 61 ,y as applicableQ Apply plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Ffefer to ALPINE drawings 160A-Z'foor standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin3Components Group Inc.shall not be responsible for ny deviation from this drawing,any failure to build the truss in conformance with ANSI/i PI 1, or for handling, shippinO installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listingthis drawing,indicates acceptance of professional en meen responsibility solely-for the design shown.The suitability and use of this North Building,4th Floor drawng for any srcture is the responsibility of the Building-DDesigner per ANSI/TPI 1 c.22. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview.IL 60025 SEQN:340692/ HIPM Ply: 1 Job Number: 0722001 Cast:R 7175 JRef:1XL171750002 T9 FROM:MG City: 1 Tigard Senior Housing DrwNo: 332.22.0740.13577 Page 1 of 3 Truss Label: BDS3 BFR / RTT 11/28/2022 I6' 5'1'10 I 10'6'8 I 15'8' I 20'9"8 121'1II1'4 25'11"2 I 28'11'14, 8 47'10 5'414 5'1'8 5'1"8 1'1'112 3'11'14 3'0'12 0.25 12 m4X12 -m10X12 E F G H I A g T1 (a) C D \\ ex N --� �` S c� \ W„ I III ////P////O///\N�/IM L rIK J 1 w4X8 w4X5 m H0308 =4X12 1111.5X4 A 2511' 1 3'0'14-'-) I�3'6' .{ 5'i' 5'2' I 3'9" I 1'413 51'8 I 5'5"2 I 3'0'12 5'1' 10'3" 14' 15'4 8 20'6" 25'11'2 28'11'14 Loading Criteria(pal) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria •Maximum Reactions(Iba),or'•PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loe Udefl L/# Gravity Non-Gravity TCDL: 11.00 Speed; 96 mph Pf:11.0(spedfied) Ce:1.0 VERT(LL): 0.067 J 593 360 I" R+ /R- /Rh /Rw I U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.060 G 999 240 Q• 140 /- /52 /104 /10 /25 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(TL): 0.078 I - - K 1765 /-1068 I- /878 /512 /- Des Ld: 45.00 EXP:B Kzt:NA HORZ(TL): 0.084 I - - Q /-816 Mean Height:42.97 ft NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor.2.0 Wind reactions based on MWFRS Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.683 Q Brg Wid=183 Min Req=- Load Duration:1.15 MWFRS Parallel Disk ha to h TPI Std: 2014 Max BC CSI: 0.692 K Brg Wid=5.5 Min Req=2.5(Truss) Spacing:24.0- C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.971 Bearings CI&K are a rigid surface. Loc.from endwall:Any FT/RT:4(0)l4(0) Members not listed have forces less than 375# I GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply Ps) Chords Tens.Comp. Chords Tens. Comp. Wind Duration:1.60 WAVE,HS VIEW Ver:21.02.008.1108.20 B-C 3142-3117 F-G 2615 -2481 Lumber WIC C-D 3350-3269 G-H 2261 -2124 Top chord 2x4 HF#2 T1 2x10 DF-L#2; Wind loads based on MWFRS with additional C&C D-E 3198-3050 H-I 1024 -887 Bot chord 2x4 HF#2 member design. E-F 2675-3030 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; End verticals not exposed to wind pressure. W11 2x8 DF-L#2; Right cantilever is exposed to wind Maximum Bot Chord Forces Per Ply(lbs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a)Continuous lateral restraint equally spaced on Additional Notes member. Uplift connections required.See uplifts in R-and U Q-P 3407-3401 N-M 7964 -8075 columns of Maximum Reactions table. P-0 3701 -3732 M-L 2471 -2562 Spada Loads 1 O-N 3980-4035 L-K 2776 -209 Loading -(Lumber Dur.Fac.=1.60/Plate Dur.Fac.=1.60) Truss transfers a maximum horizontal load of TC:From 22 plf at -3.50 to 22 plf atTens.Comp.m at 28.99 8985#( 310.00 plf)along top chord,from either Web Forces Per Ply(Ibis)BC:From 4 plf at -3.50 to 4 plf at 0.00 direction,to supports where indicated.Diaphragm and Webs Webs Tens. Comp. BC:From 18 plf at 0.00 to 18 pif at 28.99 connections are to be designed by Engineer of Record. B-Q 852-11E2 M-E 349 -774 TC:1300 lb Conc.Load at 26.08 Drag Loads:Force(#) (PLF) Mbr Start End B-p 3215-3254 E-L 1583 -1103 PL- 800 lb Conc.Load at(26.08,43.20)(360.0 deg] Case 1: 8985 310.00 TC 0.00 28.99 Spacial loads 2 81. •• 63 BC 0.00 13.46 C-P 536 -694 L-F 496 -509 C-O 1836-1893 F-K 1054 -1586 -(Lumber Dur.Fac.=1.60/Plate Dur.Fac.=1.60) Ep PROF 0-0 442 -648 H-K 1177 -13E5 TC:From 22 pU at -3.50 to 22 peat 28.99 R F BC:From 4 plf at -3.50 to 4 plf at 0.00 '��' c.d.., • D-M 1472-1573 TC:-1300 lb CoBC:From 18 nc.Load atlf at 0�U8 18 plf at 28.99 �O`y ,e>,G 8329N EF,Q �� 54 PL- -800 lb Conc.Load at(26.08.43.20)(360.0 deg] D; Note:Special load cases occur non-concurrently with other load cases. Plating Notes O R EGO N All plates are 3X5 except as noted. G ULY 14,20" QC Purlins Ss ell Tao In lieu of structural panels use purllns to brace all flat TC Q 24"oc. Renewal 6/30/2024 11/28/2022 '"WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. 'IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 4ea Trusses require extreme care in fabricating ha lin shipping,installing and bracing. Refer to;Ind follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)f55r safely practices prior to performing these functions. Installers shall provide temporal (503I357-2t 18 bracing Uer BCSI Unless noted otherwise,top chord shall have properly attached structural sheathi and band chord shall have a proppes y attached rigid ceilingg Locations shown for permanent lateral restraint of webs shall have bracing insulted per BCSI sections 83,87 or 810, .4164. as applicab e. Apply plates to each face o Muss an position as shown above and on the JoinCDetails, unless noted otherwise. defer to ALPINE drawings 1 -Z for sandard plate positions.Refer to Job's General Notes page for additional information. Alpine,a division of ITW B tIdinQQComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or for handling shipping installation and bracingof trusses. A seal on this drawing or cover page 155 Harlem Ave listingthis drawl indicates acceptance of professional engineering responsibilitysolely the design shown.The suitability and use of this drawng for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:340692 HIPM Ply: 1 Job Number: 0722001 Cast R7175 JRef:1XL171750002 T9 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 2443 Truss Label: BDS3 ... I ... 11/28/2022 0.25 12 =4X12 =10X12 E F G H I A B T1 (a) C 0 W 11 W2 y 1113X7 P D N =4X12 1111.5X4 =4X8 =4X5 =H0308 Member MaxTen MexComp Axial Bend CSI GLC Size Material Length Brace A - 8 5.54 -0.00 - 0.154 0.154 1 2x10 OF-L#2 42.01" Plywd B - C 3141.70 -3117.18 0.224 0.040 0.263 12 2x10 DF-L#2 61.56" Plywd C - D 3350.40 -3268.89 0.506 0.082 0.589 12 2x4 HF#2 65.02" Plywd D - E 3197.89 -3050.33 0.483 0.093 0.577 12 2x4 HF#2 61.51" Plywd E - F 2675.23 -3029.73 0.404 0.063 0.468 12 2x4 HF#2 61.51" Plywd F - G 2615.41 -2480.53 0.395 0.093 0.489 12 2x4 HF#2 61.66" Plywd G - H 2260.87 -2123.58 0.362 0.321 0.683 5 2x4 HF#2 61.66" Purl 24 H - I 1024.43 -887.15 0.152 0.188 0.341 4 2x4 HF#2 36.75" Pull 24 Q - P 3407.37 -3401.43 0.074 0.097 0.171 12 2x4 HF#2 61.50" Diaph P - 0 3700.50 -3732.06 0.559 0.045 0.604 12 2x4 HF#2 61.50" Diaph O - N 3979.51 -4035.23 0.602 0.012 0.614 12 2x4 HF#2 45.00" Diaph N - M 7963.78 -13075.26 0.602 0.090 0.692 12 2x4 HF#2 15.50' Diaph M - L 2471.44 -2561.67 0.374 0.065 0.439 12 2x4 HF#2 61.50' Diaph L - K 2776.32 -2068.80 0.210 0.206 0.416 12 2x4 HF#2 2.88" Diaph K - J 7.45 -5.11 0.001 0.273 0.274 4 2x4 HF#2 36.75" Diaph B - Q 851.84 -1181.75 0.312 0.049 0.361 12 2x4 HFStand+HFStud 11.32" -- B - P 3215.39 -3254.40 0.486 - 0.486 13 2x4 HF#2 58.52" a 1x4 CLB C - P 536.02 -693.67 0.196 - 0.196 12 2x4 HFStand+HFStud 18.35" - C - 0 11335.69 -1893.31 0.672 - 0.672 13 2x4 HFStand+HFStud 60.83" a 1x4 CLB O - D 442.16 -648.38 0.162 - 0.162 12 2x4 HFStand+HFStud 19.63" - D - M 1471.90 -1573.31 0.939 - 0.939 12 2x4 HFStand+HFStud 61.23" - M - E 348.68 -773.77 0.128 - 0.128 12 2x4 HFStand+HFStud 20.92" - E - L 1583.22 -1103.40 0.667 - 0.667 12 2x4 HFStand+HFStud 61.66" - L - F 495.70 -508.55 0.182 - 0.182 12 2x4 HFStand+HFStud 22.20" - F - K 1053.54 -15135.51 0.971 - 0.971 12 2x4 HFStand+HFStud 62.10" - H - K 1176.61 -1365.47 0.098 - 0.098 5 2x8 DF-L#2 22.48" -- K - I 91.38 -262.37 0.068 - 0.068 4 2x4 HFStand+HFStud 37.19" - I - J 90.97 -31.17 0.033 0.035 0.068 4 2x4 HFStand+HFStud 22.48" -- Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A -3.50' 42.32' 0.02" U999 0.06' 1/684 0.00" 0.00" B 0.00' 42.40' 4X12 0.96 0.85 N 0.00" L/999 0.00" 1/999 0.00" 0.00" C 5.13' 42.62' 10X12 0.96 0.91 N 0.00" U999 0.00" L/999 0.00" 0.00" D 10.54' 42.85' 3X5 0.96 0.93 N 0.00" L/999 0.00" L/999 0.02" 0.03" E 15.66' 42.96' 3X5 0.96 0.92 N 0.00" U999 0.00" 1/999 0.04" 0.05" F 20.79' 43.07 3X5 0.96 0.72 N 0.02- L/999 0.05" L/999 0.06" 0.06" G 21.94' 43.09' 3X5 0.96 0.84 N 0.03" L/999 0.09" U999 0.06" 0.07" H 25.93' 43.09' 3X5 0.96 1.00 N 0.03' U111 0.04" U75 0.08" 0.08' I 28.99' 43.09' 3X5 0.96 0.69 N 0.07" 1/595 0.08" U522 0.08" 0.08" J 28.99' 40.93' 1.5X4 0.96 0.83 N 0.07" L/593 0.08" L/521 0.04" 0.05" K 25.69' 40.93' 0.00" L/999 0.00" U999 0.04' 0.04" K 25.93' 40.93' 4X12 0.96 0.87 N 0.02" U118 0.03" U81 0.04" 0.05" L 20.50' 40.93' 3X5 0.96 0.92 N 0.02" 1/999 0.05" U999 -0.03" 0.03" "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components of Oregon,Inc. "'IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Sox 988 Trusses require extreme care in fabdcatin andlin ,shi ing installing and bracing. Refer to and follow the latest edition of BCSI Buildin Cornelius OR 97113 Component gg fety Information,byTPI ngg BCA 1�r fey practices Tior to perforining these functions. Installs shall_provide to porar�rg (503)357-2118 bracingper BCSI.Unless noted oherwise top chord shall have property attached structural sheathing and bottorll chord sall haYe a propre19y attached rigid ceiling.Locations shown for'permanent lateral restraint of webs shall have bracing installed per BCSI sections 63,B7 or 810, as applica e. Apply plates to each race o buss_and position as shown above and on the Join Details, unless noted otherwise. Ifefer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alping,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the muss m conformance with es acceptance PI 1, or for ha2ndlingg shipping installation and bracingc1 of trusses. A seal on this drawingq or cover page 155 Harlem Ave listing this drawing,indicates acceptance of pof the orual ingq-D�e igine responsibility solely1Sec.or the design shown.The smfabilify and use of this drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview.IL 60025 SEQN:340592 HIPM Ply. 1 Job Number: 0722001 Cost:R7175 JRef:IXL171750002 T9 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 3 of 3 Truss Label: BDS3 ... / ... 11/28/2022 0.25 12 v w4X12 T1 (a) w10X12 D E F G H I A W2 \\`� \\\� Q/����..---------------..-/���----------2.-----lM L MIK J 1113X7 P O N =4X12 1111.5X4 -4X8 =4X5 =H0308 M 15.29' 40.93' 0.00" L/999 0.00" L/999 0.00" 0.00" M 15.3T 40.93' 3X5 0.96 0.93 N 0.00" L/999 0.00" L/999 0.00" 0.00" N 14.00' 40.93' H0308 0.96 0.70 N 0.00" L/999 0.00" L/999 0.00" 0.00" O 1025' 40.93' 4X5 0.96 0.94 N 0.00" L/999 0.00" L/999 0.02" 0.02" P 5.13' 40.93' 4X8 0.96 0.85 N 0.00" L/999 0.00" L/999 0.04" 0.04" a 0.00' 40.93' 3X7 0.96 0.83 N 0.00" 11999 0.00" L/999 0.05" 0.05" Loads using option:User Modified Load Cases ------------- ------=-= ---------- ---= [S-TD.AUTO.LOAD][OC 24.00][DF 1.15][NM 1] [WS2J(OC 24.00](DF 1.60][NM 1] (Dragstrut R-L][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:No Load Case:5 User Modified:Yes Load Case:13 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:No Repetitive Factors Used:No I 22 PLF @-3.5 to 22 @ 5.1[y-48.2]1 0%] 22 PLF @-3.5 to 22 @ 5.1[y=46.21[ 0%1 22 PLF @-3.5 to 22 @ 5.1[y--46.2][ 0%] 22 PLF @ 5.1 to 22 @ 21.9[y--46.211 0%] 22 PLF @ 5.1 to 22 @ 21.9[y=46.2][ 0%] 22 PLF @ 5.1 to 22 @ 21.9(y=46.211 0%] 22 PLF @ 21.9 to 22 @ 29.0[y=46.211 0%] 22 PLF @ 21.9 to 22 @ 29.0[y=46.211 0%] 22 PLF @ 21.9 to 22 @ 29.0[y 46.2][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.811 0%] 4 PLF @-3.5 to 4 @ 0.0]y=35.811 0%J 4 PLF @-3.5 to 4 @ 0.0(y=35.8]I 0%] 50 PLF @-3.5 to 50 @ 5.1[y--46.2][100%) -50 PLF @-3.5 to -50 @ 5.1[y=46.2)[100%] -310 PLF @ 0.0 to-310 @ 5.1 L[y=42.8][100%] 50 PLF @ 5.1 to 50 @ 21.9(y--46.2][100%] -50 PLF 1, 5.1 to -50 @ 21.9[y=46.2](100%] -310 PLF @ 5.1 to-310 @ 21.9 L[y=43.2][100%] 50 PLF @ 21.9 to 50 @ 29.0[y--46.2][100%] -50 PLF @ 21.9 to -50 @ 29.0[y=46.2][100%) -310 PLF @ 21.9 to-310 @ 29.0 L[y 43.211100%) 18 PLF I, 0.0 to 113 @ 14.0[y=35.811 0%J 50 PLF @ 0.0 to 50 @ 29.0[y=46.21[100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.811 0%] 18 PLF @ 14.0 to 18 1- 29.0[y=35.8][ 0%] 50 PLF @-3.5 to 50 @ 0.0[y--46.2][700%] 18 PLF @ 14.0 to 18 @ 29.0(y=35.811 0%] Brg.#1 Vert.R= 2116.9#Hor.R= 0.0# 18 PLF @ 0.0 to 18 @ 14.0[y=35.8)] 0%] 668 PLF @ 0.0 to 668 @ 13.5 L(y=40.81[100%] Brg.#2 Vert.R= 758.3#Hor.R= -0.0# 18 PLF @ 14.0 to 18 @ 29.0[y=35.8][ 0%] Brg.#1 Vert.R= 1593.4#Hor.R= 2.4# ---------------------------------- -1300.00 Lbs.@ 26.1,46.2 Angle=270 Brg.#2 Vert.R= -201.0#Hor.R= -0.01/ [WS111OC 24.00][DF 1.60][NM 1] -800.00 Lbs.@ 26.1,43.2 Angle=360 ---'---_-_-_-_-_-_-_-_-_=_-_-_-_-_-_-_ Load Case:4 User Modified:Yes Brg.#1 Vert.R= 1038.4#Hor.R= 800.0# IMWFRS-WS1]I0C 24.00][DF 1.60][NM 1] Repetitive Factors Used:No Brg.#2 Vert.R=-1087.6#Hor.R= -0.0# Load Case:48 User Modified:Yes 22 PLF @-3.5 to 22 @ 5.1[y=46.211 0%] -------------------------- ---------- Repetitive Factors Used:No 22 PLF @ 5.1 to 22 @ 21.9[y=46.2][ 0%] [Dragstrut L-RJ(OC 24.00][DF 1.60][NM 1] 11 PLF @-3.5 to 11 @ 5.1 Iy=46.2][ 0%] 22 PLF @ 21.9 to 22 @ 29.0(y--46.211 0%] Load Case:12 User Modified:No 11 PLF @ 5.1 to 11 @ 21.9(y=46.2]I 0%] 4 PLF @-3.5 to 4 @ 0.0[y-35.81[ 0%] Repetitive Factors Used:No 11 PLF @ 21.9 to 11 @ 29.0[y--46.2][ 0%] 50 PLF @-3.5 to 50 5.1[y-462][100%] 22 PLF @-3.5 to 22 @ 5.1[y'-46.211 0%] 2 PLF a-3.5 to 2 @ 0.0 Iy=35.8][ 0%] 50 PLF @ 5.1 to 50 @ 21.9[y=46.2][100%] 22 PLF @ 5.1 to 22 C 21.9[y--46.21[ 0%j -24 PLF @-3.5 to -24 @ 5.1[y--46.21[100%1 50 PLF @ 21.9 to 50 @ 29.0[y--46.211100%1 22 PLF @ 21.9 to 22 @ 29.0[y=46.2][ 0%] -24 PLF n_ 5.1 to -24 @ 21.9[y=46.2][100%] -50 PLF @ 0.0 to -50 @ 29.0[y 46.2][100%] 4 PLF @-3.5 to 4 @ 0.0[y=35.811 0%1 -24 PLF @ 21.9 to -24 @ 29.0(y=46.2][100%] -50 PLF @-3.5 to -50 @ 0.0[y=46.211100%] 310 PLF @ 0.0 to 310 @ 5.1 L[y--42.8][100%] 24 PLF @ 0.0 to 24 @ 29.0[y=46.2][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] 310 PLF @ 5.1 to 310 @ 21.9 L[y--43.2][100%) 24 PLF @-3.5 to 24 @ 0.0(y--46.2][100%] 18 PLF @ 14.0 to 18•29.0[y=35.811 0%] 310 PLF @ 21.9 to 310 @ 29.0 L[y-43.2][100%] 9 PLF @ 0.0 10 9 @ 14.0[y=35.8][ 0%] 1300.00 Lbs.@ 26.1,46.2 Angle=270 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] 9 PLF @ 14.0 to 9 @ 29.0[y=35.811 0%] 800.00 Lbs.@ 26.1,43.2 Angle=360 18 PLF @ 14.0 to 18 @ 29.0(y=35.8]I 0%] -624.19 Lbs.@ 28.1,46.2 Angle=270 Brg.#1 Vert.R= 786.1#Hor.R= -800.014 -668 PLF @ 0.0 to-668 @ 13.5 L[y=40.8][100%] -384.12 Lbs.@ 26.1,43.2 Angle=360 Brg.#2 Vert.R= 1764.6#Hor.R= -0.041 Brg.#1 Vert.R= 231.0#Hor.R= -2.4# Brg.#1 Vert.R= 525.8#Hor.R= 384.1# _------- ------ Brg.#2 Vert.R= 878.0#Hor.R= -0.0# Brg.#2 Vert.R= -512.1#Hor.R= -0.011 "'WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oreg=41ne 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 4ee Trusses require extreme care in fabricating,handling,shipping,installing and bracing.. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)b r safety pactices poor to perfomling these functions. Installers shall.provide to porary 1503)357a118 bracing per BCSI.Unless noted otherwise,top chord shall have roper) attached structural sheathing and bottom chord shall hay a pro properly attached rigid ceilin Locations shown for permanent lateral restraint or webs shall have bracing9j�nslalled per BCSI sections 3,Be7 or 81100, as applicable. goofy plates to each face of truss and position as shown above and on the Joint Details., unless noted otherwise. I#efer to ALPINE drawings 160A-Z'for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building,qComponents Group Inc.$hall not be responsible for any deviation from this drawi g,any,failure to build the truss I conformance with ANSI/TPI 1, or for handling, shipping,_installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional enganegnngq responsibility solely-for the design shown.The suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building esigner per ANSI/T I 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;WI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 80025 SEQN:3047211 MONO Ply: 1 Job Number: 0722001 Dust:R 7175 JRef 1XL171750002 T66 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: 332.22.0740.10959 Pagel of 3 Truss Label: BDS4 8FR / RTT 11/28/2022 15 5110 1O'6"8 15'8' 17'1' 20'8"8 25'11" 28'11'14 4'810 I 5'4"74 I 51.8 I 1'5"I 3'8"8 ' 5'1'8 3'0'14 0.25 12 w4X5 =4X5=3X5 =4X5 m3X5 1111.5X4 D =3X10 =10X12E F G T1 C [� DT T A B W2 (B) _ rip (al pal \\ I. NLyJ 1 ����������/ ���������IK J 1113X7 =4X5 =3X5 =3X5=4X5 _4X5 =4X5 =3X5 28'11'14 -I �-3'6' 5'1'8 5'1"8 3'9" I 1'4'8 5'1'8 -I 5 1'8 34'6 I 518 10'3" 14' 15'41,8 20'6" 25'7"8 28'11"14 Loading Criteria(pan Wind Criteria Snow Criteria (Pg,Pf In PSF) DefliCSI Criteria ♦Maximum Reactions(Ibs),or•.PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc L/defl Lift Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.057 I 647 360 Loc R+ /R- I Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.061 I 605 240 Q• 111 /- I- /55 /7 /1 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.060 I - - Q /-425 Des Ld: 45.00 EXP:B Kzt:NA HORZ(TL): 0.064 I - - K /-598 Mean Height:43.05 ft Building Code: Creep Factor:2.0 Wind reactions based on MWFRS NCBCLL:0.00 TCDL:6.0 psT Q Brg Wid=311 Min Reg=- SotTd: 2.00 IBC 2018 Max TC CSI: 0.461 BCDL:4.2 psf TPI Std: 2014 Max BC CSI: 0.361 Bearing 0 is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h Ld CaseMax Web CSI: Members not listed have forces less than 375# Rep Fac:Varies Spacing:24.0" C&C Dist a:3.00 ftby0.908 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.02.00B.1108.20 B-C 1960-1958 F-G 1673 -1620 C-D 1833-1816 G-H 2595 -2447 Lumber D-E 1896-1672 H-I 952 -956 Top chord 2x4 HF#2 T1 2x10 DF-L#2; E-F 2112-2060 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Maximum Bot Chord Forces Per Ply(Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a)Continuous lateral restraint equally spaced on Q-P 1770-1764 N-NI 1826 -1814 member. P-O 1591 -1601 M-L 1852 -1850 O-N 1347-1335 L-K 1808 -1838 Loading Truss transfers a maximum horizontal load of Maximum For ces Web Per Ply(ibs) 8985#( 310.00 pit)along top chord,from either Webs Tens.Comp.. Webs Tens. Comp. direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. 6-0 462 -799 M-E 655 -854 Drag Loads:Force(#) (PLF) Mbr Start End B-P 2018-2034 E-L 1797 -1858 Case 1: 8985 310.00 TC 0.00 28.99 8985 346.70 BC 0.00 25.92 C-P 414 -587 L-G 810 -988 C-O 1526-1540 G-K 2016 -2146 Wind O-D 560 -790 K-H 97 -425 Wind loads based on MWFRS with additional C&C i,�p,Ep PROFESS D-M 1744-1785 member design. 5 "GIN E-,, /0 End verticals not exposed to wind pressure. C9 !G l- ilt 83294PE 9 Right cantilever is exposed to wind cr oor. Additional Notes Truss must be installed as shown with top chord up. Uplift reactions require connections continuous to \ , _ REG0N foundation or offsetting dead load. 1%.4 �/Lr id,20ee 2 See uplifts in U and R-columns of Max Reactions 3 table. `S@(l Tar Renewal 6130/2024 11/28/2022 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa 466 Trusses require extreme care in fabricating,handling,shipping,instellin9,and bracing., Refer to and follow the latest edition of BCSI(Building Carnelian OR 57113 Component Safety Information,by TPI end SBCA)Mr safely practices prior to performing these functions. Installers shall provide temporary1503)357-2118 bracing per SCSI.Unless noted otherwise,top chord shall hve properlly attached structural sheathin and bottom hord shall have a properly attached nod ceiling Locations shown for permanent lateralrestraint o webs shall have bracing installed per BCSIsections B3,B7 or 810, as applicable. AppTy late8ss to each face o truss and postion as shown above and on a oln. Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. AIoine,a division of ITW BuildirxG Components Gro Inc.shall not.be responsible for any deviation from this drawing,any failure to build the .snwcasarx truss in conformance with ANSII PI 1, or for haandling, shipping,.installation aqd bracingg of trussesi A seal on this drawing or cover ppte 155 Harlem Ave listing this drawing,indicates acceptance of pof the Buil enpmeennu responsibility solely"for the design shown.The suitability and use o is North Building,4th Floor drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview.IL 60025 SEQN:304721 MONO Ply: 1 Job Number: 0722001 cost:R7175 JRef1XL171750002 T66 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 2 of 3 Truss Label: BDS4 ... / ... 11/28/2022 0.25 12 =3X10 w10X72 ,-4X5 =4E--2 3X5 =4X5G =3H5 1111.5X4 I A T1 C D II wz y (}���P������/ �������__.---",.---1K J 1113 7 P 0 N M L =4X5 =3X5 =4X5 =3X5 =3X5=4X5 =4X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.00 - 0.154 0.154 1 2x10 DF-L#2 42.01" Plywd B - C 1959.91 -1957.71 0.140 0.041 0.181 4 2x10 OF-L#2 61.56" Plywd C - D 1833.01 -1815.66 0.277 0.080 0.358 4 2x4 HF#2 65.02" Plywd D - E 1896.08 -1872.24 0.287 0.094 0.381 4 2x4 HF#2 61.51" Plywd E - F 2111.73 -2060.15 0.319 0.067 0.386 4 2x4 HF#2 61.51" Plywd F - G 1673.03 -1620.15 0.014 0.298 0.312 1 2x4 HF#2 61.51" Pywd G - H 2594.65 -2447.49 0.392 0.069 0.461 4 2x4 HF#2 61.51" Plywd H - I 952.26 -955.50 0.144 0.095 0.239 4 2x4 HF#2 36.92" Plywd O - P 1769.66 -1763.64 0.020 0.095 0.115 4 2x4 HF 112 61.50" Diaph P - 0 1591.50 -1600.76 - 0.089 0.089 2 2x4 HF#2 61.50" Diaph O - N 1346.58 -1334.67 0.204 0.015 0.218 4 2x4 HF#2 45.00" Diaph N - M 1825.68 -1813.77 0.276 0.046 0.322 4 2x4 HF#2 16.50" Diaph M - L 1851.94 -1850.39 0.280 0.054 0.334 4 2x4 HF#2 61.50" Diaph L - K 1808.38 -1838.42 0.273 0.088 0.361 4 2x4 HF#2 61.50" Diaph K - J 26.23 -136.18 - 0.088 0.088 4 2x4 HF#2 40.38" Diaph B - 0 462.05 -799.38 0.169 0.030 0.199 4 2x4 HFStand+HFStud 11.32" - B - P 2017.78 -2033.67 0.305 - 0.305 4 2x4 HF#2 59.09" a 1x4 CLB C - P 413.72 -586.75 0.152 - 0.152 4 2x4 HFStand+HFStud 18.35" - C - 0 1526.43 -1540.01 0.908 - 0.908 4 2x4 HFStand+HFStud 80.83" - O - D 560.09 -790.17 0.205 - 0.205 4 2x4 HFStand+HFStud 19.83" - D - M 1744.31 -1785.41 0.639 - 0.639 5 2x4 HFStand+HFStud 61.23" a 1x4 CLB M - E 655.46 -853.51 0.240 - 0.240 4 2x4 HFStand+HFStud 20.92" - E - L 1797.41 -1857.55 0.658 - 0.658 5 2x4 HFStand+HFStud 61.66' a 1x4 CLB L - G 809.88 -988.33 0.297 - 0.297 4 2x4 HFStand+HFStud 22.20" - G - K 2015.76 -2146.49 0.738 - 0.738 5 2x4 HFStand+HFStud 62.10" a 1x4 CLB K - H 96.57 -425.40 0.094 - 0.094 1 2x4 HFStand+HFStud 23.48" - H - J 151.45 -33.25 0.077 - 0.077 1 2x4 HFStand+HFStud 40.81" - I - J 22.28 -69.64 0.008 0.010 0.018 27 2x4 HFStand+HFStud 24.25' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) de1IX(L) deflY(T) A -3.5d 42.32' 0.02" U999 0.06" L/697 0.00" 0.00" B 0.00' 42.40' 3X10 0.96 0.41 N 0.00" U999 0.00" L/999 0.00" 0.00" C 5.13' 42.62' 10X12 0.96 0.76 N 0.00" L1999 0.00' 1./999 -0.01" 0.01' D 10.54' 42.85' 4X5 0.96 0.86 N 0.00" U999 0.00" U999 D.02" 0.02" E 15.66' 42.96' 4X5 0.96 0.87 N 0.00" U999 0.00" L/999 0.03" 0.03" F 17.08' 42.99' 3X5 0.96 0.82 N G 20.79' 43.OT 4X5 0.96 0.96 N 0.00" U999 0.00" L/999 0.04" 0.04" H 25.91' 43.18' 3X5 0.96 0.38 N 0.00" L/999 0.00" U999 0.06" 0.06' 1 28.99' 43.24' 1.5X4 0.96 0.53 N 0.06" U647 0.08' U568 0.06" 0.06" J 28.99' 40.93' 3X5 0.96 0.88 N 0.06" U648 0.06" U569 -0.02" 0.02" K 25.62' 40.93' 4X5 0.96 0.98 N 0.00" U999 0.00" U999 -0.02" 0.02" L 20.50' 40.93' 4X5 0.96 0.89 N 0.00" L/999 0.00" L/999 0.01" 0.01" M 15.3T 40.93' 4X5 0.96 0.88 N 0.00" U999 0.00" U999 0.00" 0.00" "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shippng,installing and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component Safety Information,by WI and SBCA)tor safety practices prior to perfor ing these nctions. Installers shall pp vide temporary (603)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have property attached structural sheathing and bottom chord shall hav a dropa§tly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections¢3,BI or 10 as applicable. Apply plates to each face of truss and position as shown above and on tha JoinrDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional Information. Alpine,a division of ITW B iidin Components Group Inc.shall notbe responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping installation and bracing of trusses. A seal ooltitis drawingor cover page 155 Harem Ave listing this drawing,indicates acceptance of professional entLtneSnng responsibbl soleiyTor the design shown.The suitabilit and use of this North Building,4th Floor drawing for any strcture is the responsibility of the Building Designer per ANSI�I 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponenrs.com;ICC:Iccsafe.org;AWC:awc.org Glenview,IL 50025 SEON:304721 MONO Ply. 1 Job Number: 0722001 Gust R7175 JRel:1XL171750002 T86 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 3 of 3 • Trues Label: 8D54 ... / _. 11/28/2022 0.25 12 v -3X10 T1 =10X12 -. 4X5 -4X5=3X5 =4X5 =3X5 1111.5X4 A B H I - W2 a � J p//////////_- //////// 4X5K fir 3X5 1113X7 P 0 N M-4X5 =3X5 =3X5=4X5 -4X5 N 14.00' 40.93' 3X5 0.96 0.50 N 0.00" U999 0.00' L/999 0.00" 0.00" O 10.25' 40.93' 3X5 0.96 0.94 N 0.00" U999 0.00" L/999 0.00" 0.00" P 5.13' 40.93' 4X5 0.96 0.90 N 0.00" U999 0.00" L1999 0.01' 0.01" O 0.00' 40.93' 3X7 0.96 0.83 N 0.00- L/999 0.00' L/999 -0.02" 0.02" Loads using option:User Modified Load Cases (S-TD.AUTO.LOAD](OC 24.00)[13F 1.15][NM 1] [DragsWt L-R][OC 24.00][DF 1,60][14M 1] [C&C ASCE WindHRt-'9(OC 24.00)[DF 1.60][NM 1] Load Case:1 User Modified:No Load Case:4 User Modified:No Load Case:27 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:No Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 5.1]y=46.4]( 0%1 22 PLF @-3.5 to 22 @ 5.1[y=46.4][ 0%] -32 PLF @-3.5 to -32 @ 3.2 L[y--42.8][100%] 22 PLF @ 5.1 to 22 @ 17.1[y=46.4][ 0%] 22 PLF @ 5.1 to 22 @ 17.1[y=46.4][ 0%] 12 PLF @-3.5 to 12 @ 3.2[y=46.4][ 0%] 22 PLF @ 17.1 to 22 @ 29.0(y--46.4][ 0%] 22 PLF @ 17.1 to 22 @ 29.0[y=46.4][ 0%] -35 PLF @ 3.2 to -35 @ 5.1 L[y-42.8][100%] 4 PLF @-3.5 to 4 t 0.0[y=35.8][ 0%1 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] -35 PLF @ 5.1 to -35 @ 17.1 L[y=43.1][100%] 50 PLF @-3.5 to 50 r i 5.1[y--46.4][100%] 310 PLF @ 0.0 to 310 @ 5.1 L[y--42.8][100%] -35 PLF @ 17.1 to -35 C 29.0 L[y--43.31[100%1 50 PLF @ 5.1 to 50 @ 17.1[y 46.4][100%] 310 PLF @ 5.1 to 310 @ 17.1 L[y=43.1][100%] 12 PLF @ 3.2 to 12 @ 29.0[y--46.4)[ 0%1 50 PLF @ 17.1 to 50 @ 29.0[y=46.4][100%] 310 PLF @ 17.1 to 310 @ 29.0 L(y--43.3][100%] 8 PLF @ 0.0 to 8 @ 25.9[y=35.8][ 0%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.B1( 0%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] 20 PLF @ 25.9 to 20 @ 29.0[y--40.8][100%I 18 PLF t-,14.0 to 18 @ 29.0(y=35.8]1 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8][ 0%1 8 PLF @ 25.9 10 8 @ 29.0[y=35.8][ 0%] Brg.#1 Vert.R= 2875.2#Hor.R= -0.0# -347 PLF @ 0.0 to-347 @ 14.0 L[y--40.8][100%] -------------_____---------- ----- ________-----______ --- -347 PLF @ 14.0 to-347 @ 25.9 L[y-40.8](100%] [Roof Snow Loed][OC 24.00][DF 1,151[NM 1] Brg.#1 Vert.R= 1063.5#Hor.R= -2.4# Load Case:2 User Modified:No ------------------------------------------- Repetitive Factors Used:Yes [Dragstrut R-LJ(OC 24,00][DF 1.60][NM 1] 22 PLF @-3.5 to 22 @ 5.1[y-46.4][ 0%] Load Case:5 User Modified:No 22 PLF @ 5.1 to 22 @ 17.1[y--46.41( 0%1 Repetitive Factors Used:No 22 PLF @ 17.1 to 22 @ 29.0[y--46.4][ 0%] 22 PLF @-3.5 to 22 @ 5.1[y=46.4]( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8)[ 0%] 22 PLF @ 5.1 to 22 n 17.1[y=46.4][ 0%] 22 PLF @-3.5 to 22 @ 5.1[y--46.4][100%] 22 PLF @ 17.1 to 22 @ 29.0[y=46.41 0%1 22 PLF @ 5.1 to 22 @ 17.1[y==46.4)(100%J 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 22 PLF @ 17.1 to 22 @ 29.0[y--46.4][100%] -310 PLF @ 0.0 to-310 @ 5.1 L[y=42.81100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] -310 PLF @ 5.1 to-310 @ 17.1 L[y--43.1)[100%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8][ 0%] -310 PLF @ 17.1 to-310 @ 29.0 L[y=43.3][100%] Brg.#1 Vert.R= 1965.5#Hor.R= -0.0# 18 PLF @ 0.0 to 18 @ 14.0[y=35.8)[ 0%] _-==_-_-_-=_==_------------= 18 PLF @ 14.0 to 18 @ 29.0(y=35.8][ 0%] 347 PLF C 0.0 to 347 @ 14.0 L[y-40.8][100%] 347 PLF @ 14.0 to 347 @ 25.9 L[y=40.8][100%] Brg.#1 Vert.R= 1438.0#Hor.R= 2.4# ________________________ '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)far safety practices prior to performing ng these functions. Installers shall provide temporary (5031357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attachd t`ructural sheathin and bottom chord shall have a properly attachedrigid ceiling.Locations shown for permanent lateral restraint o webs shall have bracin instaalled per SCSI sections 83,B7 or B10 as applicable. Appl plates to each face of truss and position as shown above and on Ih¢JoiniDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional in ormation. Alpine,a division of ITW Building]Components Group Inc.shall not be responsible for any deviation from this drawl any failure to build the truss in conformance with ANSI/TPI 11, or(or h ndlingg shipping,.installation and bracing of trusses. A seal on th1it drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of profagssiorial enprneenng responsibility solely-Tor the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 80025 SEQN:340704/ HIPM Ply: 1 Job Number: 0722001 Cast R 7175 JRef:I XL171750002 T80 FROM:MG Qty. 1 Tigard Senior Housing DrwNo: 332.22.0740.14030 Page 1 of4 Truss Label: BDS5 BFR / RTT 11/28/2022 1.21'11"4 ' 1'1'12 �I 5'i"10 10'6"8 15'8' 18'8'14 20'9' 25'9'4 28'I1"14 I51, 413'10 5'4'14 5'1"8 I 3'0"14 I 2'0"1 3'10' 3710 0.25 12 =4X5 m3 10 =10X12 =3X5 1114X8 =4X5 =3X5 H 1:11,5X4 =3X5 A (a)T7 C D I J Im N W2 y N s/ /////// /////////L K 1 1113X7 -4X5 =3X5 =3X5=4X5 =4X5 =4X5 =3X10 1111.5X4 I 28'11'14 I f�3'8' 51'8 I 5'1.8 ( 3'9" I 1'4.6 2'0"10 5'3'4 3'2"10 51'8 10'3" 14' 15'48 206 I 25'9'4 28'1114 1 3b"14 I 18'5"6 Loading Criteria(pa) Wind Criteria Snow Criteria (Pg,PI In PSF) Def/CS1 Critelli •Maximum Reactions(lbs),or'•PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in be Udefl tJ# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt:11.0(specifled) Ca:1.0 VERT(LL): 0.040 K 911 360 Loc R. /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.043 K 852 240 S' 111 I-1 /31 /54 /5 /15 BCDL: 9.00 Risk Category.II Snow Duration:1.15 HORZ(LL): 0.038 J - - S 1-414 Des Ld: 45.00 a.B HORZ(TL): 0.041 J - - 0 1-922 Me Mean Height:42.97 ft Building din Code: Creep Factor:2.0 N I-251 NCBCLL:0.00 TCOL:6.0 psf Soffit: 2.00 IBC 2018 Max TC CSI: 0.303 M 1-5D7 BCDL:4.2 ps} I. 1-320 Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.297 Spacing:24.0" Fac:Varies byLd Case Max Web CSI: 0.889 Wind reactions based in MWFRS P 9� C&C Dist a:3.00 ft Rep S Brg Wid=311 Min Reg=- Loc.from endwall:Any FT/RT:4(0)I4(0) Bearing S is a rigid surface. GCpi:0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration:1.80 WAVE VIEW Ver:21.02.008.1108.20 Maximum Top Chord Forces Per Ply(lbs) Lumber Wind Chords Tens.Comp. Chords Tens. Comp. Top chord 2x6 HF#2 T1 2x10 DF-L#2; Wind loads based on MWFRS with additional C&C B-C 1963-1949 F-G 1776 -1717 Bot chord 2x4 HF#2 member design. C-D 1824-1806 G-H 2551 -2433 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; End verticals not exposed to wind pressure. D-E 1546-1535 H-I 2195 -2075 Bracing Right cantilever is exposed to wind E-F 1444-1412 I-J 1007 -887 (a)Continuous lateral restraint equally spaced on Loading member. Truss transfers a maximum horizontal load of Maximum Sot Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. 8985#( 310.00 pit)along top chord,from either Special Loads 1 direction,to supports where indicated.Diaphragm and S-R 1770-1764 0-N 1452 -1442 -(Lumber Dur.Fac.=1.60/Plate Dur.Fac.=1.60) connections are to be designed by Engineer of Record. R-Q 1599-1608 N-M 632 -661 TC:From 22 plf at -3.50 to 22 plf at 28.99 Drag Loads:Force(#) (PLF) Mbr Start End q-P 1377-1382 M-L 1284 -1323 BC:From 4 plf at -3.50 to 4 plf at 0.00 Case 1: 8985 310.00 TC 0.00 28.99 BC:From 18 ptf at 0.00 to 18 plf at 28.99 8985 346.70 BC 0.00 25.92 P-O 1855-1840 TC:1300 lb Conc.Load at 15.52 PL- 800 lb Conc.Load at(15.54,43.07)(1.2 deg] Maximum Web Forces Per Ply(lbs) Special load.2 Webs Tens.Comp. Webs Tens. Comp. -(Lumber Dur.Fac.=1.60/Plate Dur.Fac=1.60) B-S 451 -787 O-E 902 -1061 TC:Fran 22 plf at -3.50 to 22 plf at 28.99 �p PROF B-R 2010-2026 E-N 1602 -1655 BC:From 4 plf al -3.50 to 4 pit at 0.00 �'R 'Sr, C-R 401 -575 N-F 1251 -1265 BC:From 18 plf at 0.00 to 18 Of at 28.99 i PLTC:-800 lb Con lb n Load a.Load t 15.52,43.07K1.2 deg] ,c, 832941 EFL O9 O-D 1408 621 -648 M-G 1495 -642 Note:Special load cases occur non-concurrently a / D-O 1401 -1430 G-L 1388 -1454 with other load cases. Purlins In lieu of structural panels use puffins to brace all flat OREGON TC f#24"oc. C ./.. 'LY 14,200� Uplift reactions require connections continuous to Sse II Tar'�� foundation or offsetting dead load. See uplifts in U and R-columns of Max Reactions Renewal 8/30/2024 table. 11/28/2022 "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Co,npononls of Oregon,Inc. "'IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Corne503135 s OR 97113 ComponentSafety Information,byTPI and SBCA)fa safety practices nor to performing these functions. Installers shall provide temporary (503)357.2118 bracing per BCSI.Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall havea progppeery attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 0l B10, as applicable. Appl plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. I Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin3Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the U'ups in conformance with ANSI/TPI 1, or for handling, shipping installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave Listing this drawing,indicates acceptance pf professional encclLneeiing responsibility sot�Tor the design shown.The suitabilityand use of this North Building,for any srcture is the responsibility of the Building resigner per ANSI/TPI 1 3ec.2. 4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:340704 HIPM Ply: 1 Job Number: 0722001 Cast:R 7175 JRN:1XL171750002 no FROM:MG Qty: 1 Tlgard Senior Housing Div/No: Page 2 of 4 Truss Label: BOSS ... / ... 11/28/2022 0.25 12 v =axe A -33X10 Ti (a) =10X12`` =3XX55\` 11141nXX8�\\ =4F5 E3X5 H 1111.5X4 =3X5 fi %-C..---'-- --- --------._."'-----.,.__.._....._.____,._._, A B���������.----"l/ ������------------/IL K 1113X7 m4X5 =3X5 =3X5=4X5 =4X5 =4X5 =3X10 1111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.00 - 0.154 0.154 1 2x10 DF-L#2 42.01" Plywd B - C 1952.58 -1949.05 0.139 0.041 0.180 6 2x10 DF-L#2 61.54" Plywd C - D 1823.87 -1805.83 0.202 0.039 0.241 6 2x6 HF#2 64.98" Plywd D - E 1545.58 -1535.16 0.002 0.156 0.157 1 2x6 HF#2 61.51" Plywd E - F 1443.81 -1412.35 0.160 0.022 0.183 2x6 HF#2 36.88" Plywd F - G 1775.60 -1716.51 0.197 0.017 0.215 2x6 HF#2 24.63" Plywd G - H 2550.53 -2433.00 0.283 0.019 0.303 2x6 HF#2 59.81" Plywd H - I 2195.03 -2075.26 0.244 0.026 0.270 2x6 HF#2 59.81" Purl 24 I - J 1007.03 -887.28 0.112 0.090 0.201 2x6 HF#2 38.63" Purl 24 S - R 1769.64 -1763.64 0.020 0.095 0.115 2x4 HF#2 61.50" Diaph R - Q 1599.19 -1608.46 - 0.089 0.089 2x4 HF#2 61.50" Diaph Q - P 1376.59 -1361.69 0.208 0.017 0.225 2x4 HF#2 45.00" Diaph P - 0 1854.65 -1839.75 0.280 0.016 0.297 2x4 HF#2 16.50" Diaph O - N 1452.30 -1442.06 0.220 0.015 0.235 2x4 HF#2 36.88" Diaph N - M 632.13 -660.56 0.003 0.071 0.074 2x4 HF#2 24.62" Diaph M - L 1283.50 -1322.64 0.010 0.085 0.096 2x4 HF#2 63.25" Diaph L - K 51.71 -51.04 - 0.099 0.099 2x4 HF#2 38.63" Diaph B - S 450.59 -787.27 0.165 0.030 0.195 2x4 HFStand+HFStud 11.32" - B - R 2009.75 -2025.65 0.304 - 0.304 2x4 HF#2 58.52" a 1x4 CLB C - R 400.68 -574.78 0.147 - 0.147 2x4 HFStand+HFStud 16.35" - C - Q 1520.69 -1534.05 0.889 - 0.889 2x4 HFStand+HFStud 60.26" - Q - 0 408.48 -648.46 0.150 - 0.150 2x4 HFStand+HFStud 17.63' - D - 0 1400.56 -1430.36 0,838 - 0.838 2x4 HFStand+HFStud 60.62" - O - E 901.96 -1061.35 0.330 - 0.330 2x4 HFStand+HFStud 18.92" - E - N 1601.56 -1654.59 0.587 - 0.587 2x4 HFStand+HFStud 38.36' - N - F 1251.10 -1285.02 0.458 - 0.458 2x4 HFStand+HFStud 19.68" - F - M 1634.07 -1681.04 0.599 - 0.599 2x4 HFStand+HFStud 28.8T - M - G 495.43 -641.96 0.181 - 0.181 2x4 HFStand+HFStud 20.20" - G - L 1366.42 -1453.63 0.872 - 0.872 2x4 HFStand+HFStud 61.42" - 1 - L 106.28 -344.20 0.074 - 0.074 1 2x4 HFStand+HFStud 20.48" - L - J 36.94 -164.01 0.051 - 0.051 1 2x4 HFStand+HFStud 39.16" - J - K 46.93 -15.27 0.017 0.009 0.026 33 2x4 HFStand+HFStud 20.48" - Joint x y Plate Cq JSI Method deflX(L) de11Y(T) deflX(L) deflX(T) A -3.50' 42.32' 0.02' U999 0.06" U693 0.00" 0.00" B 0.00' 42.40' 3X10 0.96 0.71 N 0.00' U999 0.00" U999 0.00" 0.00" C 5.13' 42.58' 10X12 0.96 0.78 N 0.00" U999 0.00" U999 -0.01" 0.01" O 10.54' 42.77' 3X5 0.96 0.88 N 0.00" L/999 0.00" L/999 0.02" 0.02" E 15.66' 42.88' 4X8 0.96 0.81 N 0.00" U999 0.00" L/999 0.02" 0.02" F 18.73' 42.94' 4X5 0.96 0.90 N 0.00" U999 0.00" 1/999 0.02" 0.03" G 20.79' 42.99' 3X5 0.96 0.87 N 0.00" U999 0.00" 1/999 0.03" 0.03" H 21.94' 43.01' 4X5 0.96 0.63 N 0.00" U999 0.02' L/999 0.03" 0.03" I 25.77' 43.01' 1.5X4 0.96 0.53 N 0.00" 1/999 0.00" U999 0.04" 0.04" "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Componentsol Oregon,Ina "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,hardlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius oil 97113 Component Safety Information,by TPI and SBCA)handling, safety practices prior to erfor%nirg thesefunctions, Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord sall!Sae propey attached structural sheathi and bottor chord shall hav a propr y attached rigid ceiling Locations shown for oermanen lateral restraint of webs shall have braacin instttglled per BGSI sections B3,B7 or B10, as applicable. Apply plates to each race of truss and position as shown above and on the JoinrDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIfTPI 1, or for handling shippinaq installation and bracing o trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of pro ssio al en ine nn responsibilitysolely for the design shown.The suitability and use o is drawing for any srcture is the responsibility of the Building"Designdr per ANSIITPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340704 HIPM Ply: 1 Job Number: 0722001 Coat:R7175 JRet:1XL17I750002 780 FROM:MG Oty 1 Tigard Senior Housing Drwt4o: Page 3 of 4 Truss Label: 80S5 ... / ... 11/28/2022 0.25 12 v =4X5 -33X10 =10X12 =3X5 1114E8 =4X5 =3X H III1.5X4 =3X5 A Ti (a] D S /��„----",-----,----",----__----"/ ��..„----,----",---"i����L K 1113X7 R Q P 0 N M =3X10 III 1.5X4 4X5 =3X5 =3X5=4X5 4X5 =4X5 J 28.99' 43.01' 3X5 0.96 0.76 N 0.04" U912 0.05" L/800 0.04" 0.04" K 28.99' 40.93' 1.5X4 0.96 0.64 N 0.04" L1911 0.05" U800 -0.01" 0.01" L 25.77' 40.93' 3X10 0.96 0.70 N 0.00" 1./999 0.00" t1999 -0.01" 0.01" M 20.50' 40.93' 4X5 0.96 0.90 N 0.00" L/999 0.00" U999 0.00" 0.00" N 18.45' 40.93' 4X5 0.96 0.81 N 0.00" U999 0.00" 1/999 0.00" 0.00" O 15.3T 40.93' 4X5 0.96 0.81 N 0.00" U999 0.00" L/999 0.00" 0.00" P 14.00' 40.93' 3X5 0.96 0.51 N 0.00" 11999 0.00" U999 0.00" 0.00" O 10.25' 40.93' 3X5 0.96 0.93 N 0.00" U999 0.00" U999 0.00" 0.00" R 5.13' 40.93' 4X5 0.96 0.95 N 0.00" 11999 0.00" U999 -0.01" 0.01" S 0.00' 40.93' 3X7 0.96 0.83 N 0.00" U999 0.00" U999 -0.02" 0.02" Loads using option:User Modified Load Cases (STD.AUTO.LOAD][OC 24.00)[DF 1.15][NM 1]- (Roof Snow Loadl[OC 24.00][DF 1 151[NM 11 (C&C ASCE WindHRt-+DJ(OC 24.00J[DF 1.60][NM 1] Load Case:1 User Modified:No Load Case:4 User Modified:No Load Case:33 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 5.1[y--46.2][ 0%) 22 PLF @-3.5 to 2210 5.1[y=46.21[ 0%] -34 PLF(0-3.5 to -34 @ 5.1 L[y=42.81[100%] 22 PLF @ 5.1 to 22 @ 21.9[y--46.2]1 0%] 22 PLF @ 5.1 to 22 @ 21.9[y-46.21[ 0%I -34 PLF @ 5.1 to -34 @ 21.9 L[y--43.21[100%1 22 PLF @ 21.9 to 22 @ 29.0[y-46.21( 0%] 22 PLF @ 21.9 to 22 @ 29.0(y=46.2)( 0%) 22 PLF @-3.5 to 22 @ 21.9[y 46.2)( 0%] 4 PLF @ 3.5 to 4(10 0.0[y=35.8)1 0%) 4 PLF @-3.5 to 4 @ 0.0[y=35.81( 0%1 -34 PLF @ 21.9 to -34 @ 29.0[y==43.21[100%1 50 PLF @-3.5 to 50 @ 5.1[y--46.2][100%] 22 PLF @-3.5 to 22 @ 5.1[y=46.21[100%] 22 PLF C 21.9 to 22 12 29.0[y=46.2]1 0%] 50 PLF @ 5.1 to 50 @ 21.9[y=46.2][100%1 22 PLF C 5.1 to 22 @ 21.9[y=46.2)(100%] 18 PLF @ 0.0 to 18©25.9]y=35.8][ 0%] 50 PLF @ 21.9 to 50 @ 29.0[y=46.2][100%] 22 PLF @ 21.9 to 22 @ 29.0[y=46.2](100%1 20 PLF @ 25.9 to 20 29.0[y=10.8][100%] 18 PLF C 0.0 to 18 @ 14.0(y=35.8][ 0%] 18 PLF @ 0.0 to 18 @ 14.0(y=35.8][ 0%] 18 PLF @ 25.9 to 18 @ 29.0(y=35.8)[ 0%) 18 PLF @ 14.0 to 18 @ 29.0[y=35.81( 0%) 18 PLF @ 14.0 to 18 @ 29.0(y=35.81( 0%] - ------------ Brg.#1 Vert.R= 2875.2#Hor.R= 0.0# Brg.#1 Vert.R= 1965.5#Hor.R= 0.0# [MWFRS-WS11[OC 24.00][DF 1.60][NM 1] -_-------------- -----------_-_ _-_-_-_-_-_-_-__-_-_-_-_-_-_-_-_-_-_-_-__-_-= Load Case:42 User Modified:Yes (WS1][OC 24.00][DF 1.60)[NM 1] [Dragstrut L-R)[OC 24.00][DF 1.60)[NM 1] Repetitive Factors Used:No Load Case:2 User Modified:Yes Load Case:8 User Modified:No 11 PLF @-3.5 to 11 @ 5.1(y--46.2)( 0%] Repetitive Factors Used:No Repetitive Factors Used:No 11 PLF @ 5.1 to 11 @ 17.9 Jy=46.2)[ 0%1 22 PLF @-3.5 to 22 @ 5.1(y--46.2]( 0%1 22 PLF @-3.5 to 22 @ 5.1(y=46.2][ 0%j 11 PLF @ 17.9 to 11 @ 29.0[y 46.21[ 0%] 22 PLF @ 5.1 to 22 @ 17.9[y==46.2]( 0%] 22 PLF @ 5.1 to 22 i 21.9[y=46.2]1 0%] 2 PLF @-3.5 to 2 @ 0.0[y=35.81[ 0%] 22 PLF©17.9 to 22 r�29.0(y--4621[ 0%1 22 PLF @ 21.9 to 22 @ 29.0[y=46.2][ 0%1 -24 PLF @-3.5 to -24 @ 5.1[y=46.2)(100%) 4 PLF @-3.5 to 4 @ 0.0(y=35.8]( 0%] 4 PLF @-3.5 to 4 @ 0.0(y=35.8][ 0%] -24 PLF @ 5.1 to -24 @ 17.9[y=46.21[100%] 50 PLF @-3.5 to 50 @ 5.1(y==46.21[100%1 310 PLF @ 0.0 to 310 @ 5.1 L[y--42.81[100%) -24 PLF @ 17.9 to -24 @ 29.0[y=46.2]1100%1 50 PLF @ 5.1 to 50 @ 17.9[y-46.2][100%1 310 PLF @ 5.1 to 310 @ 21.9 L[y-43.2][100%] 24 PLF @-3.5 to 24 @ 29.0[y=46.211100%] 50 PLF @ 17.9 to 50 @ 29.0[y-46.21100%] 310 PLF @ 21.9 to 310 @ 29.0 L[y--43.2](100%] 9 PLF @ 0.0 to 9 @ 14.0[y=35.81( 0%] -50 PLF @-3.5 to -50 @ 29.0[y=46.21[100%] 18 PLF @ 0.0 to 18 @ 14.0 0=35.8]1 0%] 9 PLF @ 14.0 to 9 @ 29.0[y=35.81( 0%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8]( 0%] -624.02 Lbs.@ 15.5,46.2 Angle=270 18 PLF @ 14.0 to 18 @ 29.0[y=35.8]( 0%] -347 PLF @ 0.0 to-347 @ 14.0 L[y=40.81[100%1 -384.01 Lbs.@ 15.5,43.1 Angle= 1 1300.00 Lbs.@ 15.5,46.2 Angle=270 -347 PLF @ 14.0 to-347 @ 25.9 L[y--40.8)(100%] Brg.#1 Vert.R= 21.9#Hor.R= 383.9# 800.00 Lbs.@ 15.5,43.1 Angle= 1 Brg.#1 Vert.R= 1109.0#Hor.R= -1.4# _-_-_-_-_-_-_-= -_-_•_-_-_-_•_-_-_- _-_-_ Brg.#1 Vert.R= 2534.1#Hor.R= -799.6# --------------- ---------_•_ o____------------ ---------------- [Dragst R-L][OC 24.00][DF 1.60][NM 11 (WS2][OC 24.00][13F 1.601[NM 1] Load Case:7 User Modified:No Load Case:3 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=46.2]1 0%] 22 PLF @-3.5 to 22 @ 5.1[y-46.2J( 0%1 22 PLF @ 5.1 to 22 @ 21.9(y=46.21 0%1 °°WARNING° READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components or Oregon,Inc **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P..e505 68 e71ts Trusses reg ite extreme care in fabricating,handlin shipping,installing.and bracing. Refer to end follow the latest edition of SCSI(Building comei,oa 118 Component�S"afety Information,byTPI and SBCA)1�r safety practices nor to performing these functions. Installers shall provide tempora bracingr BCS(.Unless noted oherwise,top chrd shall nave proper y attached structural sheathing and bottom chord shall have a properly attachun id ceiling.Locations shown for permanent lateral restraint o webs shall have racing inst lled per CSI sections B3,B7 or 510, as applicabl Apply plates to each face,of truss and position as shown above and on th¢Joint-Details, unless noted otherwise. Reter to A L PI N E drawings 160A-Z'torstandard plate positions.Refer to lob's General Notes page for additional Information. AI ine,a division of ITW Buildin3Components Group Inc.shall not be r s onsible for any daOvation from this drawing,any failure to build the truss in conformance with ANSI/ PI 1, or for handlinn shipping installlatiion and bradrq of trusses. A seal ori,lhls d awing or cover pae 155 Harlem Ave listing this drawing,indicates acceptance of ofthe io al engtneenng responsibility salgIYyfor the design shown. he suitability and use o as North Building,4th Floor drawing for any sucture is the responsibility the Building'esigner per ANSI/TPI 1&ec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SKIN:340704 HIPM Ply: 1 Job Number: 0722001 Cost:R7175 JRef:1XL171750002 780 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 4 of 4 Truss Label: BOSS ... I ... 11/28/2022 0.25 12 -4X5 -g 10 Tt (a) -10X12 =3X5 1114X8 =4X5 =3X H I111.5X4 =3X5 A4`` 1�-may\\---,,,\,,,.,t 3...,..: �\ s/�/��� _���„...--"/ ./�����,.-----i----1l K 1113X7 m4X5R -3X5 =3X5=4X5 4X5= =4X5 =3X10 1111.5X4 22 PLF @ 5.1 to 22 @ 17.9[y=46.21 0%] 22 PLF i 21.9 to 22 @ 29.0[y--46.2][ 0%] 22 PLF @ 17.9 to 22 @ 29.0(y--46.2][ 0%] 4 PLF©-3.5 to 4 i 0.0[y=35.8][ 0%] 4 PLF SS-3.5 to 4 @ 0.0[y=35.811 0%] -310 PLF @ 0.0 to-310 @ 5.1 L(y--42.8][100%] -50 PLF @-3.5 to -50 @ 5.1[y=46.4100%] -310 PLF @ 5.1 to-310 @ 21.9 L[y--43.2][100%] -50 PLF @ 5.1 to -50 @ 17.9[y=46.2][100%] -310 PLF @ 21.9 to-310 @ 29.0 L[y=43.21000%] -50 PLF @ 17.9 to -50©29.0[y 46.2][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.81( 0%] 50 PLF @-3.5 to 50 @ 29.0[y=46.2[[100%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.81 0%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] 347 PLF C 0.0 to 347 @ 14.0 L[y--40.81000%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8][ 0%] 347 PLF©14.0 to 347 @ 25.9 L[y--40.81[100%] -1300.00 Lbs.CO 15.5,46.2 Angle=270 Brg.#1 Vert.R= 1392.4#Hor.R= 1.4# -800.00 Lbs.@ 15.5,43.1 Angle= 1 --------------------------- Brg.#1 Vert.R= -32.6#Hor.R= 799.8# '"WARNING•• READ AND FOLLOW ALL NOTES ON THIS DRAWING! Teas components of Oregon.loc. "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.BOc485 Trusses re uire extreme care In fabricalin ,hat1ddI' shiupmg,installing and bradsgg.� Refer toa nit follow the latest edition of BCSI(Buildin Cornelius OR e7113 Component Safety Information,bY Tel on SBCA;r�u safely practices nor to rforining these functions. Installers shall provide temporar.�9 15831367-2118 bracinggper BCSI.Unless noted otherwise,top chord shall haveproperly at�acl�ed structural sheathirng.and bottotrichord shall ha�YL a propel9y attached rigid ceiling.L tions shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B or B10, as applicable. Appl plates to each face of s and position as shown above and on the Joint petails, unless noted otherwise. efer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Cpo ponents Group Inc.shall not.be responsible for tiny deviation from this drawing,any,fallure to build the truss in conformance with ANSI/TPI1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engpneenng responsibility solely-for r the design shown.The suits i i and use o is North arlemng,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec. . For more information see these web sites:Alpine:alpineltw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SECIN:304582/ HIPM Ply: 2 Job Number. 0722001 Cuat:R 7175 JRef:1 XL171750002 741 FROM:MG ON: 1 Tigard Senior Housing DrwNo: 332.22.0740.11264 Page 1 of 4 Truss Label: BGR BFR / RTT 11128/2022 I c 2 Complete Trusses Required 5'11"4 ) 10'6"B , 15'8" , 1T11'r 20'9'8 , 25'9"4 28'11"14, 5'11"4 4'7'4 5'1'8 2'3'4 2'10"4 4'11.2 3'2'10 0.25 12 5X7 T1 w10X12p5 =3X5 -w3X5 =3X5 =5X5 1111.5X4 =3X5 A B 50 1 �L K III3X5 w4X8 =3X5 w5X5 w3X5 3X5 w3X12 1113X5 A 25'11" A 3'0'14--) I--36' 5'1' 5'2' 3'9' I 1'4"8 5'1"B ( 53"4 3'210 5'1" 10'3' 14' 15'48 20'8" 25'9'4 28'11"14 Loading Criteria(psf) Wind Criteria Snow Criteria (Pont in PSF) DefUCSI Criteria •Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Udell Litt Gravity Non-Gravity TCOL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.275 E 999 380 Loc R. I R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.493 E 627 240 R 2104 /- /- I- /89 1- BCDL: 9.00 Risk Category:it Snow Duration:1.15 HORZ(LL): 0.035 C - - L 2498 I- I- I- /43 /- EXP:B Kzh NA HORZ(TL): 0.063 C - - Wind reactions based on MWFRS Des Ld: 45.00 Mean Height:32.81 ft R B Wid=5.5 Min Req= 1.7(Truss) NCBCLL:0.00 Building Code: Creep Factor.2.0 r9 TCDL:6.0 psf IBC 2018 Max TC CSI: 0.743 L Erg Wid=5.5 Min Req= 1.7(Truss) Soffit: 2.00 BCDL:4.2 psf Bearings R 8 L are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to hl2 WI Std: 2014 Max BC CSI: 0.677 Members not listed have forces less than 375# Spacing:24.0" C8C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.883 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FTIRT:4(0a4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.02.0OB.1108.20 B-C 16-2307 E-F 42 -3238 C-D 40.3227 F-G 27 -2061 Lumber D-E 39-3255 G-H 27 -2061 Top chord 2x4 HF#2 T1 2x10 DF-L#2; Bot chord 2x6 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Chords Tens.Comp. Chords Tens. Comp. Nailnote O-P 2296 -15 N-M 3158 -44 Nail Schedule:0.120"x3",min.nails P-0 3258 -42 M-L 1956 -28 Top Chord:1 Row @12.00"o.c. 0-N 3258 -42 Bot Chord:1 Row ©9.25'o.c. Webs :1 Row @ 4"o.c. Use equal spacing between rows and stagger nails Maximum Web Forces Per Ply(lbs) in each row to avoid splitting. Webs Tens.Comp. Webs Tens. Comp. Special Loads B-R 44 -1038 F-M 17 -1176 B-Cl 2369 -16 M-H 645 0 -(Lumber Dur.Fac.=1.15 I Plata Dur.Fac.=1.15) C-P 1004 -25 H-L 33 -2153 TC:From 72 plf at -3.50 to 72 pO at 5.94 TC:From 36 pit at 5.94 to 36 plf at 28.99 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From BC:From 19 pit al 5.ff al 95 to to 19 pit at 28.99 4'9'at 5.95 PROR"-Ss, BC: 191 lb Conc.Loadoa at 8.00,10.00,12.00,14.00 0 �4G(N�F11 OZ 16.00,18.00,20.00,22.00,24.00 ((/ 8329417E 9 BC: 271 lb Conc.Load at 26.00,28.00 le ow,- Purling In lieu of structural panels use purlins to brace all flat TC @ 24'oc. OREGON Wind � �Lr 14,2a°� �Q/ Wind loads and reactions based on MWFRS. %SS @(I Tao* End verticals not exposed to wind pressure. Renewal 6l30/2024 Right cantilever is exposed to wind I I/28/2022 *'WARNING'• READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.6ox468 Trusses require extreme care in fabricating,handlingg shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building Camellua OR 97113 ComponentSafety Information,by TPI end SBCA)ibi safety practices prior to performing these functions. Installers shall provide temporary (5031357-2116 bracing per BCSI.Unless noted otherwise,top chard shall have preperl attached structural sheathing and bottom chord shall ha e_a properly attached ceiling.Locations shown for permanent lateral restraint o,webs shall have bracingg installed per BCSI sections 83,B7 or 81(1, as applicable. Appl plates to each face of truss and positionas shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawingsn 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buildin Components Groyp Inc. hall not be responsible for any deviation from this drawing,any failure to build the •emwcawvin truss in conformance with ANSI/TPI 1, or for handling shipping installation and bracing of trusses; A seal on this drawing or cover page 155 Harlem Ave listing thisdrawing,indicates acceptance of professional engiineering responsibility solegly-for the design shown.The suitability and use o this North arlemng,4th Floor drawing or any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. For more Information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEON:304582 HIPM Ply: 2 Job Number: 0722001 Gust R7175 JRe1:1XL171750002 T41 FROM:MG City: 1 Tigard Senior Housing DrwNo: Page 2 of 4 Truss Label: BGR ... I ... 11/28/2022 0.25 2 w4X5 =5X7 T1 w10X12D =3X5 =3X5 =3X5 =5X5 III1.5X4 =3X5 A B ff w2 ` �`` III R-.1 O P 0 N M ML K III3X5 =4X8 =3X5 a5X5=3X5 =3X5 -=3X12 1113X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace ' A - B 2.77 -0.40 - 0.088 0.089 1 2x10 DF-L#2 42.01' Plywd B - C 16.15 -2306.87 0.011 0.095 0.107 1 2x10 DF-L#2 61.56" Plywd C - D 40.38 -3227.46 0.127 0.488 0.615 1 2x4 HF#2 65.14" Plywd D - E 39.29 -3254.73 0.460 0.283 0.743 1 2x4 HF#2 65.14" Purl 24 E - F 42.15 -3206.33 0.300 0.263 0.563 1 2x4 HF#2 81.50" Purl 24 F - G 27.29 -2060.55 0.122 0.115 0.237 1 2x4 HF#2 61.50" Purl 24 G - H 27.29 -2060.55 0.122 0.122 0.244 1 2x4 HF#2 61.50' Puri 24 H - I 125.94 -3.43 0.022 0.123 0.146 1 2x4 HF#2 59.75" Purl 24 I - J 125.94 -3.43 0.022 0.143 0.165 1 2x4 HF#2 38.62" Purl 24 R - 0 9.92 -0.00 0.001 0.058 0.060 4 2x6 HF#2 61.50" Diaph O - P 2296.43 -15.24 0.354 0.237 0.590 1 2x6 HF#2 61.50" Diaph P - 0 3257.60 -41.71 0.501 0.177 0.677 1 2x6 HF#2 61.50' Diaph O - N 3257.60 -41.71 0.501 0.152 0.653 1 2x6 HF#2 61.50' Diaph N - M 3158.32 -43.51 0.484 0.191 0.675 1 2x6 HF#2 81.50" Diaph M - L 1954.89 -27.81 0.297 0.196 0.493 1 2x6 HF#2 63.25' Diaph L - K 0.58 -0.87 - 0.196 0.196 1 2x6 HF#2 38.63" Diaph B - R 44.35 -1038.15 0.043 0.034 0.076 1 2x4 HFStand+HFStud 9.32" - B - 0 2368.58 -16.18 0.497 - 0.497 1 2x4 HF#2 58.29' - C - 0 24.74 -307.05 0.063 - 0.063 1 2x4 HFStand+HFStud 16.35" - C - P 1004.49 -25.21 0.508 - 0.508 1 2x4 HFStand+HFStud 60.26' - P - E 40.50 -101.63 0.021 - 0.021 2 2x4 HFStand+HFSlud 16.48' - E - N 14.12 -61.82 0.025 - 0.025 1 2x4 HFStand+HFStud 60.30" - N - F 294.29 -0.00 0.150 - 0.150 1 2x4 HFStand+HFStud 16.48' - F - M 17.25 -1175.75 0.482 - 0.482 1 2x4 HFStand+HFStud 60.30" - M - H 644.89 -0.00 0.329 - 0.329 1 2x4 HFStand+HFStud 16.48' - H - L 33.11 -2152.69 0.883 - 0.883 1 2x4 HFStand+HFStud 60.30' - I - L 12.67 -107.77 0.022 - 0.022 2 2x4 HFStand+HFStud 16.48' - L - J 3.97 -143.73 0.041 - 0.041 4 2x4 HFStand+HFStud 37.22" - J - K 52.28 -3.77 0.023 0.008 0.031 5 2x4 HFStand+HFStud 16.48" - Joint x y Plate Cq JSI Method defiY(L) deflY(T) defX(L) deflX(T) A -3.50' 32.32' -0.10' L/401 -0.2T U155 0.00" 0.00' B 0.00' 32.40' 5X7 0.96 0.91 N 0.00" U999 0.00" L1999 0.03" 0.06" C 5.13' 32.62 10X12 0.96 0.71 N 0.17" U999 0.43" U719 0.04" 0.06" O 5.94' 32.78' 4X5 0.96 0.91 N 0.16" U999 0.41" LR53 0.03" 0.06" E 10.54' 32.76' 3X5 0.96 0.44 N 0.28" L/999 0.71" L/433 0.02' 0.03" F 15.6T 32.76' 3X5 0.96 0.74 N 0.27'" U999 0.69" L/447 0.00" 0.00" G 17.94' 32.76' 3X5 0.96 0.38 N H 2O.79' 32.76' 5X5 0.96 0.93 N 0.16" U999 0.42" L/729 -0.01" 0.02" I 25.77' 32.76' 1.5X4 0.96 0.53 N 0.00" L/999 0.00" U999 0.00" 0.02" J 28.99' 32.76' 3X5 0.96 0.54 N -0.08" U484 -0.21" 1/185 0.00" 0.02" K 28.99' 31.01' 3X5 0.96 0.81 N -0.08" U484 -0.21" U185 0.03" 0.06" L 25.7T 31.01' 3X12 0.96 0.78 N 0.00" L/999 0.00" U999 0.03" 0.06" "'WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trusst.4,wnnnts of Oregon,inc. I "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in(agitating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CorneliusOR 97113 Component Safely Information,by TPI and SBCA)for safety practices or to performing these functions. Installs shall vide temporary (503)357-2118 bracing per BCSI Unless noted otherwise,topchord shall have roperl attached structural sheathing and bottom chord,shall have a proppeefy attached rigid ceiling.Locations shown for pemanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10 as applicable. T plates to each face o truss and position as shown above and on the Join Details, unless note otherwise. Refer to ALPINE drawings 160A-Z'for standard plate positions.Refer tombs General Notes page for additional information. AI in a division of ITW Buildin CComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the Wass In conformance with ANSILI PI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professiorll engpneenng responsibility sole) Tor the design shown.The suitability and use of this North Building,4 drawing or any sfructure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. g, th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304582 HIPM Ply: 2 Job Number: 0722001 Cast R7175 JRaf:1XL171750002 741 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 3 of 4 Truss Label: BGR ... / ... 11/28/2022 025 0 =4X5 =5X7 -10X12 =3X5 3X5 =3X5 =5X5 1111.5X4 =3X6 A BT1 D G J 9 \\ // Rst! Q P O N M IIIIL K III3X5 =4X8 =3X5 =5X5=3X5 =3X5 =3X1X12 III3X5 M 20.50' 31.01' 3X5 0.96 0.83 N 0.17" U999 0.44" L/697 0.03" 0.05" N 15.3T 31.01' 3X5 0.96 0.48 N 0.27" U999 0.70" U442 0.02" 0.03" 0 14.00' 31.01' 5X5 0.96 0.73 N P 10.25' 31.01' 3X5 0.96 0.85 N 0.27" U999 0.71" U436 0.00" 0.01" Q 5.13' 31.01' 4X8 0.96 0.86 N 0.17" U999 0.43" L/721 0.00" 0.00" R 0.00' 31.01' 3X5 0.96 0.83 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00](DF 1.15][NM 2] [Partial Unbal.Lt][OC 24.00][DF 1.25][NM 2] [Partial Unbal.Rt][OC 24.00][DF 1.25][NM 2] Load Case:1 User Modified:No Load Case:4 User Modified:No Load Case:5 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=35.9][ 0%] 22 PLF @-3.5 to 22 @ 5.1[y=35.91 0%] 22 PLF @-3.5 to 22 @ 5.1[y=35.91 0%) 22 PLF @ 5.1 to 22 @ 5.9[y=35.91 0%] 22 PLF @ 5.1 to 22 @ 5.9[y=35.91 0%] 22 PLF n 5.1 to 22 @ 5.9[y=35.9][ 0%] 11 PLF @ 5.9 to 11 ti 29.0[y=35.9][ 0%] 11 PLF @ 5.9 to 11 @ 29.0[y=35.91 0%] 11 PLF @ 5.9 to 11(2 29.0[y=35.9]( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8]( 0%] 4 PLF @-3.5 to 412 0.0[y=25.81 0%) 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] 50 PLF @-3.5 to 50 @ 5.1[y=35.9][100%] 25 PLF @ 25.7 to 25 @ 29.0[y=35.9][100%] 50 PLF @-3.5 to 50 @ 5.1[y=35.9][100%) 50 PLF @ 5.1 to 50 @ 5.9[y=35.9][100%] 18 PLF @ 0.0 to 18 @ 5.9[y=25.8][ 0%] 50 PLF @ 5.1 to 50 @ 5.9[y=35.91[100%] 25 PLF @ 5.9 to 25 @ 29.0[y=35.9][100%] 9 PLF @ 5.9 to 9 @ 29.0[y=25.81 0%] 25 PLF @ 5.9 to 25 @ 25.7[y=35.9)[100%) 18 PLF @ 0.0 to 18 @ 5.9(y=25.81 0%] 274.50 Lbs.@ 5.9,25.8 Angle=270 18 PLF @ 0.0 to 18 @ 5.9[y=25.8][ 0%] 9 PLF @ 5.9 to 9 7 29.0 fy=25.8][ 0%] 106.38 Lbs.@ 8.0,25.8 Angle=270 9 PLF @ 5.9 to 9 @ 29.0[y=25.81 0%] 274.50 Lbs.@ 5.9,25.8 Angle=270 106.38 Lbs.@ 10.0,25.8 Angle=270 274.50 Lbs.@ 5.9,25.8 Angle=270 106.38 Lbs.@ 8.0,25.8 Angle=270 106.38 Lbs.@ 12.0,25.8 Angle=270 106.38 Lbs.@ 8.0,25.8 Angle=270 106.38 Lbs.@ 10.0,25.8 Angle=270 106.38 Lbs.@ 14.0,25.8 Angle=270 106.38 Lbs.@ 10.0,25.8 Angle=270 106.38 Lbs.@ 12.0,25.8 Angle=270 106.38 Lbs.@ 16.0,25.8 Angle=270 106.38 Lbs.@ 12.0,26.8 Angle=270 106.38 Lbs.@ 14.0,25.8 Angle=270 106.38 Lbs.@ 18.0,25.8 Angle=270 106.38 Lbs. t 14.0,25.8 Angle=270 108.38 Lbs.@ 16.0,25.8 Angle=270 106.38 Lbs.@ 20.0,25.8 Angle=270 106.38 Lbs.@ 16.0,25.8 Angle=270 106.38 Lbs.@ 18.0,25.8 Angle=270 106.38 Lbs.@ 22.0,25.8 Angle=270 106.38 Lbs.@ 18.0,25.8 Angle=270 106.38 Lbs.@ 20.0,25.8 Angle=270 106.38 Lbs.@ 24.0,25.8 Angle=270 106.38 Lbs.@ 20.0,25.8 Angle=270 106.38 Lbs.@ 22.0,25.8 Angle=270 150.56 Lbs.@ 26.0,25.8 Angle=270 106.38 Lbs.@ 22.0,25.8 Angle=270 106.38 Lbs.@ 24.0,25.8 Angle=270 150.56 Lbs.@ 28.0,25.8 Angle=270 106.38 Lbs.@ 24.0,25.8 Angle=270 150.56 Lbs.@ 26.0,25.8 Angle=270 219.60 Lbs.@ 5.9,25.8 Angle=270 150.56 Lbs.@ 26.0,25.8 Angle=270 150.58 Lbs.@ 28.0,25.8 Angle=270 85.10 Lbs.@ 8.0,25.8 Angle=270 150.56 Lbs.@ 28.0,25.8 Angle=270 219.60 Lbs.@ 5.9,25.8 Angle=270 85.10 Lbs.@ 10.0,25.8 Angle=270 219.60 Lbs.@ 5.9,25.8 Angle=270 85.10 Lbs.@ 8.0,25.8 Angle=270 85.10 Lbs.@ 12.0,25.8 Angle=270 85.10 Lbs.@ 8.0,25.8 Angle=270 85.10 Lbs.@ 10.0,25.8 Angle=270 85.10 Lbs.@ 14.0,25.8 Angle=270 85.10 Lbs.@ 10.0,25.8 Angle=270 85.10 Lbs.@ 12.0,25.8 Angle=270 85.10 Lbs.@ 16.0,25.8 Angle=270 85.10 Lbs.@ 12.0,25.8 Angle=270 85.10 Lbs. 14.0,25.8 Angle=270 85.10 Lbs.@ 18.0,25.8 Angle=270 85.10 Lbs.@ 14.0,25.8 Angle=270 85.10 Lbs.@ 16.0,25.8 Angle=270 85.10 Lbs.@ 20.0,25.8 Angle=270 85.10 Lbs.@ 16.0,25.8 Angle=270 85.10 Lbs.Ci 18.0,25.8 Angle=270 85.10 Lbs.@ 22.0.25.8 Angle=270 85.10 Lbs.@ 18.0,25.8 Angle=270 85.10 Lbs.@ 20.0,25.8 Angle=270 85.10 Lbs.@ 24.0,25.8 Angle=270 85.10 Lbs.@ 20.0,25.8 Angle=270 85.10 Lbs.n 22.0,25.8 Angle=270 120.45 Lbs.@ 26.0,25.8 Angle=270 85.10 Lbs.@ 22.0,25.8 Angle=270 85.10 Lbs.@ 24.0,25.8 Angle=270 120.45 Lbs.@ 28.0,25.8 Angle=270 85.10 Lbs.@ 24.0,25.8 Angle=270 120.45 Lbs.@ 26.0,25.8 Angle=270 Brg.#1 Vert.R= 1458.7#Hor.R= -0.0# 120.45 Lbs.@ 26.0,25.8 Angle=270 120.45 Lbs.@ 28.0.25.8 Angle=270 Brg.#2 Vert.R= 2173.1#Hor.R= -0.0# 120.45 Lbs.@ 28.0,25.8 Angle=270 Brg.#1 Vert.R= 2099.0#Hor.R= -0.0# --------------------------------------- Brg.#1 Vert.R= 2104.0#Hor.R= -0.D# Brg.#2 Vert.R= 2498.3#Hor.R= -0.0# Brg.#2 Vert.R= 2410.8#Hor.R= -0.0# `•WARNING•• READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tnrw Conponenls of Oregon,Inc. `*IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box ee8 Trusses require extreme care in fabricating.,handling,shipping,installing and bracing.. Refer to and follow the latest edition of BCSI(Building Comm OR 87113 Component Safely Information,by TPI end SBCA)Mr safety practices prior to perfoCamelliaCamelliang these functions. Installers shall provide temporary (503)357-2119 bracing per BCSI.Unless noted otherwise,top chord shall have properly attacrled structural sheathing and bottom chord shall haves properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3 87 or 810, .4�as applica e. Apply plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping installation and bracingof trusses. A seal on this drawing or cover page 155 Harlem Ave listing thisdrawing,indicates acceptance f professional enQQmeenn responsibility sot lyVlor the design shown.The suitabihry and use of ass North Builam drawing or any srcture is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. g,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orp;SBCA:sbcacomponents.com;ICC:iccsafe.orci;AWC:awc.orq Glenview,IL 60025 SEQN:304682 HIPM Ply: 2 Job Number: 0722001 Cum:R 7175 JRef:1XL171750002 T41 FROM:MG Qty: 1 Tigard Senior Housing OrwNo: Page 4 of 4 Truss Label: BGR ... ! ... 11/26/2022 0.25 12 v w4X5 =5X7 T1 —10X12D =3X5 =3X5 =3X5 =5H III1.5X4 =3X5 A BC q`\` �` e Q P O N M 12.1L K III3X5 =4X8 =3X5 =5X5=3X5 =3X5 =3X12 III3X5 [Roof Snow Load][OC 24.00][DF 1.15][NM 2] Load Case;2 User Modified:No Repetitive Factors Used:Yes 22 PLF(g-3.5 to 22 @ 5.1[y=35.911 0%] 22 PLF @ 5.1 to 22 @ 5.9[y=35.911 0%] 22 PLF© 5.9 to 22 Q 29.0[y=35.911 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.811 0%] 22 PLF @-3.5 to 22 @ 5.1[y=35.9][100%] 22 PLF @ 5.1 to 22 @ 5.9[y=35.91[100%1 22 PLF @ 5.9 to 22 @ 29.0[y=35.911100%] 18 PLF @ 0.0 to 18 @ 29.0[y=25.811 0%] Brg.#1 Vert.R= 965.9#Hor.R= -0.0# Brg.#2 Vert.R= 999.6#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boo 488 Trusses require extreme care in fa tirq, wndlina shipping in$talli pc, and bracing. Refer to end follow the latest edition of SCSI(Buildinger vs OR 97113 Component Safety Information,byTPI and SBCA; r safely practcesd r to performing these unct ons. Installers shall provide to pore 1503)3sr-211s bracingper SCSI.Unless noted oherwise,topcho shall have ro attached structural sheathing and bottom chord shalt have_a prop y attached ceiling.Locations shown for permanent lateral restraint of webs shall have braernLinstalled per BCSI sections B3,B7 or 810, as applicable. Apply plates to each face o1 truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z foorystandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling shipping,._installs ion and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professio al engmeeting responsibility solelyTor the design shown.The suitability and use of this North em drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304579/ SPEC Ply. 2 Job Number: 0722001 Cost R7175 JRef:1XL171750002 759 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: 332.22.0740.10968 Page 1 of 4 Truss Label: BGRI BFR I RTT 11/28/2022 i 5 c 2 Complete Trusses Required I._22'3'12 1.4'12 F 511.4 I 10'6"8 I 15'8' I 18'0'4I 20'11' I1 25'9"4 I 28'11'14I 511.4 47'4 5'V8 2'4"4 2'10'12 3'S"8 3'2"10 025 12 =ram =10X12X5 =3X5 =3X5 w3X5 w3X10=3X5 1Il1.5X4 m3X5 A B Ti C D E F G H 1 J K T -r T 1 1 - H M L 113XX5 4X8 =4X5 _H0808---3X5 m3X5 =4X12 1111.5X4 A 2511" A 3'0'14-I �_3� _I 5.1' I 5'2" 3'9" + 1'418 51"8 + 5'3'4 I 3'2"10 4 51• 10'3" 14' 15'4 8 20'8• 25'9'4 28'11 14 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) DeNCSI Criteria •Maximum Reactions(les) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in hoc Udefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.330 E 936 380 Loc R+ I R- /Rh I Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.591 E 523 240 S 2321 I- I- I- /78 I- BCOL: 9.00 Risk Category:it Snow Duration:1.15 HORZ(LL): 0.042 C - - M 2918 /- I- I- /61 1- Des Ld: 45.00 EXP.B Kzt HORZ(TL): 0.076 C - - Wind reactions based on MWFRS Mean Height:32.85 fl BuildingCode: Creep Factor:2.0 S Brg Wid=5.5 Min Req= 1.9(Truss) NCBCLL:0.00 TCDL:6.0 psf M Brg Wid=5.5 Min Req=2.0(Truss) Soffit: 2.00 IBC 2018 Max TC CSI: 0.779 BCDL:4.2 psf WI Std: 2014 Max BC CSI: 0.843 Bearings S&M are a rigid surface. Load Duration:1.15 MWFRS Parallel Dial:0 toIJ2 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.670 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FT/RT:4(0)l4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver:21.02.008.1108.20 B-C 29-2620 E-F 73 -3952 C-D 66.3837 F-G 49 -2530 Lumber Wind D-E 65-3871 G-H 49 -2530 Top chord 2x4 HF#2 T1 2x10 DF-L#2: Wind loads and reactions based on MWFRS. Bot chord 2x6 HF#2 End verticals not exposed to wind pressure. Maximum Bot Chord Forces Per Ply(lbs) Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Right cantilever is exposed to wind Chords Tens.Comp. Chords Tens. Comp. Bracing R-Q 2609 -28 O-N 3894 -74 (a)Continuous lateral restraint equally spaced on Q-P 3878 -68 N-M 2397 -48 member. P-O 3878 -68 Nallnote Maximum Web Forces Per Ply(the)Nail Schedule:0.12Mx3",min.nails Top Chord:1 Row @12.00"o.c. Webs Tens.Comp. Webs Tens. Comp. Bot Chord:1 Row @ 7.75'o.c. B-S 49-1145 F-N 27 -1458 Webs :1 Row @ 4"o.c. B-R 2691 -30 N-H 544 -5 Use equal spacing between rows and stagger nails C-R 28 -391 H-M 53 -2605 in each row to avoid splitting. C-Q 1322 -39 Special Loads TC:From-(Lumber O72 plf at 1.1-3 m Plate Dur.72 plf at 15)5.94 K°R PRO pk. Fss/ TC:From 36 plf at 5.94 to 36 peat 28.99 BC:From 18 plf at 0.00 to 18 plf at 5.95 4// 1-* BC: 0 8329 PE�� 9 BC:From 9 plf at 5.95 to 9 plf at 28.99 BC: 494 lb Conc.Load at 5.95 BC: 191 lb Conc.Load at 8.00 BC: 271 lb Conc.Load at 10.00,12.00,14.00,16.00 18.00,20.00,22.00,24.00,26.00,28.00 OREGON Purlins ' , `2Lr 14,200Jii C. 0 In lieu of structural panels use puffins to brace all fiat 3S.e II Tang` IC CO 24"oc. Renewal 6130f2024 11/28/2022 'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss components of Oregon.Inc. 'IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P O.Bo.468 Trusses require extreme care in fabricating,handlin ship In installing and bracing. Refer to and follow the latest edition of BCSI(Building ComNns OR 97113 Component Safety Information,by TPI and SBCA)f�rsafe1Gv ractices rior to performing these functions. Installers shall errggyylde tem rant (503)357-2118 bracing per BCSi.,Unless noted otherwise,top chord shall nave properly attached structuralstructuralceiling. lied per CSI sections 3,B7 or B10, as applicable. Apply plates to each face.of truss and position as shown above and on the Join,Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z'fbr sandard plate positions.Refer to lobs General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be rsponsible for any deviation from this drawing,any failure to build the .a m,mw.xr truss in conformance with ANSI/PI 1, or for handling, shipping,.installation.and bracingof trusses. A seal ol�this drawing or cover page 155 Hadem Ave listingthisdrawing,indicates acceptance of professional en ineenng responsibility sole)yor the design shown. he suitability and use of is North Building,4th Floor drawng fr any srcture is the responsibility of the Braiding'Designer per ANSI/TPI 1 Sec.2. I For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponenls.com;ICC:Iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:304579 SPEC Ply. 2 Job Number: 0722001 Cust:R7175 JRet:1XL171750002 759 FROM:MG City. 1 Tigard Senior Housing DneNo: Page 2 of 4 Trues Label: BGR1 ... I ... 11/28/2022 0.25 12 =BX7 =10X12 = =3X10=3X5 I111.5X4 3X5 =3X5 =3X5 =3X5 A T1 C D E F :� s• J K NimissillIMII 1113X5 =4X8 4XX5 P =3X5 =3X5 =4X12 I111.5X4 =H0508 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 2.77 -0.40 - 0.088 0.089 1 2x10 DF-L#2 42.01" Plywd B - C 29.39 -2620.44 0.015 0.108 0.122 1 2x10 DF-L#2 61.56" Plywd C - 0 66.12 -3836.68 0.179 0.584 0.763 1 2x4 HF#2 65,14" Plywd D - E 65.32 -3870.61 0.440 0.326 0.766 1 2x4 HF#2 65.14" Purl24 E - F 73.43 -3952.24 0.457 0.322 0.779 1 2x4 HF#2 61.50" Purl 24 F - G 48.52 -2530.08 0.185 0.169 0.354 1 2x4 HF#2 61.47" Purl 24 G - H 48.54 -2530.21 0.077 0.168 0.245 1 2x4 HF#2 61.4T Plywd H - I 99.97 -2.09 0.006 0.087 0.093 2 2x4 HF#2 59.84" Plywd I - J 99.91 -2.21 0.017 0.158 0.175 1 2x4 HF#2 59.84" Plywd J - K 100.74 -2.26 0.017 0.141 0.158 1 2x4 HF#2 38.60" Plywd S - R 11.45 -0.00 0.001 0.055 0.056 4 2x6 HF#2 61.50" Diaph R - 0 2609.28 -28.45 0.402 0.246 0.648 1 2x6 HF#2 61.50" Diaph O - P 3877.60 -67.93 0.597 0.242 0.838 1 2x6 HF#2 61.50" Dlaph P - 0 3877.60 -67.93 0.597 0.201 0.797 1 2x6 HF#2 61.50" Diaph O - N 3894.47 -74.35 0.598 0.245 0.843 1 2x6 HF#2 61.50" Diaph N - M 2397.19 -47.81 0.366 0.238 0.604 1 2x6 HF#2 63.25" Diaph M - L 0.62 -1.09 - 0.256 0.256 1 2x6 HF#2 38.63" Dlaph B - S 48.91 -1145.44 0.052 0.039 0.090 1 2x4 HFStand+HFStud 9.32" - B - R 2691.07 -29.80 0.564 - 0.564 1 2x4 HF#2 58.29' - C - R 28.26 -390.63 0.080 - 0.080 1 2x4 HFStand+HFStud 16.35" - C - 0 1322.14 -38.65 0.670 - 0.670 1 2x4 HFStand+HFStud 60.26" - O - E 15.86 -100.64 0.020 - 0.020 2 2x4 HFStand+HFStud 16.48" - E - 0 79.38 -5.85 0.037 - 0.037 5 2x4 HFStand+HFStud 60.30" - O - F 353.77 -0.00 0.180 - 0.180 1 2x4 HFStand+HFStud 16.48" - F - N 27.46 -1458.14 0.598 - 0.598 1 2x4 HFStand+HFStud 60.30" - N - H 843.97 -4.54 0.430 - 0.430 1 2x4 HFStand+HFStud 17.18" - H - M 53.14 -2605.00 0.642 - 0.642 1 2x4 HFStand+HFStud 60.49" a 1x4 CLB M - J 12.70 -104.73 0.022 - 0.022 2 2x4 HFStand+HFStud 16.73" - M - K 2.46 -113.04 0.032 - 0.032 4 2x4 HFStand+HFStud 37.00' - K - L 38.65 -3.91 0.016 0.008 0.024 5 2x4 HFStand+HFStud 15.96" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) defIX(L) deflX(T) A -3.50' 32.32' -0.13" U335 -0.32' U129 0.00' 0.00" B 0.00' 32.40' 5X7 0.96 0.93 N 0.00" U999 0.00" L/999 0.04' 0.07" C 5.13' 32.62' 10X12 0.96 0.94 N 0.20" 11999 0.51" U610 0.04' 0.08' D 5.94' 32.76' 5X5 0.96 0.87 N 0.19" L/999 0.48" U641 0.04" 0.0T' E 10.54' 32.76' 3X5 0.96 0.44 N 0.33" U936 0.85" L/361 0.02" 0.04" F 15.67' 32.76' 3X5 0.96 0.91 N 0.32" U955 0.84" L/368 0.00" 0.00" G 18.02' 32.76' 3X5 0.96 0.94 N 0.30" U999 0.78" 1/395 0.00" 0.01' H 20.79' 32.82' 3X10 0.96 0.78 N 0.20' U999 0.51' 1/601 -0.02' 0.03' I 22.31' 32.85' 3X5 0.96 0.35 N 0.14" 11999 0.37" U842 -0.02' 0.03' J 25.77' 32.78' 1.5X4 0.96 0.53 N 0.00" U999 0.00' U999 -0.01' 0.02" K 28.99' 32.71' 3X5 0.96 0.54 N -0.10" 1/395 -0.25" U151 -0.01" 0.02" '1WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Ganposerns of Oregon,inn "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bos488 Trusses require extreme care in fabricating,handling,shipping,ingtalli and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fo safety practices orto perforining these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have roper) attached structural sheathing and bottom chord shall ha a p erly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have braciinnst8lled per BCSI sections 63,B7_ or B10,1 as applicable. Appl plates to each face.01 truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Component Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI�PI 1, or forsh ndlinp shipping installation end bras of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of prpfaassio al engine nng responsibility solelylor the design shown.The suitability and use of thus North Building,4th Floor drawing for any strcture is the responsibility of the Building-Designer per ANSIfTPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI!tpinst.org;SBCA:sbcacomponents.com;ICC:ictsafe.og;AWC:awc.org Glenview,IL 60025 SEQN:304579 SPEC Ply: 2 Job Number, 0722001 Cusp R7175 JRaf:1XL171750002 T58 FROM MG City: 1 Tigard Senior Housing DrwNo: Page 3 o5 4 Trues Label: BGRI ,.. / ... 11/28/2022 0.25 12 5X7 as = =3X5 =3X5 =3X5 =3X10m3X5 I111.5X4 =3X5 A g T1 C D E F G H I J K 1113X5 =4X8 =4X5 P =3X5 =3X5 =4X12 1111.5X4 =H0508 L 28.99' 31.01' 1.5X4 0.96 0.92 N -0.10" L/395 -0,25" L/151 0.04" 0.07" M 25.77' 31.01' 4X12 0.96 0.71 N 0.00" L/999 0.00" L/999 0.04" 0.07" N 20.50' 31.01' 3X5 0.96 1.00 N 0.21" L/999 0.54" L/574 0.03" 0.06" O 15.3T 31.01' 3X5 0.96 0.59 N 0.33" L/942 0.85" L/363 0.02" 0.04" P 14.00' 31.01' H0508 0.96 0.62 N Q 10.25' 31.01' 4X5 0.96 0.97 N 0.33" 11942 0.85" 11363 0.00" 0.02" R 5.13' 31.01' 4X8 0.96 0.98 N 0.19" L/999 0.50" 1/612 0.00" 0.00" S 0.00' 31.01' 3X5 0.96 0.83 N 0.00" 11999 0.00" 11999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00)[DF 1.15][NM 2] [Partial Unbal Lt][OC 24.001[DF 1.25][NM 2] [Partial Unbal.Rt][OC 24.00][DF 1.25][NM 2] Load Case:1 User Modified:No Load Case:4 User Modified:No Load Case:5 User Modified:No Repetitive Factors Used;No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF©-3.5 to 22 @ 5.1[y=36.01( 0%] 22 PLF @-3.5 to 22 @ 5.1[y=36.0)[ 0%] 22 PLF @-3.5 to 22 @ 5.1[y=36.011 0%] 22 PLF @ 5.1 to 22 @ 5.9(y=36.0$ 0%1 22 PLF @ 5.1 to 22 @ 5.9[y=36.01[ 0%] 22 PLF @ 5.1 to 22 @ 5.9[y=36.01( 0%] 11 PLF @ 5.9 to 11 @ 18.0[y=38.01( 0%) 11 PLF @ 5.9 to 11 @ 18.0[y=36.0][ 0%] 11 PLF @ 5.9 to 11 @ 18.0(y=36.0)( 0%) 11 PLF @ 18.0 to 11 @ 22.3[y=36.011[ 0%1 11 PLF @ 18.0 to 11 @ 22.3[y=36.0)( 0%] 11 PLF @ 18.0 to 11 @ 22.3(y=36.0]( 0%] 11 PLF @ 22.3 to 11 @ 29.0[y=36.01( 0%1 11 PLF @ 22.3 to 11 @ 29.0[y=36.0)[ 0%] 11 PLF @ 22.3 to 11 @ 29.0[y=36.0]( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8]( 0%] 50 PLF @-3.5 to 50 @ 5.1[y=36.0][100%] 25 PLF @ 25.7 to 25 @ 29.0[y=36.0j(100%) 50 PLF @-3.5 to 50 @ 5.1(y=36.0][100%) 50 PLF @ 5.1 to 50 @ 5.9[y=36.0][100%] 18 PLF @ 0.0 to 18 @ 5.9[y=25.8]( 0%] 50 PLF @ 5.1 to 50 @ 5.9[y=38.0][100%] 25 PLF @ 5.9 to 25 @ 18.0 N=36.0)[100%] 9 PLF @ 5.9 to 9 @ 29.0[y=25.81[ 0%) 25 PLF @ 5.9 to 25 @ 18.0[y=36.0)1100%) 25 PLF @ 18.0 to 25 @ 22.3[y=36.0][100%] 274.50 Lbs.@ 5.9,25.8 Angle=270 25 PLF @ 18.0 to 25 @ 22.3[y=36.01[100%] 25 PLF @ 22.3 to 25 @ 29.0[y=36.0][100%] 106.38 Lbs.@ 8.0,25.8 Angle=270 25 PLF @ 22.3 to 25 @ 25.7(y=36.0)1100%1 18 PLF @ 0,0 to 18 @ 5.9(y=25.81( 0%] 150.56 Lbs.@ 10.0,25.8 Angle=270 18 PLF @ 0.0 to 18 @ 5.9[y=25.81( 0%] 9 PLF @ 5.9 to 9 @ 29.0[y=25.8]( 0%] 150.56 Lbs.@ 12.0,25.8 Angle=270 9 PLF @ 5.9 to 9 @ 29.0[y=25.8)1 0%) 274.50 Lbs.@ 5.9,25.8 Angle=270 150.56 Lbs.@ 14.0.25.8 Angle=270 274.50 Lbs.@ 5.9,25.8 Angle=270 106.38 Lbs.@ 8.0,25.8 Angle=270 150.56 Lbs.@ 16.0,25.8 Angle=270 106.38 Lbs.@ 8.0,25.8 Angle=270 150.56 Lbs.@ 10.0,25.8 Angle=270 150.56 Lbs.@ 18.0,25.8 Angle=270 150.56 Lbs. . 10.0,25.8 Angle=270 150.56 Lbs.@ 12.0,25.8 Angle=270 150.56 Lbs.@ 20.0,25.8 Angle=270 150.56 Lbs.@ 12.0,25.8 Angle=270 150.56 Lbs.@ 14.0,25.8 Angle=270 150.56 Lbs.@ 22.0,25.8 Angle=270 150.56 Lbs.@ 14.0,25.8 Angle=270 150.56 Lbs.@ 16.0,25.8 Angle=270 150.56 Lbs.@ 24.0,25.8 Angle=270 150.56 Lbs.@ 16.0,25.8 Angle=270 150.56 Lbs.@ 18.0,25.8 Angle=270 150.56 Lbs.@ 26.0,25.8 Angle=270 150.56 Lbs.@ 18.0,25.8 Angle=270 150.56 Lbs.@ 20.0,25.8 Angle=270 150.56 Lbs.@ 28.0,25.8 Angle=270 150.56 Lbs.@ 20.0,25.8 Angle=270 150.56 Lbs.@ 22.0,25.8 Angle=270 219.60 Lbs.@ 5.9,25.8 Angle=270 150.56 Lbs.@ 22.0,25.8 Angle=270 150.56 Lbs.@ 24.0,25.8 Angle=270 85.10 Lbs.@ 8.0,25.8 Angle=270 150.56 Lbs.@ 24.0,25.8 Angle=270 150.56 Lbs.@ 26.0,25.8 Angle=270 120.45 Lbs.@ 10.0,25.8 Angle=270 150.56 Lbs.@ 28.0,25.8 Angle=270 150.56 Lbs.@ 28.0,25.8 Angle=270 120.45 Lbs.@ 12.0,25.8 Angle=270 150.56 Lbs.@ 28.0,25.8 Angle=270 219.60 Lbs.@ 5.9,25.8 Angle=270 120.45 Lbs.@ 14.0,25.8 Angle=270 219.60 Lbs.@ 5.9,25.8 Angle=270 85.10 Lbs.@ 8.0,25.8 Angle=270 120.45 Lbs.@ 18.0,25.8 Angle=270 85.10 Lbs.@ 8.0,25.8 Angle=270 120.45 Lbs.@ 10.0,25.8 Angle=270 120.45 Lbs.@ 18.0,25.8 Angle=270 120.45 Lbs.@ 10.0,25.8 Angle=270 120.45 Lbs.@ 12.0,25.8 Angle=270 120.45 Lbs.@ 20.0,25.8 Angle=270 120.45 Lbs.@ 12.0,25.8 Angle=270 120.45 Lbs.@ 14.0,25.8 Angle=270 120.45 Lbs.@ 22.0,25.8 Angle=270 120.45 Lbs.@ 14.0,25.8 Angle=270 120.45 Lbs.at 16.0,25.8 Angle=270 120.45 Lbs.@ 24.0,25.8 Angle=270 120.45 Lbs.@ 16.0,25.8 Angle=270 120.45 Lbs.@ 18.0,25.8 Angle=270 120.45 Lbs.@ 26.0,25.8 Angle=270 120.45 Lbs.© 18.0,25.8 Angle=270 120.45 Lbs.@ 20.0,25.8 Angle=270 120.45 Lbs.© 28.0,25.8 Angle=270 120.45 Lbs.© 20.0,25.8 Angle=270 120.45 Lbs.@ 22.0,25.8 Angle=270 Brg.#1 Vert.R= 1675.2#Hor.R= -0.0# 120.45 Lbs.@ 22.0,25.8 Angle=270 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! inner Components of Oregon,Inc. "'IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Sox 480 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of RCS!(Building Comaws OR 97113 componentSafety Information,by TPI an SBCA)Mr safety practices nor to perfor bracing._ thesefunctions. Installers shall provide temporary (503p57-2118 bracing r SCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propery attached ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63,B7 or 810, as applicable. Appl plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z forstandardy plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the - .. truss in confonnannce with ANSI/ PI 1, or for handling, shipping installation and bracing of trusses. seal on this drawing or cover page 155 Harlem listing this drawing,indicates acceptance of professional en/sneering responsibility solelylor the design shown.The suitability and use of is North Building,rlemAvea4 Floor drawing for any s ucture is the responsibility of he Building-Designer per ANSIIT I 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEON:304579 SPEC Ply: 2 Job Number: 0722001 Cust:R7175 JRef:1XL171750002 T59 FROM:MG Oly: 1 Tigard Senior Housing DwNo: Page 4 of 4 Truss Label: BGR1 ... I .. 11/28/2022 0.25 12 a 5X5 a 5X7 =10X12 =3X5 =3X5 =3X5 a3X10=3X5 1111.5X4 -3X5 A B T1 C D E F G H I J K -__ Wl £ LJ Gl p S 21 R Q P O N I'm M L 1113X5 w4X8 w4X5 =3X5 =3X5 =4X12 1111.5X4 =H0508 120.45 Lbs.@ 24.0,25.8 Angle=270 Brg.#2 Vert.R= 2592.7#Hor.R= -0.0# 120.45 Lbs.@ 24.0,25.8 Angle=270 120.45 Lbs.@ 26.0,25.8 Angle=270 =____-_________________-_= 120.45 Lbs.@ 26.0,25.8 Angle=270 120.45 Lbs.@ 28.0,25.8 Angle=270 120.45 Lbs.@ 28.0,25.8 Angle=270 Brg.#1 Vert.R= 2315.5#Hor.R= 0.0# Brg.#1 Vert.R= 2320.6#Hor.R= -0.0# Brg.#2 Vert.R= 2918.0#Hor.R= -0.0# Brg.#2 Vert.R= 2830.4#Hor.R= -0.0# [ _-- _-_-_-------------_-_-_-_-_-_-_-_-_------Roof Snow Load][OC 24.00][DF 1.15][NM 2] Load Case:2 User Modified:No Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 5.1(y=36.0][ 0%] 22 PLF @ 5.1 to 22 @ 5.9[y=36.0][ 0%] 22 PLF @ 5.9 to 22 @ 18.0(y=36.0][ 0%) 22 PLF @ 18.0 to 22 @ 22.3[y=36.0][ 0%] 22 PLF @ 22.3 to 22 @ 29.0[y=36.0][ 0%] 4 PLF @-3.5 to 4 @ 0.0(y=25.8][ 0%] 22 PLF @-3.5 to 22 @ 5.1[y=36.0][100%] 22 PLF @ 5.1 to 22© 5.9[y=36.01[100%] 22 PLF @ 5.9 to 22 @ 18.0[y=38.0][100%] 22 PLF @ 18.0 to 22 @ 22.3[y=36.0)(100%] 22 PLF @ 22.3 to 22 @ 29.0[y=36.0)[100%] 18 PLF @ 0.0 to 18 g 29.0[y=25.8][ 0%] Brg.#1 Vert.R= 965.9#Hor.R= 0.0# Brg.#2 Vert.R= 999.6#Hor.R= 0.0# ----- "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)f i safely practices prior to performing these functions. Installers shall provide temporary (�)357-2116 bracing per SCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceili Locations shown for permanent lateral restraint of webs shall have bracingJnstalled per BCSI sections 63,B7 or Bl0 as applicable Apply plates to each face or truss and position as shown above and on the JoinwDelails, unless noted otherwise. Refer to' ALPINE drawings 160A-Z-for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling shipping installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing thisdrawing,indicates acceptance of protessiorlal en Ineenn responsibilitysolelyTor the design shown.The suitability and use of this drawing or any strcture is the responsibility of the Building-Designer per ANSVTPI 1 Sec2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 80025 SEON:3406781 FLAT Ply 1 Job Number: 0722001 Cost R 7175 JRefdXL171750002 710 FROM:MG Qty. 1 Tigard Senior Housing DnvNo: 332.22.0740.13499 Page 1 of 2 Truss Label: BGR2 BFR I RTT 11/28/2022 3'r4 1(l' 3'T4 2 =3X5 III1.5X4 A BC Ii- i: a IN �a F ED a 3X5 1111.5)(4 1 3'10" i 3.5"B I I 3'5.8 a1 Loading Criteria(psf) Wind Criteria Snow Criteria (Pg,Pf In PSF) Def11CSI Criteria ♦Maximum Reactions(Iba) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 CI:1.0 CAT:II PP Deflection in loc Udell L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): -0.003 D 343 360 Loc R+ /R- I Rh I Rw I U 1 RL BCLL: 0.00 Enclosure:Closed Lc: - Cs:1.00 VERT(CL): -0.005 D 999 240 F 807 /- I- I- /81 /- BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): -0.000 B - - D 829 /- I- I- /82 /- Des Ld: 45.00 EXP.B Kzt NA HORZ(TL): 0.000 B - - Wind reactions based on MWFRS Mean Height:33.24 ft BuildingCode: Creep Factor:2.0 F Brg Wid=3.8 Min Req= 1.5(Truss) NCBCLL:0.00 TCDL:6.0 psf D BrgWid=- Min Soffit: 2.00 IBC 2018 Max TC CSI: 0.275 Req=- BCDL:4.2 psf Bearing F is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI SW: 2014 Max BC CSI: 0.786 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.123 Loc.from endwall:Any FT/RT:4(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver.21.02.00B.1108.20 Lumber Top chord 2x4 HF#2 Bet chord 2x6 HF SS Webs 2x4:HF Standard+HF Stud: Special Loads -(Lumber Dur.Fac.1.15/Plate Dur.Fac.=1.15) TC:From 72 pIt at 0.00 to 72 pH at 3.83 BC:From 18 plf at 0.00 to 18 p0 at 3.83 BC:1291 lb Conc.Load at 1.90 Purlins The TC of this truss shall be braced with attached spans at 24"oc in lieu of structural sheathing. Wind Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. 0)PRO Additional Notes �'C G 1 N F SRO Truss must be installed as shown with top chord up. O ,� F'P 2 4 83294PE 7 OREGON `'EY 14,2ede (L C. Gssell Tao g� 1 1 Renewal 6/30/2024 11/28/2022 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! hues components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boo 488 Trusses require extreme care in fa catin h ndlie shipping,installi and bracing. Refer to end follow the latest edition of BCSI(Building Cornelius OR 91113 ComponentSafety Information,by yT� ring SBCA)T�r safety practices prior to performing these functions. Installers shall rovide tempora (503)357-2119 bracing pe BCSI,Unless noted otherrwiiisee,top chord shall have properly attached structural sheathing and bottom_chord,stall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint o webs shall have bracin 'Inslalled per BCSI sections 3,B7 or 0, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE" drawings 160A-Z'for sandard ate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the •.umwrmwmr truss in conformance with ANSI/TPI 1, or for handling shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing thi drawing,indicates acceptance of pro tehsesp al enolneenng responsibility solelv7or the design shown.The sudabiliry and use of this North Building,4th Floor drawing for any structure is the responsibility oft Building-Designer per ANSI/T I 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orp;SBCA:sbcacomponenls.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 00025 SEQN:340678 FLAT Ply: 1 Job Number: 0722001 Gust R 7175 JRaf:1XL171750002 T10 FROM:MG Oty: 1 Tigard Senior Housing OrwNo: Page 2 of 2 Truss Label: BGR2 ... / ... 11/28/2022 3X5 III 1.5X4 A BC F E D 3X5 1111.5X4 Member MaxTen MexComp Axial Bend CSI GLC Size Material Length Brace A - B 2.20 -18.46 - 0.275 0.275 1 2x4 HF#2 45.00" Plywd B - C 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Plywd F - E 18.51 -2.21 0.002 0.785 0.786 1 2x6 HF SS 45.00" Diaph E - D 0.00 -0.00 - - - 1 2x6 HF SS 1.00" Diaph A - F 20.78 -134.95 - 0.122 0.123 1 2x4 HFStand+HFStud 20.49" - A - E 0.01 -0.09 - - - 2 2x4 HFStand+HFSlud 43.17" -- B - E 21.72 -141.03 - 0.122 0.123 1 2x4 HFStand+HFStud 20.49' - Joint x y Plate Cq JSI Method defiY(L) deltY(T) defiX(L) deN((T) A 0.00' 33.09' 3X5 0.96 0.68 N 0.00" U999 0.00" U999 0.00" 0.00" B 3.75' 33.09' 1.5X4 0.96 0.62 N 0.00" L1999 0.00" U999 0.00" 0.00" C 3.83' 33.09' 0.00" L/999 0.00" L/999 0.00' 0.00" D 3.83' 31.01' 0.00" L/999 0.00" U999 0.00" 0.00" E 3.75' 31.01' 3X5 0.96 0.93 N 0.00" U999 0.00' L/999 0.00' 0.00" F 0.00' 31.01' 1.5X4 0.96 0.69 N 0.00' U999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases -- ^ ------------_-_-----_-_ ------------ [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 1] [Roof Snow Load][OC 24.00][DF 1.15][NM 1] -_--- Y-- Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @ 0.0 to 22 @ 3.8[y=36.211 0%] 22 PLF @ 0.0 to 22 @ 3.8[y=36.2I( 0%l 50 PLF @ 0.0 to 50 @ 3.8(y=36.2][100%] 22 PLF @ 0.0 to 22 @ 3.8[y=36.2][100%] 18 PLF @ 0.0 to 18 @ 3.8[y=25.811 0%] 18 PLF @ 0.0 to 18 @ 3.8[y=25.8][ 0%] 1291.27 Lbs.@ 1.9,25.8 Angle=270 Brg.#1 Vert.R= 116.2#Hor.R= 0.0# Brg.#1 Vert.R= 807.1#Hor.R= 0.0# Brg.#2 Vert.R= 121.5#Hor.R= -0.0# Brg.#2 Vert.R= 829.1#Hor.R= -0.0# -----------------_________________ - -- "'WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components or Oregon.Inc. "IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fopncating handling shipping,installi and brawn Refer to and follow the latest edition of SCSI Building Cornelius OR 97113 Component Safety Information,by TPI and'SBGA)fair safetyt practices plior to perfortriinu these functions. Installers shall provide temporary 15031357-2118 bracing per SCSI.Unless noted Otherwise top chord shall have properly attached structural sheathingand bottom chord,shall have a properly attachedrigid ceiling Locations shown or permanent lateral restraint of websshall have bracing installed per BCSI sections B3,B7 or B10 A ' as applicable. Apply plates to each face of tru s and positionas shown above and on the Join DetailsUnless notedotherwise. Refer to' ALPINE V E drawings 160A-Z for standard plate positions.fefer to jobs eneral Notes page for additional information, Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the russ in conformance with ANSI/TPI 1, or for h ndlingg shippin installation and bracing of trusses. A seal on this drawing or cover p pie 155 Harlem Ave listing this drawing indicates acceptance of pro ssior'al engine ring resoonsibi solelvTor the design shown.The suitability and use this drawing for any structure is the responsibility of a Building-Des gn#r per ANSUTPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:340681/ HIPM Ply 2 Job Number. 0722001 Oust:R7175 JRef:1XL171750002 T43 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: 332.22.0740.13232 Page 1 ore Truss Label: BGR3 BFR I RTT 11/28/2022 I 5 s 2 Complete Trusses Required I 13 1' 1'e 5'S' 1008 11'11IIl5 15'b" sore 22'37 25'11'4 2811'14 Il1e Sri I 5'1'8 I 1'51 2'2'8 I 5'141 1 F1h 3T14 I 3'090 0.25 12 H w3X10 III4X5x L 6 C w3x7 / N l WZ D E F G 'p\\\\\� 7M fi EI CI J 1 1111.5X4 XWV U T R 0 %5 �d%12: N &7.6%4 B2 1 2511' 4- 30'14 4'10'12 5'1"8 2'11" 1'a'q 6'1.6 1L1 3'10'14 2'2'e k 5'Pe 103" I 137 I 15448 20'6' I 21'1 25r4 29'11•t '2'12 14 Loading Criteria(pat) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbe) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Udefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.324 F 950 380 Loc R+ /R- /Rh /Rw !U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.375 T 821 240 X 1379 I- /1600 /513 /36 1713 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.064 0 - - 0 4883 I- I- /1977 1101 I- E(P:B Kzk NA Des Ld: 45.00 HORZ(TL): 0.089 0 - - Wind reactions based on MWFRS Mean Height:33.05 fl BuildingCode: Creep Factor:2.0 X Brg W Id=- Min Req=- NCBCLL:0.00 TCDL:6.0 psf 0 Brg Wid=5.5 Min Req3.6 Truss Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.360 Bearing O is a rigid surfac (Truss) Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI SW: 2014 Max BC CSI: 0.919 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.918 Maximum Top Chord Forces Per Ply(lb.) Lac.from endwall:Any FTIRT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): ' Wind Duration: WAVE.HS VIEW Ver:21.02.0013.1108.20 B-C 42-1624 G-H 81 -2249 C-D 68-2593 H-I 79 -2009 Lumber D-E 77-3008 I-J 664 -602 Top chord 2x4 HF#2 E-F 259-3394 J-K 634 -831 Bet chord 2x4 HF#2 B2 2x6 HF#2; F-G 83-3153 K-L 442 -421 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Nalinote Maximum got Chord Forces Per Ply(Ibs) NailSdtedule:0.120'x3'.min.nails Chords Tens.Comp. Chords Tens. Comp. Top Chord:1 Row CO 4.75"o.c. W-V 807 -794 S-R 3860 -686 Bot Chord:1 Row 2 12.00"o.c. V-U 2384 -501 R-Q 3488 -186 Webs :t Row Q 4"o.c. U-T 3441 -566 Q-P 2350 -82 Use equal spacing between rows and stagger nails T-S 3860 -686 P-O 1911 -75 in each row to avoid splitting. Maximum Web Forces Per Ply(lbs) Plating Notes Webs Tens.Comp. Webs Tens. Comp. All plates are 3X5 except as noted. B-W 27 -665 G-Q 1005 -1146 B-V 1697 -44 Q-H 545 -377 Purlins V-C 41 -504 H-P 370 -680 In lieu of structural panels use purlins to brace all flat E9 PROF C-U 1074 -74 P-I 899 -112 TC@24"oc. ,�ILR FSS, D-T 454 -131 I-O 89 -2502 Additional Notes ,5 G 1 IV �p F-R 739 -432 O-J 6 -384 O �' 83294PE��3 2 R-G 438 -480 O•K 670 -658 The maximum horizontal reaction is 1600# ��/ 9 Wind Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. OREGON Right cantilever is exposed to wind S LY 14.20- 4 Q, sseli Tan � Renewal 6/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Canpaun%al Oregon.loc. **IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.aexa ul Trusses require extreme care in fabricalin I' shipping,installi and bracingRefer to and follow the latest edition of SCSI(Building Cornelius OR 07113 Com nent Sgafe Information,by TPI and ShBenndd r{fg�r safety pgracticesrppr or to perfo f ing these functions. Installers shall provide tem rarY (5os!a57-z11e bracing per,SCSII.Unless noted oTtherwi atop rd shall have roperl attached structural sheathing and bottom chord anal ha aas ro(Qp9rly attached rigid ceiling.Locations shown tor permanent lateral restraint a,webs shall have bracing installed per BCSI sections 3,87 or B'10, as applicable. Appl plates to each face of truss and position as shown above and on the oin Details, unless noted otherwise, Refer to A LP I N E drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW B ildin41Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the n"m.m.wM. truss in conformance with ANSIITPI 1, or for handling shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional en%neenng responsibility sole§ly-for the design shown.The suitability and use of this North Building,aM Floor drawing for any structure is the re ponsibility of the Building-Designer per ANSI/T I 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;CC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340681 / HIPM Ply: 2 Job Number: 0722001 Cosl:R7175 JRef.1XL171750002 T43 FROM:MG Oty: i Tigard Senior Housing DrwNo: 332.22.0740.13292 Page 2 of 6 Truss Label: BGR3 BFR / RTT 11/28/2022 Special loads 1 --(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 72 pH at 0.00 to 72 plf at 28.99 BC:From 18 pH at 0.00 to 18 pH at 28.99 TC: 750 lb Conc.Load at 22.01,25.69 BC: 829 lb Conc.Load at 22.01 Special bads 2 —(Lumber Dur.Fac.=1.15 I Plate Dur.Fac.=1.15) TC:From 22 pit at 0.00 to 22 plf at 28.99 BC:From 18 pH at 0.00 to 18 pH at 28.99 TC:1300 lb Conc.Load at 13.31,26.64 TC: 750 lb Conc.Load at 22.01,25.69 BC: 829 lb Conc.Load at 22.01 PL- 800 lb Conc.Load at(13.31,33.02)(1.2 deg] PL- 800 lb Conc.Load at(26.64,33.28)(360.0 deg] Spacial loads 3 —(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 22 pit al 0.00 to 22 plf at 28.99 BC:From 18 plf at 0.00 to 18 pH at 28.99 TC:-1300 lb Conc.Load at 13.31,26.64 TC: 750 lb Conc.Load at 22.01,25.69 BC: 829 lb Conc.Load at 22.01 PL- -800 lb Conc.Load at(13.31,33.02)11.2 deg] PL- -800 lb Conc.Load at(26.64,33.28)1360.0 deg] Special loads 4 —(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 22 pH at 0.00 to 22 plf at 28.99 BC:From 18 plf at 0.00 to 113 pi at 28.99 TC:1300 lb Conc.Load at 13.31,26.64 TC: 750 lb Conc.Load at 22.01,25.69 BC: 829 lb Conc.Load at 22.01 PL- 800 lb Conc.Load at(13.31,33.02)(1.2 deg] PL- 800 lb Conc.Load at(26.64,33.28)1360.0 deg] Special loads 5 —(Lumber Dur.Fac.=1.151 Plate Dur.Fac.=1.15) TC:From 22 plf at 0.00 to 22 plf at 28.99 BC:From 18 plf at 0.00 to 18 Of at 28.99 TC:-1300 lb Conc.Load at 13.31,26.64 TC: 750 lb Conc.Load at 22.01,25.69 BC: 829 lb Conc.Load at 22.01 PL- -800 lb Conc.Load at(13.31,33.02)11.2 deg] PL- -800 lb Conc.Load at(26.64,33.28)(360.0 deg] Note:Special load cases occur non-concurrently with other load cases. PROFF e s. ��G 1 N eF� 02 83294PE y OR EGO N icy,a.zoo� 0 4SSO/Ta04 Renewal 6/30/2024 II/28/2022 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Teas Components of Oration,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Elm 488 Trusses require extreme care in fabr'cating,heodl'ng shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component'Safety Information,by TPI and SBCA for safety practices r to erfollning these functions. Installersshell r vide temporary1503)357-xt la bracing per BCSI.Unless noted dtherwi top chord shall have properlyattached structural sheathing and b0� 11ord.shall have a propey attached rigid ceiling.Locations shown for permanent lateral resraint of webs shall have bracinginstalled per BCSI sections B3,B7 or B10 as applicable. Appl plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildinq Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracing_of trusses. A seal on this drawing or cover page Ave listing this drawing,indicates acceptance of professional engineering responsibility solelor the design shown.The suitabih and use of this 155th Harlem drawing for any strcture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEON:340681 HIPM Ply: 2 Job Number: 0722001 Cast.R 7175 JRef:1XL171750002 T43 FROM:MG Oty: 1 Tigard Senior Housing Dnallo: Page 3 of 6 Truss Label: BGR3 ... / _. 11282022 0.25 12 =3X7 C D E F G H =3I 1114JSK L W2 � �����V.J:✓ � XW V U T 5 R 0 P PTO N 1111.5X4 =5X5 =H0508 B2 =4X5 =4X12 1111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - 8 0.06 -0.01 - - - 1 2x4 HF#2 1.00" Plywd B - C 42.06 -1623.84 0.056 0.222 0.2T1 1 2x4 HF#2 63.98" Plywd C - D 67.79 -2590.05 0.072 0.175 0.246 1 2x4 HF#2 61.51" Plywd D - E 76.53 -3008.25 0.122 0.121 0.243 4 2x4 HF#2 35.01" Plywd E - F 258.52 -3394.05 0.157 0.185 0.342 4 2x4 HF#2 35.01" Plywd F - G 82.71 -3153.17 0.088 0.114 0.201 1 2x4 HF#2 26.50" Plywd G - H 80.67 -2249.26 0.084 0.205 0.289 1 2x4 HF#2 61.51" Plywd H - I 79.40 -2009.08 0.049 0.125 0.174 1 2x4 HF#2 16.38" Plywd I - J 663.84 -801.95 0.140 0.221 0.360 4 2x4 HF#2 45.42" Plywd J - K 633.80 -630.97 0.133 0.102 0.235 4 2x4 HF#2 6.62" Purl 24 K - L 442.33 -420.94 0.093 0.102 0.195 4 2x4 HF#2 30.00" Purl 24 X - W 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph W - V 807.39 -793.83 0.170 0.059 0.229 4 2x4 HF#2 60.50" Diaph ✓ - U 2383.57 -500.94 0.501 0.093 0.594 4 2x4 HF#2 61.50" Diaph U - T 3440.54 -566.04 0.724 0.062 0.786 4 2x4 HF#2 35.00" Diaph T - S 3859.93 -686.44 0.812 0.107 0.919 4 2x4 HF#2 26.52" Diaph S - R 3860.40 -686.16 0.596 0.086 0.683 4 2x6 HF#2 26.52" Diaph R - 0 3487.78 -186.40 0.539 0.115 0.653 4 2x6 HF#2 61.50" Diaph Q - P 2349.54 -82.40 0.363 0.094 0.457 4 2x6 HF#2 16.38" Diaph P - 0 1911.26 -74.64 0.295 0.207 0.503 4 2x6 HF#2 46.8T Diaph O - N 19.70 -43.13 - 0.167 0.167 4 2x6 HF#2 12.13" Diaph N - M 1.26 -1.06 - 0.033 0.033 5 2x6 HF#2 26.50" Diaph B - W 27.49 -665.18 0.019 0.0130 0.099 1 2x4 HFStand+HFStud 17.09" - B - V 1697.39 -43.62 0.357 - 0.357 1 2x4 HF#2 59.51" - ✓ - C 41.28 -503.96 0.106 - 0.106 1 2x4 HFStand+HFStud 18.35" - C - U 1074.11 -74.41 0.547 - 0.547 4 2x4 HFStand+HFStud 60.83" - U - D 59.52 -349.60 0.074 - 0.074 4 2x4 HFStand+HFStud 19.63" - D - T 454.03 -130.53 0.231 - 0.231 4 2x4 HFStand+HFStud 37.12" - T - F 104.59 -361.39 0.077 - 0.077 4 2x4 HFStand+HFStud 20.36" - F - R 738.93 -432.05 0.377 - 0.377 5 2x4 HFStand+HFStud 29.43" - R - G 438.32 479.87 0.223 - D.223 4 2x4 HFStand+HFStud 18.92" - G - 0 1005.46 -1145.84 0.512 - 0.512 5 2x4 HFStand+HFStud 61.01" - O - H 544.58 -376.89 0.278 - 0.278 4 2x4 HFStand+HFStud 20.20" - H - P 370.26 -680.12 0.189 - 0.189 5 2x4 HFStand+HFStud 22.22" - P - I 898.84 -111.61 0.458 - 0.458 4 2x4 HFStand+HFStud 20.54" - I - 0 88.95 -2502.013 0.918 - 0.918 4 2x4 HFStand+HFStud 46.42" - O - J 5.88 -394.21 0.085 - 0.085 5 2x4 HFStand+HFStud 21.48" - O - K 670.39 -656.17 0.342 - 0.342 5 2x4 HFStand+HFStud 21.74" - K - N 19.98 -115.26 0.025 - 0.025 4 2x4 HFStand+HFStud 21.48" - N - L 30.78 -61.16 0.016 - 0.016 5 2x4 HFStand+HFStud 31.47" - L - M 9.97 -5.64 0.005 0.013 0.018 4 2x4 HFStand+HFStud 21.48" - Joint x y Plate Cq JSI Method deflX(L) deflY(T) deflX(L) deflX(T) "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc. "IMPORTANTT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa 4ea Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component_Safety Information,by TPI end SBCA)tg0r safely practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per CSI Unless noted otherwise,top chard shall have properlyattached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shprtn for permanent laterel restraint or webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Appl plates to each face of truss and position as shown above and on the JdntDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling in, shipping,,installation and bracing oftrusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professio al enge nng responsibility solely-for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEQN:340681 HIPM Ply: 2 Job Number: 0722001 Cust:R 7175 JRef:1XL171750002 T43 FROM:MG Oty: 1 Tigard Senior Housing DnwNo: Page of Truss Label: BGR3 ... ! ... 11/28/2022 0.25 12 v 3X10 1114X5 3X7 C D E F G H I J K L AB n En W2 \ ....\\-." -inec VI XW V U T S R Q P PIE10 N M 1111.5X4 =5X5 =H0508 B2 =4X5 =4X12 III 1.5X4 A 0.00' 32.64' 0.00" L/999 -0.01" L/97 0.00" 0.00" B 0.08' 32.64' 3X7 0.96 0.98 N 0.00' L/999 0.00' U999 0.06" 0.08" C 5.41' 32.75' 3X5 0.96 0.94 N 0.20" L/999 0.40" L/779 0.05" 0.07" D 10.54' 32.85' 3X5 0.96 0.48 N 0.31" L/984 0.59' U520 0.04" 0.05' E 11.99' 32.89' 3X5 0.96 0.56 N F 13.46' 32.92' 3X5 0.96 0.79 N 0.32" L/950 0.60' U509 0.03" 0.04" G 15.66' 32.96' 3X5 0.96 0.89 N 0.30" U999 0.57" U537 0.02" 0.03" H 20.79' 33.07' 3X5 0.96 0.71 N 0.18' U999 0.37' L/830 -0.02" 0.02" I 22.15' 33.10' 3X10 0.96 0.83 N 0.14" L/999 0.29" 1/999 -0.02" 0.03" J 25.94' 33.18' 4X5 0.96 0.83 N 0.00" U999 0.00" 1/999 -0.02" 0.03' K 26.49' 33.18' 3X5 0.96 0.87 N -0.02" U448 -0.05' L/188 -0.02" 0.03" L 28.99' 33.18' 33(5 0.96 0.69 N -0.09" 11415 -0.20" U189 -0.02" 0.03" M 28.99' 31.01' 1.5X4 0.96 0.60 N -0.09" U416 -0.20' U189 0.06' 0.09" N 26.78' 31.01' 3X5 0.96 0.49 N -0.03" U429 -0.06" L/187 0.06" 0.09' O 25.7T 31.01' 4X12 0.96 0.69 N 0.00" L/999 0.00" L/999 0.06' 0.09" P 21.86' 31.01' 4X5 0.96 0.78 N 0.15" U999 0.31" U993 0.06" 0.08" Q 20.50' 31.01' 3X5 0.96 0.88 N 0.19" U999 0.39" U795 0.06" 0.08" R 15.3T 31.01' 3X5 0.96 0.79 N 0.31' U999 0.58" U531 0.04" 0.06' 5 14.00' 30.96' H0508 0.96 0.89 N T 13.1T 30.93' 3X5 0.96 0.48 N 0.32" U951 0.61' U508 0.03" 0.05' U 10.25' 30.93' 3X5 0.96 0.94 N 0.31" U996 0.59" U525 0.02" 0.03" ✓ 5.12' 30.93' 5X5 0.98 0.93 N 0.19" U999 0.38' U813 0.00" 0.00' W 0.08' 30.93' 1.5X4 0.96 0.83 N 0.00" L/999 0.00' L/999 0.00" 0.00" X 0.00' 30.93' 0.00' U999 0.00' U999 0.00" 0.00' Loads using option:User Modified Load Cases ------------------------- (STD.AUTO.LOAD](OC 24.00](DF 1.15](NM 2] [WS4][OC 24.00][DF 1.15](NM 2] [MWFRS-WS1][OC 24.00][DF 1.601[NM 2] Load Case:1 User Modified:Yes Load Case:7 User Modified:Yes Load Case:16 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @ 0.0 to 22 @ 12.0[y=36.31 0%] 22 PLF @ 0.0 to 22 @ 12.0[y=36.31[ 0%] 11 PLF @ 0.0 to 11 @ 12.0[y=36.31 0%] 22 PLF @ 12.0 to 22 @ 25.9[y=36.31( 0%] 22 PLF @ 12.0 to 22 @ 25.9[y=38.31 0%] 11 PLF @ 12.0 to 11 @ 25.9[y=36.31( 0%] 22 PLF @ 25.9 to 22 @ 29.0[y=36.3]( 0%] 22 PLF @ 25.9 to 22 @ 29.0[y=36.31 0%] 11 PLF @ 25.9 to 11 @ 29.0[y=36.31[ 0%1 50 PLF @ 0.0 to 50 @ 12.0[y=36.3][100%] 50 PLF @ 0.0 to 50 @ 12.0(y=36.3][100%] -22 PLF @ 0.0 to -22 @ 12.0[y=36.31100%] 50 PLF @ 12.0 to 50 @ 25.9[10=36.3][100%] 50 PLF @ 12.0 to 50 @ 25.9[y=36.3][100%1 -22 PLF @ 12.0 to -22 @ 25.9[y=36.3](100%] 50 PLF @ 25.9 to 50 @ 29.0(y=36.3](100%] 50 PLF @ 25.9 to 50 @ 29.0(y=36.3][100%] -22 PLF @ 25.9 to -22 @ 29.0[y=36.3](100%] 18 PLF @ 0.0 to 18 @ 14.0[y=25.81 0%] -50 PLF @ 0.0 to -50 @ 29.0[y=36.3][100%] 22 PLF 7- 0.0 to 22 @ 29.0[y=36.3](100%] 18 PLF @ 14.0 to 18 @ 29.0(y=25.81 0%] 18 PLF @ 0.0 to 18 @ 14.0(y=25.8][ 0%] 9 PLF @ 0.0 to 9 @ 14.0[y=25.8]( 0%] 750.00 Lbs.@ 22.0,36.3 Angle=270 18 PLF @ 14.0 to 18 @ 29.0[y=25.81 0%] 9 PLF @ 14.0 to 9 @ 29.0[y=25.81[ 0%1 750.00 Lbs.@ 25.7,36.3 Angle=270 460.64 Lbs.@ 22.0,25.8 Angle=270 -205.19 Lbs.@ 22.0,25.8 Angle=270 460.64 Lbs. 0 22.0,25.8 Angle=270 368.51 Lbs.@ 22.0,25.8 Angle=270 187.94 Lbs.@ 22.0,25.8 Angle=270 368.51 Lbs.@ 22.0,25.8 Angle=270 750.00 Lbs.@ 22.0,36.3 Angle=270 382.50 Lbs.@ 22.0,36.3 Angle=270 Brg.#1 Vert.R= 1378.8#Hor.R= 0.0# 750.00 Lbs.@ 25.7,36.3 Angle=270 382.50 Lbs.@ 25.7,36.3 Angle=270 Brg.#2 Vert.R= 3559.3#Hor.R= -0.0# -1300.00 lbs.C 13.3,36.3 Angle=270 -579.09 Lbs.@ 13.3,36.3 Angle=270 ---------_________---__________--________ -1300.00 Lbs.@ 26.6,36.3 Angle=270 -579.09 Lbs.@ 26.6,36.3 Angle=270 (WS1][OC 24.00][DF 1.15][NM 2] -800.00 Lbs.@ 13.3,33.0 Angle= 1 -356.36 Lbs.@ 13.3,33.0 Angle= 1 Load Case:4 User Modified:Yes -800.00 Lbs.@ 26.6,33.3 Angle=360 -356.36 Lbs.@ 26.6,33.3 Angle=360 Repetitive Factors Used:No Brg.#1 Vert.R= 295.8#Hor.R= 1599.8# Brg.#1 Vert.R= 115.3#Hor.R= 712.6# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box48a Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Buildin Cornelius OR 97113 Component Safety Information,by TPI and SBCA)t9Qr safety practices prior to perforrning these functions. Installers shall D vide temporar�9 (503)357.2118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord sfial hagq@ga properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63,B7 or B10, as applicale. Appl plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the -.. truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page Ave listing this drawing,indicates acceptance p professional en 4ineenng responsibili solelyTor the design shown.The suitability and use of this 155th Harlem drawing for any strcture is the responsibility of the Building'esigner per ANSI/TPI 1 Sec.2. Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEON:340681 HIPM Ply. 2 Job Number: 0722001 bust R 7175 JRet 1XL171750002 743 FROM:MG Oty: 1 Tigard Senior Housing DiwNo: Page 5 of 6 Truss Label: BGR3 ... I ... 11/28/2022 0.25 12 v 3X10 1114%5:? DcFSQHsV 1111.5X4 5X5 H0508 B2 =4X5 =4X12 1111.5X4 22 PLF @ 0.0 to 22 @ 12.0[y=36.31[ 0%] Brg.#2 Vert.R= 609.5#Hor.R= -0.0# Brg.#2 Vert.R= 73.1#Hor.R= 0.0# 22 PLF @ 12.0 to 22 @ 25.9[y=36.3][ 0%] -------------------- •_- ------- 22 PLF @ 25.9 to 22 @ 29.0[y=36.3][ 0%] [Partial Unbal.Lt][OC 24.00][DF 1.25](NM 2] [MWFRS-WS2][OC 24.00][DF 1.60][NM 2] 50 PLF @ 0.0 to 50 @ 12.0[y=36.3][100%] Load Case:8 User Modified:Yes Load Case:17 User Modified:Yes 50 PLF @ 12.0 to 50 @ 25.9[y=36.31[100%1 Repetitive Factors Used:No Repetitive Factors Used:No 50 PLF a 25.9 to 50 @ 29.0[y=36.3][100%] 22 PLF @ 0.0 to 22 @ 12.0[y=36.31[ 0%] 11 PLF @ 0.0 to 11 @ 12.0[y=36.3][ 0%] -50 PLF @ 0.0 to -50 C 29.0[y=36.3][100%] 22 PLF @ 12.0 to 22 @ 25.9[y=36.3J[ 0%] 11 PLF @ 12.0 to 11 @ 25.9[y=36.3)1 0%j 18 PLF @ 0.0 to 18 G 14.0[y=25.81 0%) 22 PLF @ 25.9 to 22 @ 29.0[y=36.31 0%] 11 PLF @ 25.9 to 11 @ 29.0[y=36.3][ 0%] 18 PLF(fp 14.0 to 18 @ 29.0[y=25.8)[ 0%) 50 PLF @ 25.9 to 50 @ 29.0[y=36.3J[100%J -22 PLF @ 0.0 to -22 @ 12.0[y=36.3)[100%] 460.64 Lbs.@ 22.0,25.8 Angle=270 18 PLF @ 0.0 to 18 C 14.0[y=25.8][ 0%] -22 PLF @ 12.0 to -22 @ 25.9[y=36.3][100%] 368.51 Lbs.@ 22.0,25.8 Angle=270 18 PLF @ 14.0 to 18 @ 29.0[y=25.81 0%] -22 PLF @ 25.9 to -22 @ 29.0 1y=36.31[100%] 750.00 Lbs.@ 22.0,36.3 Angle=270 750.00 Lbs.C 22.0,36.3 Angle=270 22 PLF @ 0.0 to 22 @ 29.0[y=36.3][100%] 750.00 Lbs.@ 25.7,36.3 Angle=270 750.00 Lbs.@ 25.7,36.3 Angle=270 9 PLF @ 0.0 to 9 @ 14.0[y=25.8][ 0%] 1300.00 Lbs. 13.3,36.3 Angle=270 Brg.#1 Vert.R= 611.2#Hor.R= 0.0# 9 PLF @ 14.0 to 9 @ 29.D[y=25.8j[ 0%) @ 9 1300.00 Lbs.@ 26.6,36.3 Angle=270 Brg.#2 Vert.R= 2201.0#Hor.R= -0.0# -205.19 Lbs.@ 22.0,25.8 Angle=270 800.00 Lbs.@ 13.3,33.0 Angle= 1 ------------ 187.94 Lbs.@ 22.0,25.8 Angle=270 800.00 Lbs.@ 26.6,33.3 Angle=360 [Partial Unbal.Rt][OC 24.001[13F 1.25][NM 2] 382.50 Lbs.@ 22.0,36.3 Angle=270 Brg.#1 Vert.R= 1189.3#Hor.R=-1599.8# Load Case:9 User Modified:Yes 382.50 Lbs.@ 25.7,36.3 Angle=270 Brg.#2 Vert.R= 4882.6#Hor.R= 0.0# Repetitive Factors Used:No 579.09 Lbs.@ 13.3,36.3 Angle=270 ---------- -------------___________ 22 PLF @ 0.0 to 22 @ 12.0[y=36.311 0%) 579.09 Lbs.@ 26.6,36.3 Angle=270 [W S2][OC 24.00][13F 1.15][NM 2] 22 PLF @ 12.0 to 22 @ 25.9[y=36.3][ 0%] 356.36 Lbs.@ 13.3,33.0 Angle= 1 Load Case:5 User Modified:Yes 22 PLF @ 25.9 to 22 @ 29.0[y=36.3][ 0%] 356.36 Lbs.@ 26.6,33.3 Angle=360 Repetitive Factors Used:No 50 PLF @ 0.0 to 50 @ 12.0[y=36.3)]100%] Brg.#1 Vert.R= 513.4#Hor.R= -712.6# 22 PLF @ 0.0 to 22 @ 12.0[y=36.3][ 0%] 50 PLF @ 12.0 to 50 @ 25.7[y=36.3][100%] Brg.#2 Vert.R= 1976.6#Hor.R= 0.0# 22 PLF 5i 12.0 to 22 C 25.9[y=36.3][ 0%) 18 PLF @ 0.0 to 18 @ 14.0[y=25.8][ 0%] ------------------------------------------- 22 PLF @ 25.9 to 22 @ 29.0[y=36.31[ 0%] 18 PLF @ 14.0 to 18 @ 29.0]y=25.6][ 0%) [MWFRS-W S4][OC 24.00][DF 1.60](NM 21 50 PLF 0.0 to 50 @ 12.0[y=36.3][100%1 750.00 Lbs.@ 22.0,36.3 Angle=270 Load Case:18 User Modified:Yes 50 PLF @ 12.0 to 50 @ 25.9[y=36.31[100%j 750.00 Lbs.@ 25.7,36.3 Angle=270 Repetitive Factors Used:No 50 PLF @ 25.9 to 50 o..i 29.0[y=36.3)[100%] Brg.#1 Vert.R= 1267.5#Hor.R= 0.0# 11 PLF @ 0.0 to 11 @ 12.0[y=36.3][ 0%) -50 PLF @ 0.0 to -50 @ 29.0[y=36.3][100%] Brg.#2 Vert.R= 2676.3#Hor.R= -0.0# 11 PLF @ 12.0 to 11 @ 25.9[y=36.3)[ 0%) 18 PLF Si 0.0 to 18 @ 14.0[y=25.B][ 0%] -------------------- ------ - 11 PLF @ 25.9 to 11 @ 29.0[y=36.3][ 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=25.8)[ 0%j (MWFRS-M.UPLIFT.LD)]OC 24.00)[DF 1.60][NM 2] -22 PLF @ 0.0 to -22 @ 12.0[y=36.3][100%] 460.64 Lbs.@ 22.0,25.8 Angle=270 Load Case:15 User Modified:Yes -22 PLF @ 12.0 to -22 @ 25.9[y=36.3][100%] 368.51 Lbs.@ 22.0,25.8 Angle=270 Repetitive Factors Used:No -22 PLF @ 25.9 to -22 @ 29.0[y=36.3][100%] 750.00 Lbs.@ 22.0,36.3 Angle=270 -22 PLF @ 0.0 to -22 @ 12.0[y=36.3J[100%) 22 PLF @ 0.0 to 22 @ 29.0[y=36.3][100%] 750.00 Lbs.@ 25.7,36.3 Angle=270 11 PLF @ 0.0 to 11 @ 12.0[y=36.3)1 0%) 9 PLF @ 0.0 to 9 @ 14.0[y=25.81[ 0%] -1300.00 Lbs.@ 13.3,36.3 Angle=270 -22 PLF @ 12.0 to -22 @ 25.9[y=36.3][100%] 9 PLF @ 14.0 to 9 @ 29.0[y=25.8][ 0%] -1300.00 Lbs.it 26.6,36.3 Angle=270 11 PLF @ 12.0 to 11 @ 25.9[y=36.3][ 0%] -205.19 Lbs.@ 22.0,25.8 Angle=270 -800.00 Lbs.Si 13.3,33.D Angle= 1 -22 PLF @ 25.9 to -22 @ 29.0[y=36.31100%] 187.94 Lbs.@ 22.0,25.8 Angle=270 -800.00 Lbs.@ 26.6,33.3 Angle=360 11 PLF @ 25.9 to 11 @ 29.0[y=36.3]( 0%] 382.50 Lbs.Si 22.0,36.3 Angle=270 Brg.#1 Vert.R= 295.8#Hor.R= 1599.8# 9 PLF @ 0.0 to 9 @ 14.0[y=25.83[ 0%) 382.50 Lbs.@ 25.7,36.3 Angle=270 Brg.#2 Vert.R= 609.5#Hor.R= -0.0# 9 PLF @ 14.0 to 9 @ 29.0[y=25.8][ 0%] 579.09 Lbs.@ 13.3,36.3 Angle=270 ---------------------------------- -82.43 Lbs.@ 22.0,25.8 Angle=270 579.09 Lbs.@ 26.6,36.3 Angle=270 [WS3][OC 24.00)[DF 1.15)[NM 2] 382.50 Lbs.@ 22.0,36.3 Angle=270 356.36 Lbs.@ 13.3,33.0 Angle= 1 Load Case:6 User Modified:Yes 382.50 Lbs.@ 25.7,36.3 Angle=270 356.36 Lbs.@ 26.6,33.3 Angle=360 Repetitive Factors Used:No Brg.#1 VerLR= 21.4#Hor.R= 0.0# Brg.#1 Vert.R= 513.4#Hor.R= -712.6# 22 PLF @ 0.0 to 22 @ 12.0[y=38.3][ 0%] Brg.#2 VerLR= 607.0#Hor.R= -0.0# Brg.#2 Vert.R= 1978.6#Hor.R= 0.D# 22 PLF @ 12.0 to 22 @ 25.9[y=36.31 0%) ---------------- ------------ --------------------------------------- "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handlin shi ping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI aria SBCA)rfoor safe practices prior to performing these functions. Installers shall provide temporary I5Oalas7-2na bracingper BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall haye.a pr p rly at1achd rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instlled per BCSI sections 3,B7 or B10, s,\ as applicable. Appl plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITIN Buildin3Components Group Inc.shall not be responsible for any dviation from this drawing,any failure to build the - truss in conformance with ANSIITPI 1, or for handling, shipping,,not, ion and bracing oftrusses. A seal on this drawing or cover pegs 155 Harlem Ave listing this drawing,indicates acceptance pf professional entirne ling responsibility soleglyTor the design shown.The suitability and use o this North Building,for any stucture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. 4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 80025 SEQN:340681 HIPM Ply: 2 Job Number: 0722001 Gust R7175 JRaf:1XL171750002 T43 FROM:MG Oty: 1 Tigard Senior Housing DnvNo: Page 6 of 6 Truss Label: BGR3 ... / ... 11/28/2022 0.25 12 AB O E F� G H =3X10 1114J5K W2 a XW V U T S R O P PITON M 1111.5X4 =5X5 =H0508 B2 w4X5 =4X12 1111.5X4 22 PLF @ 25.9 to 22 @ 29.0[y=36.31( 0%] 50 PLF @ 0.0 to 50 @ 12.0[y=36.3](100%] 50 PLF @ 12.0 to 50 @ 25.9[y=36.3]1100%] 50 PLF @ 25.9 to 50 @ 29.0(y=36.3][100%) -50 PLF @ 0.0 to -50 @ 29.0[y=36.3][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=25.8][ 0%1 18 PLF @ 14.0 to 18 @ 29.0(y=25.8]t 0%] 460.64 Lbs.@ 22.0.25.8 Angle=270 368.51 Lbs.@ 22.0,25.8 Angle=270 750.00 Lbs.@ 22.0,36.3 Angle=270 750.00 Lbs.@ 25.7,36.3 Angle=270 1300.00 Lbs.@ 13.3.36.3 Angle=270 1300.00 Lbs.@ 26.6,36.3 Angle=270 800.00 Lbs.@ 13.3,33.0 Angle= 1 800.00 Lbs.@ 26.6,33.3 Angle=360 Brg.#1 VerLR= 1189.3#Hor.R=-1599.8# Brg.#2 Vert.R= 4882.6#Hor.R= 0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. `IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling shipping,installing and bracjng. Refer to and follow the latest edition of BCSI(Buildin Cornelius OR 97113 Component Safety Information,byTPI and SBCA)8Oi safety practices prior to pertommng thesse functions. Installers shall provide tempera (503)357-2118 bracing per SCSI.Unless noted otherwise,top chord shall have properly attached tructural shealhin9 anrtd bond chord shall have a properly attached rigid ceili Locations shown forpe permanent lateral restraint of webs shall have brawn installed per BCSI sections 83.B7 or B10 as applicable. Ap plates to each face of truss and position as shown above and on the Jointp°tails, unless noted otherwise. Refer to• ALPINE drawings 160A-Z or standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin, omponents Group Inc.shall not be responsible for any deviation from this drawing,anyfailure to build the truss in conformance With ANSI 11, or for handling, shippi installation and bracing of trusses. A seal on this dralln or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professionl engineering responsibility solely-for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building-Designer per ANSI/T I 1 Sec.2.S North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbeacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 00025 SEQN:304588/ HIPS Py: 2 Job Number: 0722001 Cust R7175 JRef:1XL171750002 739 FROM:MG Qy: 1 Tigard Senior Housing DrwNo: 332.22.0740.11484 Page 1 of 3 'Inns Label: BGR4 BFR / RTT 11/28/2022 S . 2 Complete Trusses Required I 24'8'12 rr4' 511"4 10131 15'8' 2091 23'11 25111 5'1V4 ) 47'4 5'1'B 5'PS ) 2'4' 12 0.25 v w4X5 w5x7 T1 w10X12D w3X o 3X5 ss4X5 -3H 1111.5X4 T A 6 1L� Ilk 61 T -« WY \`` \� 1 1 C Ili o 1 III3�X5 w4XX8 w3PX5 w 5X5 =3X5 w3X6 w40 N M X5 A 24'11 8 i 51' 5'2' 3'9' _ 1'4' 5'1'B 4'1' F^9'6'--I- 51' I 10'3" I 14' I 154 20'6' I 24T 11 24'11'8 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) DeflIC8l Criteria A Maximum Ructions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Udefl UN Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specifed) Ce:1.0 VERT(LL): 0.251 E 999 360 Loc R+ /R- 1 Rh /Rw I U /RL BCLL: 0.00 Enclosure;Closed Lu: - Cs:1.00 VERT(CL): 0.446 E 669 240 R 2086 /- I- 1- /94 I- BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.032 L - - K 1781 /- ID I- /58 I- Des Ld: 45.00 EXP.B Krt NA HORZ(TL): 0.057 L - - Wind reactions based on MWFRS Mean Height;42.83 ft Building Code: Creep Factor:2.0 R Brg Wid=5.5 Min Req= 1.7(Truss) NCBCLL:0.00 TCDL:8.0 psi K Brg Wid=- Min Req=- Soffit: 2.00 IBC 2018 Max TC CSI: 0.690 BCDL:4.2 psf TPI Std: 2014 Max BC CSI: 0.661 Bearing R Is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to IJ2 Rep Fac:Varies by Ld Case Max Web CS!: 0.708 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FTIRT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.02.0013.1108.20 B-C 36-2952 E-F 75 -3038 C-D 65-3123 F-G 54 -1871 Lumber Deflection D-E 67-3149 Top chord 2x4 HF#2 T1 2x10 DF-L#2; Max JT VERT DEFL:LL:0.25"DL:0.19'.See detail Bot chord 2x6 HF#2 DEFLCAMB1014 for camber recommendations. Maximum Bot Chord Forces Per Ply(lbs) Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Provide for adequate drainage of roof. Chords Tens.Comp. Chords Tens. Comp. Nailnote Q-P 2242 -34 N-M 2968 -76 Nail Scheduie:0.120"x3",min.nails P-O 3149 -70 M-L 1781 -53 Top Chord:1 Row C 12.00'o.c. O-N 3149 -70 Bot Chord:1 Row 0110.00"o.c. Webs :1 Row @ 4"c.c. Use equal spacing between rows and stagger nails Maximum Web Forces Per Ply(lbs) In each row to avoid splitting. Webs Tens.Comp. Webs Tans. Comp. Special Loads B-R 57 -1019 F-M 23 -1188 B-O 2312 -35 M-G 674 -7 -(Lumber Dur.Fac.=1.15/Plate Dur.FBC=1.15) C-P 951 -35 G-L 57 -1936 TC:From 72 pH at -3.50 to 72 pN at 5.94 TC:From 36 plf at 5.94 to 36 plf at 24.96 BC:From 4 p6 at -3.50 to 4 plf at 0.00 BC:From 18 plf at 0.00 to 18 plf at 5.95 BC:BC:From 9 494 lb Conc.(f al Load 5.95 to 9 at 24.96 'CV- PROF'FSS BC: 191 lb Conc.Load at 8.00,10.00,12.00,14.00 �cj 16.00 ��G 1 N F�� �p BC: 185 lb Conc.Load at 18.00,20.00,22.00.24.00 83294PE 9 �� Purling In lieu of structural panels use pudins to brace all flat TC CO 24"oc. OREGON WindWind loads and reactions based on MWFRS. p4 "+SLY 14,see° (0 End verticals not exposed to wind pressure. d'$e i17 Tan 4' Renewal 8/90/2024 11/28/2022 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tnas Components of Oregon,Ins. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.o.Ike 488 Trusses require extreme care in fabricating,handling shipping,installing and bracing.. Refer to and follow the latest edition of SCSI(Buildin Curnenes OR 87113 Component Safety Information,by TPI and SBCA)tar safety practices prior to perforng these functions. Installers shall provide temporarl/ (503)357-2118 bracingper j3CS1.Unless noted otherwise,top chord shall have�perly attached structural sheathin and bottom chord shall heY a prop?fly attachd rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instaglled per SCSI sections 83 6e7 or 61 , as applicable. Aqop T plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Tier'standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building.Components Group Inc.shall not be responsible for any deviation from this dra ing,anyfailure to build the ee1M'CdMcsv truss in conformance with ANSI/TPI 1, or for handling, shipping installation and bracing of trusses. A seal on this draving or cover page 155 Harem Ave listing thisdrawing,indicates acceptance of professional en neeiin responsibility,solelyior the design shown.The suitability and use of this North Building,4th Floor drawing for any srcture is the responsibility of the Building-DDesigner per ANSI/TPI 1 Sec.2. For more information see these web sites;Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEQN:304588 HIPS Ply: 2 Job Number, 0722001 Cant R7175 JRef:1X1171750002 T39 FROM:MG Qy: 1 Tigard Senior Housing DrwNo: Page 2 of 3 Truss Label: BGR4 ••. / ... 11/28/2022 0.25 12 =4X5 -5X7 Ti =10X120 =3X5 a'3X5 =4X5 3X5= 1111.5X4 A B ````���\\\���\� t:4--'.'-'----'-'-'----'--'--'''---:--1..'-''--'--Z'-'. :IAL' III 3X5 4X8= =3X5 w5X5 =3X5 =3X5 w4X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 2.77 -0.47 - 0.088 0.089 1 2x10 DF-L#2 42.01" Plywd B - C 34.98 -2252.15 0.011 0.092 0.103 1 2x10 DF-L#2 61.56" Plywd C - D 68.49 -3123.33 0.120 0.474 0.593 1 2x4 HF#2 65.14' Plywd D - E 67.48 -3149.42 0.434 0.256 0.690 1 2x4 HF#2 65.14" Purl 24 E - F 74.82 -3038.17 0.273 0.253 0.526 1 2x4 HF#2 61.50" Purl 24 F - G 54.33 -1871.43 0.104 0.105 0.209 1 2x4 HF#2 61.50" Purl 24 G - H 0.46 -8.92 - 0.072 0.072 2 2x4 HF#2 49.00" Purl 24 H - I 0.46 -8.70 - 0.049 0.049 1 2x4 HF#2 49.00" Plywd I - J 0.01 -0.04 - - - 2 2x4 HF#2 1.00" Plywd R - Q 9.66 -0.00 0.001 0.052 0.054 1 2x6 HF#2 61.50" Diaph Cl - P 2241.84 -33.89 0.346 0.234 0.580 1 2x6 HE#2 61.50" Diaph P - 0 3149.15 -70.46 0.488 0.175 0.661 1 2x6 HF#2 61.50" Diaph O - N 3149.15 -70.46 0.486 0.154 0.640 1 2x6 HF#2 61.50" Diaph N - M 2988.46 -76.23 0.462 0.167 0.629 1 2x6 HF#2 61.50" Diaph M - L 1760.52 -53.24 0.272 0.098 0.370 1 2x6 HF#2 52.50" Diaph L - K 0.00 -0.00 - - - 1 2x6 HF#2 1.00" Diaph B - R 56.87 -1019.41 0.041 0.033 0.074 1 2x4 HFStand+HFStud 9.32' - B - O 2312.29 -35.43 0.486 - 0.486 1 2x4 HF#2 58.29" - C - Q 29.70 -293.40 0.061 - 0.061 1 2x4 HFStand+HFStud 16.35" - C - P 951.33 -35.21 0.485 - 0.485 1 2x4 HFStand+HFStud 60.26" - P - E 18.12 -92.07 0.019 - 0.019 2 2x4 HFStand+HFStud 16.48" - E - N 0.00 -118.02 0.048 - 0.048 1 2x4 HFStand+HFStud 60.30" - N - F 302.16 -0.00 0.154 - 0.154 1 2x4 HFStand+HFStud 16.48" - F - M 23.29 -1187.89 0.487 - 0.487 1 2x4 HFStand+HFStud 60.30" - M - G 674.42 -6.61 0.344 - 0.344 1 2x4 HFStand+HFStud 16.48' - G - L 57.42 -1905.61 0.708 - 0.708 1 2x4 HFStand+HFStud 48.39" - 1 - L 5.38 -38.23 - 0.038 0.038 1 2x4 HFStand+HFStud 16.92" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) defIX(T) A -3.50' 42.32' -0.10" U436 -0.25" U170 0.00' 0.00" B 0.00' 42.40' 5X7 0.96 0.96 N 0.00" L/999 0.00" U999 0.03" 0.05" C 5.13' 42.62' 10X12 0.96 0.88 N 0.15" U999 0.39" L/758 0.03" 0.06" D 5.94' 42.76' 4X5 0.96 0.88 N 0.15" U999 0.37" U802 0.03" 0.05" E 10.54' 42.76' 3X5 0.96 0.48 N 0.25" 1/999 0.64" U465 0.01' 0.02" F 15.6T 42.76' 3X5 0.96 0.74 N 0.23' U999 0.60" 1/500 0.00" 0.00" G 20.79' 42.76' 4X5 0.96 0.92 N 0.13" U999 0.32" L/934 -0.01" 0.02" H 23.13' 42.76' 3X5 0.96 0.17 N 0.08" U999 0.16" U999 -0.01" 0.02" I 24.87' 42.80' 1.5X4 0.96 0.52 N 0.00" U999 0.00' U999 -0.01" 0.02' J 24.96' 42.80' 0.00" U999 0.00" L/999 -0.01" 0.02" K 24.96' 41.01' 0.00" L/999 0.00" 11999 0.03" 0.08" L 24.8T 41.01' 4X5 0.96 0.89 N 0.00" U999 0.00" U999 0.03" 0.06" M 20.50' 41.01' 3X5 0.96 0.87 N 0.13" U999 0.34" 1/879 0.03" 0.05" N 15.3T 41.01' 3X5 0.96 0.48 N 0.24" 1/999 0.61" U492 0.02" 0.03" "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components or Oregon,inc. "IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS R O.enx468 Trusses require extreme care in fabricating,handling,shipping,installn end bracing.. Refer to and follow the latest edition of BCSI(Building Comell0s OR 97113 gg9. (5031357-2118 Component Safety Information,by TPI and SBCA)ard safety practices!y attached pertstrui to these atig functions. Installers ll provide to pored bracingper d coil UnlessocnotedLio shherwis top chard shall have aint of gas she l have br cinpein ng and bo BC I se shall1 have,13a p 8110,y attached icabl .ceiling Locations shown for rmanent lateral re s rho n abov shall have bracmq installed per BCSI sections otherwise.87 or r to aas applicable. Apply elates to each fosei on suss and pob s cn as shown above and on dhe nalinformat, unless noted flefer to ALPINE tlrawmgs 160A-Z for standard plate posilwns.Refer to/ob's General Notes page for additional information. Alpine,a division of ITW Building,Components Groyu Inc. hall not be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listingthisdrawing,indicates acceptance of professional en ineenng responsibility solelylor the design shown.The suitability and use of this 155 Building,4th Floor drawng or any sfructure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:304588 HIPS Ply: 2 Job Number 0722001 Cust:R7175 JRef:1XL171750002 739 FROM:MG City: I Tigard Senior Housing DrwNo: Page 3 of 3 Truss Label: BGR4 ... / ... 11/2812022 0.25 12 w 4X5 =B 7 T1 10X12D =3X5 3X5= 4X5= =3X5 ill1.5X44 A ` �` W2 I- \ \��� 1113X5 =4X8 3X5 w5X5 =3X5 3X5 w4X5 0 14.00' 41.01' 5X5 0.96 0.70 N P 10.25' 41.01' 3X5 0.96 0.81 N 0.25" 1/999 0.64" L/467 0.00" 0.01" 0 5.13' 41.01' 4X8 0.96 0.84 N 0.15" 1/999 0.39" L/761 0.00" 0.00" R 0.00' 41.01' 3X5 0.96 0.83 N 0.00" 11999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00][OF 1.15][NM 2] [Roof Snow Load][OC 24.00][DF 1.15][NM 2] Load Case;1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:Yes 22 PLF Q-3.5 to 22 C? 5.1[y=45.91 0%j 22 PLF Q-3.5 to 22 Q 5.1[y=45.9][ 0%1 22 PLF Q 5.1 to 22 Q 5.9[y=45.91 0%] 22 PLF Q 5.1 to 22 Q 5.9[y--45.9][ 11 PLF Q 5.9 to 11 Q 23.1 jy--45.9][ 0%] 22 PLF Q 5.9 to 22 Q 23.1[y--45.9][ 0%] 11 PLF Q 23.1 to 11 Q 25.0[y=45.9][ 0%] 22 PLF Q 23.1 to 22 Q 25.0[y=45.91( 0%j 4 PLF Q-3.5 to 4 Q 0.0[y=35.8][ 0%) 4 PLF Q-3.5 to 4 0.0[y=35.8][ 0%] 50 PLF -3.5 to 50 Q 5.1[y=45.91[100%] 22 PLF Q-3.5 to 22 Q 5.1[y=45.91[100%1 50 PLF Q 5.1 to 50 Q 5.9[y=45.9][100%] 22 PLF Q 5.1 to 22 Q 5.9[y=45.9][100%] 25 PLF Q 5.9 to 25 Q 23.1[y--45.9][100%] 22 PLF Q 5.9 to 22 Q 23.1[y--45.9][t00%] 25 PLF Q 23.1 to 25 Q 25.0[y--45.91[100%] 22 PLF Q 23.1 to 22 Q 25.0[y=45.9][100%j 18 PLF Q 0.0 to 18 Q 5.9[y=35.8][ 0%] 18 PLF Q 0.0 to 18 Q 14.0[y=35.8][ 0%] 9 PLF Q 14.0 to 9 Q 25.0[y=35.8][ 0%] 18 PLF Q 14.0 to 18 Q 25.0[y=35.8][ 0%] 9 PLF Q 5.9 to 9 Q 14.0[y-35.8][ 0%) Brg.#1 Vert.R= 951.0#Hor.R= -0.0# 274.50 Lbs.Q 5.9,35.8 Angle=270 Brg.#2 Vert.R= 764.5#Hor.R= 0.0# 106.38 Lbs.Q 8.0,35.8 Angle=270 -_-___=_'_'_-_-_._-_.-=_-_-_-_------ 106.38 Lbs.Q 10.0,35.8 Angle=270 106.38 Lbs.Q 12.0,35.8 Angle=270 106.38 Lbs.Q 14.0,35.8 Angle=270 106.38 Lbs.Q 16.0,35.8 Angle=270 102.66 Lbs.Q 18.0,35.8 Angle=270 102.66 Lbs.Q 20.0,35.8 Angle=270 102.66 Lbs.Q 22.0,35.8 Angle=270 102.66 Lbs.Q 24.0,35.8 Angle=270 219.60 Lbs.Q 5.9,35.8 Angle=270 85.10 Lbs.Q 8.0,35.8 Angle=270 85.10 Lbs.C 10.0,35.8 Angle=270 85.10 Lbs.Q 12.0,35.8 Angle=270 85.10 Lbs. 14.0,35.8 Angle=270 85.10 Lbs.Q 16.0,35.8 Angle=270 82.13 Lbs.C 18.0,35.8 Angle=270 82.13 Lbs.Q 20.0,35.8 Angle=270 82.13 Lbs. 22.0,35.8 Angle=270 82.13 Lbs.Q 24.0,35.8 Angle=270 Brg.#1 Vert.R= 2066.5#Hor.R= -0.0# Brg.#2 Vert.R_ 1780.6#Hor.R= 0.1# "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components or Oregon,Inc. "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabdcatir1 ,handling,shipping,installing and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component ggaiety Information,by TPI end SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (`5031357-2118 bracing per SCSI.Unless noted otherwise top chord shall have roper) attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,87 or B10, as applicaBle. Appl plates to each face oT r utrl s and position as shown above and on the Jointuetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z For standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW BuildnQQ omponents Group Inc.shall not be responsible for fitly deviation from this dra ing,any failure to build the truss in conformance with ANSI/T 1 1, or for handling, shipping installation and bracing o trusses. seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professionl en me nng responsibility solelytor the design shown.The suitability and use of this North Building,drawing for any structure is the responsibility of the Building-DDesigner per ANSI/TPI 1 Sec.2. g,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:ipinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEQN:304588/ SPEC Ply. 2 Job Number: 0722001 Cost:R7175 JRet 1XL171750002 T21 FROM:MG City: 1 Tigard Senior Housing DrwNo: 332.22.0740.11139 Page 1 of 4 Truss Label: BGR5 13FR / RTf 11/28/2022 I S 5 2 Complete Trusses Required 5'11'4 I 105'8 15'8" ) 18'49U 20'11". 26T9 28'11.74 378.4 !� 5'11'4 47'4 5'1"8 2'810 2'6'6 5'85 24 5' 316"8 2"12 0.25 v =-4X5 -3X5 _ T1 =10X12b =3E =5X a X5 =3Xl0 11115%4J =-4X5 IIII.5X4 t.I A B T 1 ill 1 L L V' U T S R 0 B2 FRIP ON 1113X5 =4X8 =3X5 =5X7w3X5 =5X5 =4X12 Ill4X12 1 25'8"4 * 7'0"12 A 5'1" 5'2' 3'9' I1'4"4 5'1"8 5'3"4 I 6'7"4 3B' I " ' r I " " A"51 103 14 158 206 2594 3248 Loading Criteria(psf) Wind Criteria Snow Criteria (Pg.Pf in PSF) De1UCS!Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc tJdefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specifed) Ce:1.0 VERT(LL): 0.240 E 999 360 Loc R+ I R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.427 E 724 240 V 2038 /- I- 1- /108 /- BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.029 C - - P 3762 I- /- /- /146 I- EXP:Des Ld: 45.00 B 'NA HORZ(TL): 0.052 C - - N - /-1195 1- /38 /- /- Mean Height:42.89 ft Wind reactions based on MWFRS NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor:2.0 Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.734 V Brg Wid=5.5 Min Req= 1.7(Truss) TPI Std: 2014 MaxBC CSI: 0.704 P Brg Wid=5.5 Min Req=2.7(Truss) Load Duration:1.15 MWFRS Parallel Dist:0 to h/2N Brg Wid=- Min Req=- Spaclng:24.0" C&C Dist a:3.28 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.893 Bearings V&P are a rigid surface. Loc.from endwall:Any FT/RT:4(0y4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:21.02.0013.1108.20 Chords Tens.Comp. Chords Tens. Comp. Lumber Wind B-C 54-2191 H-I 2263 -93 Top chord 2x4 HF#2 T1 9410 DF-L#2; Wind loads and reactions based on MWFRS. C-D 113-3102 I-J 2258 -92 Rot chord 2x6 HF SS B2 2x6 HF#2; End verticals not exposed to wind pressure. D-E 113-3128 J-K 2261 -93 Webs 2x4:HF Standard-1-HF Stud:W2 2x4 HF#2; E-F 94-2312 Bracing Deflection (a)Continuous lateral restraint equaly spaced on Max JT VERT DEFL:LL:0.24"DL:0.20".See detail Maximum Bot Chord Forces Per Ply(Ibs) member. DEFLCAMB1014 for camber recommendations. Chords Tens.Comp. Chords Tens. Comp. Provide for adequate drainage of roof. Naflnote U-T 2180 -53 R-O 2223 -95 Additional Notes T-S 3089 -114 P-O 30 -1211 Nail SGledule:0.120"x3",min.nails Negative reaction(s)of-1195#MAX.from a non-wind S-R 3089 -114 Top Chord:1 Row @12.00'o.c. load case requires uplift connection.See Maximum Bot Chord:1 Row @12.00"o.c. Reactions. Maximum Web Forces Per Ply:1 Row @ 4"o.c. (lb.) Use equal spacing between rows and stagger nails Webs Tens.Comp. Webs Tens, Comp. in each row to avoid splitting. B-V 64 -999 F-Q 90 -2177 Special Loads B-U 2248 -55 Q-H 725 -6 -(Lumber Dur.Fac=1.15/Plate Dur.Fac=1.15) O PRO 319 C-T 993 -62 H-P 107 -2466 TC:From 72 plf at -3.50 to 72 pti at 5.94 • :(- F�`SS R-F 544 0 K-O 1355 1-33 TC:From 36 plf at 5.94 to 36 plf at 12.39 \oj G I N f �0 TC:From 72 p8 at 12.39 to 72 pit 0at 32.75 �lJ l�,Q I- BC:From 4 plf at -3.50 to 4 plf at 0.00 1y 83294PE BC:From 18 pti at 0.00 to 18 pit at 5.95 ¢ BC:From 9 plf at 5.95 to 9 plf at 14.00 _ BC:From 18 p1/at 14.00 to 18 plf at 32.75 BC: 494 lb Conc.Load at 5.95 BC: 191 lb Conc.Load at 8.00,10.00,12.00 OREGON BC: 797 lb Conc.Load at 12.39 � ~ SLY 14,25e Purllns In lieu of structural panels use purlins to brace all flat ase ll Tar TC @ 24'OC. Renewal 6/30/2024 11/28/2022 "WARNING•' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Toss Components of Oregon,Inc. "IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box46B Trusses require extreme care in fabricatinghandlin shipping,Installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Componenqq Sg fey Information,by TPI ano SBCA t9or safely practices prior to perfoin these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted olhervnse topchard shall have prq eriv attached str ctUral sheathing and bottom chord shall have a roped attached rigid ceiling.Locations shown for pemanent lateral restraint of webs shall have bracingl installed per BCSI sections B3,B7 or S1U y as applicable. Apply plates to each ace o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing thisdrawin indicates acceptance of professional en Ineenng responsibility solely-tor the design shown.The suitability and use of this North Build drawing or any structure is the responsibility of the Building�esigner per ANSI/I-PI 1 Sec.2. ng,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL80025 SEQN:304586 SPEC Ply: 2 Job Number: 0722001 Curt R7175 JRet 1XL171750002 T21 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 2 of 4 Truss Label: BURS ... / ... 11I28/2022 0.25 12 _ =3X5 m-5X7 a10X12� 3X5= 5X5= =3X5 =3X10 1111.5X4 =4X5 III1.5X4 A g Ti C D E {FG H ! J K L M w2 I Vag (e) 6 �� V U T S R Q B2 fm1P ON 1113)3 4X8 =3X5 =5X7=3X5 5X5 =4X12 1114X12 Member MexTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 2.77 -0.47 - 0.088 0.089 1 2x10 DF-L#2 42.01" Plywd B - C 54.31 -2190.51 0.010 0.091 0.101 1 2x10 DF-L#2 61.56' Plywd C - D 113.10 -3101.86 0.118 0.466 0.583 1 2x4 HF#2 65.14" Plywd D - E 112.64 -3127.75 0.288 0.375 0.663 1 2x4 HF#2 65.14" Purl 24 E - F 94.27 -2312.31 0.157 0.272 0.429 1 2x4 HF#2 61.50" Purl 24 F - G 9.60 -178.93 - 0.159 0.160 1 2x4 HF#2 61.47" Purl 24 G - H 9.58 -178.76 - 0.140 0.140 1 2x4 HF#2 61.47" Plywd H - I 2262.53 -92.67 0.476 0.258 0.734 1 2x4 HF#2 59.76" Plywd I - J 2258.34 -92.20 0.475 0.258 0.733 1 2x4 HF#2 38.71" Plywd J - K 2261.34 -92.51 0.475 0.105 0.580 1 2x4 HF#2 38.71" Plywd K - L 3.53 -2.26 - 0.105 0.105 1 2x4 HF#2 44.10" Plywd L - M 0.06 -0.01 - - - 1 2x4 HF#2 1.00" Plywd ✓ - U 9.77 -0.00 - 0.020 0.021 4 2x6 HF SS 61.50" Diaph U - T 2180.29 -53.18 0.191 0.122 0.313 1 2x6 HF SS 61.50" Diaph T - S 3089.05 -114.40 0270 0.348 0.619 1 2x6 HF SS 61.50' Diaph S - R 3089.05 -114.40 0.476 0.227 0.704 1 2x6 HF#2 61.50" Diaph R - Q 2999.87 -94.66 0.342 0.071 0.413 1 2x6 HF#2 61.50" Diaph Q - P 138.08 -81.08 0.008 0.192 0.200 1 2x6 HF#2 63.25" Diaph P - 0 29.81 -1210.73 0.007 0.273 0.280 1 2x6 HF#2 82.75' Diaph O - N 0.00 -0.00 - - - 1 2x6 HF#2 1.00" Diaph B - V 63.70 -999.29 0.039 0.035 0.074 1 2x4 HFStand+HFStud 9.32" - B - U 2248.42 -55.22 0.472 - 0.472 1 2x4 HF#2 58.29" - C - U 36.84 -308.80 0.064 - 0.064 1 2x4 HFStand+HFStud 16.35" - C - T 993.14 -62.34 0.505 - 0.505 1 2x4 HFStand+HFStud 60.26" - T - E 292.68 -45.67 0.137 - 0.137 4 2x4 HFStand+HFStud 16.48" - E - R 21.41 -827.94 0.340 - 0.340 1 2x4 HFStand+HFStud 60.30" - R - F 544.10 -0.00 0.277 - 0277 1 2x4 HFStand+HFStud 16.48" - F - Q 90.45 -2176.88 0.893 - 0.893 1 2x4 HFStand+HFStud 60.30" - Q - H 725.15 -5.75 0.370 - 0.370 1 2x4 HFStand+HFStud 17.09" - H - P 107.40 -2465.63 0.607 - 0.607 1 2x4 HFStand+HFStud 60.46' a 1x4 CLB I - P 30.14 -251.43 0.053 - 0.053 1 2x4 HFStand+HFStud 18.3T - P - K 72.35 -1318.68 0.432 - 0.432 1 2x4 HFStand+HFStud 41.01" - K - 0 1355.36 33.13 0.640 - 0.640 1 2x4 HFStand+HFStud 44.42" - L - 0 10.52 -55.78 - 0.019 0.019 1 2x4 HFStand+HFStud 17.11" - Joint x y Plate Cq JSI Method deflY(L) detlY(T) dellX(L) deftX(T) A -3.50' 42.32' -0.09" L1466 -0.24" U178 0.00" 0.00' B 0.00' 42.40' 5X7 0.96 0.97 N 0.00" L/999 0.00" L/999 0.03" 0.05" C 5.13' 42.62' 10X12 0.96 0.71 N 0.15" U999 0.38" 1../813 0.03" 0.05' D 5.94' 42.76' 4X5 0.96 0.87 N 0.14' U999 0.36" L/869 0.03" 0.04" E 10.54' 42.76' 3X5 0.96 0.52 N 0.24" L/999 0.63" U492 0.01" 0.02" F 15.67' 42.76' 5X5 0.96 0.94 N 0.21" L/999 0.56" U554 0.00" 0.00" G 18.39' 42.76' 3X5 0.96 0.24 N 0.18" L/999 0.47" L/657 0.00" 0.00" ""WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truce cornponenle of Oregon.Inc. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.eon488 Trusses require extreme care in fabricating,handling shipping,installing9�and bracing., Refer to and follow the latest edition of BCSI(Buildin Cornelius OR 97113 Component Safety Information,by TPI and SBCA)tsr safety!Radices ptior to performing these functions. Installers shall provide temporary (503p57-2118 bracing per BCSI.Unless noted otherwise,top chord shall have proper y attached structural sheathingand bottom chord shall rJayQa propel y attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instlled per SCSI sections 83 B7 or 810, as applicable. App plates to each face oruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 16A-Z for standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Building omponents Group Inc.shall not be responsible for any deviation fromthis drawing,any failure to build the truss in conformance with ANSI/1-P! 1, or for Vino shipping,.installation and bracing of trusses. seal on this drawin or cover page 155 Harlem Ave listing this drawing indicates acceptance of pro ssig al enolna nng responsibility soleBly for the design shown.The suitability and use of this 155 Building, drawing for any structure is the responsibility of 1 e Building-Designer per ANSI/TPI 1 Sec.2. 4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacornponents.com;ICC:Iccsafe.orq;AWC:awc.orq Glenview,IL 80025 SEON:304586 SPEC Ply. 2 Job Number: 0722001 Cast:R7175 JRet1XL171750002 721 FROM:MG City: 1 Tigard Senior Housing DneNo: Page 3 of 4 Truss Label: BGR5 ... / ... 11/28/2022 0.25 12 =3X5 =5X7 T7 =10X12o =3X5 =5X5 =3X5 --3X101111.5X4J m4X5 1111.5X4 A B V I.1 U T S R Q B2 rep ON 11I3X5 =4X8 3X5 m5X7=3X5 w5X5 m4X12 III4X12 H 20.79' 42.81' 3X10 0.96 0.67 N 0.11" L/999 0.29" L/999 0.00" 0.00" I 25.7T 42.91' 1.5X4 0.96 0.53 N 0.00" U999 0.00" L/999 0.00" 0.01" J 26.63' 42.93' 3X5 0.96 0.84 N 0.00" U999 -0.01" U999 0.00" 0.01" K 28.99' 42.88' 4X5 0.96 0.84 N 0.00" U999 -0.02" U999 0.01" 0.02" L 32.6T 42.81' 1.5X4 0.96 0.53 N 0.00" L/999 0.00" 11999 0.01' 0.02" M 32.75' 42.80' 0.00" L/999 0.00" U999 0.01" 0.02" N 32.75' 41.01' 0.00" U999 0.00" U999 0.02" 0.03" O 32.6T 41.01' 4X12 0.96 0.96 N 0.00" U999 0.00" U999 0.02" 0.03" P 25.7T 41.01' 4X12 0.96 0.67 N 0.00" U999 0.00" U999 0.02" 0.04" Q 20.50' 41.01' 5X5 0.96 0.95 N 0.12' L/999 0.30" L/999 0.02" 0.04" R 15.3T 41.01' 3X5 0.96 0.70 N 0.22" 1/999 0.57" U545 D.01" 0.03" S 14.00' 41.01' 5X7 0.96 0.79 N T 10.25' 41.01' 3X5 0.96 0.85 N 0.24" 1/999 0.63" U493 0.00" 0.01" U 5.13' 41.01' 4X8 0.96 0.82 N 0.14' 1/999 0.38" U816 0.00" 0.00" ✓ 0.00' 41.01' 3X5 0.96 0.83 N 0.00" 11999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases ---- _-----_-------________ _____ ______________ ____ [STD.AUTO.LOAD](OC 24.00][DF 1.15][NM 2] [Partial Unbal.LI][OC 24.00][DF 1.25][NM 2] Load Case:1 User Modified:No Load Case:4 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y-46.1][ 0%] 22 PLF @-3.5 to 22 @ 5.1(y=46.1 J( 0%I 22 PLF t 5.1 to 22 @ 5.9[y-46.IJ[ 0%] 22 PLF© 5.1 to 22 @ 5.9[y=46.1][ 0%] 22 PLF @ 12.4 to 22 @ 18.4[y-46.1][ 0%] 22 PLF @ 12.4 to 22©18.4[y--46.1]( 0%] 22 PLF @ 18.4 to 22 @ 26.6[y-46.111 0%] 22 PLF©18.4 to 22 @ 28.6[y--46.1][ 0%] 22 PLF @ 28.6 to 22 @ 32.8[y-46.1]( 0%] 22 PLF @ 26.6 to 22 @ 32.8[y=46.1][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 4 PLF�,--3.5 to 4 @ 0.0[y=35.B][ 0%] 11 PLF @ 5.9 to 11 @ 12.4(y--46.11( 0%] 11 PLF @ 5.9 to 11 @ 12.4[)0=46.1][ 0%] 50 PLF @-3.5 to 50 @ 5.1[y--46.11[100%] 50 PLF @ 25.7 to 50 @ 26.6[y--46.11[100%I 50 PIE @ 5.1 to 50© 5.9[y=46.11[100%] 50 PLF @ 26.6 to 50 @ 32.8[y=46.11[100%1 50 PLF @ 12.4 to 50 @ 18.4[y--46.11[100%1 18 PLF @ 0.0 to 18 @ 5.9[y=35.81[ 0%1 50 PLF @ 18.4 to 50 @ 26.6 Iy--46.1][100%] 18 PLF @ 14.0 to 18©32.8[y=35.8]( 0%] 50 PLF @ 26.6 to 50©32.8(y--46.1][100%] 9 PLF @ 5.9 to 9 @ 14.0[y=35.8][ 0%] 25 PLF C 5.9 to 25©12.4[y-46.1][100%] 274.50 Lbs.@ 5.9,35.8 Angle=270 18 PLF C 0.0 to 18 @ 5.9(y=35.8][ 0%] 106.38 Lbs.@ 8.0,35.8 Angle=270 18 PLF @ 14.0 to 18 @ 32.8(y=35.81[ 0%] 106.38 Lbs.@ 10.0,35.8 Angle=270 9 PLF @ 5.9 to 9 @ 14.0[y=35.8]( 0%] 106.38 Lbs.© 12.0,35.8 Angle=27D 274.50 Lbs.@ 5.9,35.8 Angle=270 442.98 Lbs.@ 12.4,35.8 Angle=270 106.38 Lbs.@ 8.0,35.8 Angle=270 219.60 Lbs.© 5.9,35.8 Angle=270 106.38 Lbs.© 10.0,35.8 Angle=270 85.10 Lbs.@ 8.0,35.8 Angle=270 106.38 Lbs.@ 12.0,35.8 Angle=270 85.10 Lbs.© 10.0,35.8 Angle=270 442.98 Lbs.@ 12.4,35.8 Angle=270 85.10 Lbs.© 12.0,35.8 Angle=270 219.60 Lbs.@ 5.9,35.8 Angle=270 354.39 Lbs.© 12.4,35.8 Angle=270 85.10 Lbs.@ 8.0,35.8 Angle=270 Brg.#1 VertR= 1397.6#Hor.R= 0.0# 85.10 Lbs.@ 10.0,35.8 Angle=270 Brg.#2 VertR= 2773.0#Hor.R= -0.0# 85.10 Lbs.© 12.0,35.8 Angle=270 Brg.#3 Vert.R= -693.8#Hor.R= -0.0# 354.39 Lbs.@ 12.4,35.8 Angle=270 ------------ ----________--_______-- Brg.#1 Vert.R= 2036.6#Hor.R= 0.0# '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Puss Components of Oregon,me. "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O Boe46a Trusses require extreme care in fabricating,handling,shipping,in alli and bracing..Refer to and follow the latest edition of BCSI(Building Coalesce OR 97113 gpp practices l503)357-2118 bracing• ingne per Safety Information,noted by TPI and SBCA)chord safetyll haveprepeprio to pertstruf a these sheathingfuh an. Installers choshrd. shallll provide temporary ttah BCSi UnlessLio shown for top permanent late re rant oY attacheds l have bracinginstalled and per BC I sect have,Ba orB1 properly attached ceiling Locations ch f t position as restraint on abovef bov shall have Jot- eails, s noted d otherwise.the B7 B o as wings 160 Z forort'plates d each face.ons.Refer and s as shown and on thenap Demati unless noted aeTer to ALPINE drawings 160A-Z standard plate posions. to jobs General Notes page for additional information. Alpine,a division of ITW BuildinaCom P s ent GroupInc.shall not be responsible for any deviation from this drawing,any,failure to build the - truss in conformance with ANSI/I PI 1,or for handling, shipping,,installation and bracing of trusses. A seal on this draWrrtg or cover page 155 Harlem Ave listing this drawing,indicates acceptance of p ssi n,I en meerng responsibility solely-for Tor the design shown.The suitebiliry and use o this North Building,4th Floor drawing for any srcture is the responsibility ofof the Budding-Designer per ANSI/TPI 1 Seic.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:304586 SPEC Ply: 2 Job Number: 0722001 Cat:R7175 JRef:IXL171750002 121 FROM:MG Qty: 1 Tigard Senior Housing DiwNo: Page 4 of 4 Truss Label: BGR5 ... / ... 11/28/2022 0.25 12 =3X5 =5X7 Tt =10X1 D w3X =5F5 =G5 =3H10 1111.5X4� =4X5 1111.5X4 A B U 1 v°I U T S R O B2 MP ON III3X5 =4X8 3X5 =5X7=3X5 =5X5 w4X12 III4X12 Brg.#2 Vert.R= 3761.9#Hor.R= -0.0# Brg.#3 Vert.R=-1023.5#Hor.R= -0.0# • "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Teas Components of Oregon,Inc. **IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 499 Trusses require extreme care in fabricating,handling shipping installin and bracin Refer to end follow the latest edition of BCSI(Building Camellia OR 97113 Component Safety Information,by TPI and SBCA)fbi safety practices prior to performing theme functions. Installers chord. temporary 1t031357-2119 bracing pe r BCSI.Unless noted o efw'ise,lop chord shall have properly attached structural sheathing and bottom shall have a prone y attached rigid ceili .Locations shownfor permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. p y plates to each fce of truss and position as shown above and on the Joint-Details, unless noted otherwise. 14efer to ALPINE drawings 160A-Z'for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building_q Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or for ha8ndling, shipping,_installation and bracing of trusses. A seal on this drawin or cover page 155 Harlem Ave listingthis drawing,indicates acceptance of professional engineering responsibilitysolely-for the design shown.The suitabilityand use of this drawing g for any str ucture is the responsibility of the Building-Designer per ANSIIT. I 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;WI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEON:304671 1 FLAT Ply: 2 Job Number: 0722001 Curt:R7175 JRef:1XL1 7175 0 0 0 2 T65 FROM:MG Qty: 1 Tigard Senior Housing DrwNa: 332.22.0740.11342 Page 1 of 2 Truss Label: BGR6 BFR I RTT 11/28/2022 5 s 2 Complete Trusses Required 2'6'6 4'9'4 5'1"12 215"6 2'2"14 I4•6 A3X5 1111.5X4B =3X5CD s ni N [IIMIPPAI 1a - :if. G FE w3X7 111.5X4 III1.5X4 Jr 5'1'12 A 2B"6 2'4'10 2'6"6 4'11" 2 51'12 Loading Criteria(peg Wind Criteria Snow Criteria (Pg,Pf in PSF) De lICSt Criteria •Maximum Reactions(lb.) TCLL: 25.00 Wind SW: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in Ioc L/defl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.003 B 999 360 I-oc R* I R- /Rh I Rw RI /RL BCLL: 0.00 Enclosure:Closed Lu; - Cs:1.00 VERT(CL): 0.005 B 999 240 H 479 /- /- /- /16 ,- I BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.001 A - - E 435 I- I- I- 115 /- Des Ld: 45.00 EXP.B Kzt:NA HORZ(TL): 0.001 A - - Wind reactions based on MWFRS NCBCLL:0.00 Mean Height 42.96 R Building Code: Creep Factor:2.0 H Brg Wid=3.8 Min Req= 1.5(Truss) TCDL:6.0 psf IBC 2018 Max TC CSI: 0.026 E Brg Wid=- Min Req=- Soffit: BCDL:4.2 psfBearing His a rigid surface. Load Duration: 1.15 MWFRS Parallel Dist 0 to h/2 TPI Std: 2014 Max BC CSI: 0.087 Re Fac:Varies by Ld Case Max Web CSI: 0.132 Members not listed have forces less than 375# Spacing:24.0" CSC Dist a:3.00 R P Loc.from endwall:Any FTIRT:4(0y4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver.21.02.008.1108.20 Lumber Top chord 2x4 HF#2 Bot chord 2x6 HF#2 Webs 2x4:HF Standard+HF Stud: Nallnote Nail Schedule:0.120"x3',min.nails Top Chord:1 Row @12.00 o.c. Bot Chord:1 Row @ 7.00"o.c. Webs :1 Row @ 4"o.c. Use equal spacing between rows and stagger nails In each row to avoid splitting. Special Loads -(Lumber Dur.Fac=1.15/Plate Dur.Fac=1.15) TC:From 36 plf at 0.00 to 36 plf at 5.15 BC:From 9 plf at 0.00 to 9 pit at 5.15 BC: 341 lb Conc.Load at 1.35,3.35 Purlins ���ED PROFESS The TC of this truss shall be braced with attached ., , G 1 N F� lb_ spans at 24"oc in lieu of structural sheathing. (f (L .Q 2 tY 83294PE 1,Wind Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. Additional Notes OREGON Truss must be installed as shown with top chord up. 13 wLY 44,geoe �g, eaten Tan Renewal 6480/2o24 11/28/2022 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Twee Components of Oregon,Inn 'IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.60460 Trusses require extreme care in fabricating hendl shipping installing and bracing. Refer toand follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)Mi safety practices prior to performing these functions. Installers shall provide temporary (503)357.2118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shalt have a prop ny attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or 10, as applicable. Apply dates to each face,o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard ate positons.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AVMCOMOtb truss in conformance with ANSI/TPI 1, or for handling, shipping installation and brawn of trusses. A seal on this drawing or cover page 155 Harlem Ave listing thisdrawing indicates acceptance of professionl engqm� eenngp responsibility solelyTor the design shown.The suitability and use of this North Building,drawing or any svucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. North Buil i g,4th Floor For more information see these web sites:Alpine:alpineltw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.or5t SEQN:304571 FLAT Ply. 2 Job Number 0722001 Dust R7175 JRet1XL171750002 755 FROM:MG Qty. 1 Tigard Senior Housing DrwNo: Page 2 of 2 Trues Label: BGR6 ... / ... 11/26/2022 A3X5 1111.BX4 -3X5CD H G FE 3X7 III 1.5X4 1111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 7.04 -211.78 - 0.025 0.026 1 2x4 HF#2 30.37" Plywd B - C 7.04 -211.78 - 0.025 0.026 1 2x4 HF#2 30.37" Plywd C - D 0.00 -0.00 - - - 2 2x4 HF#2 1.00' Plywd H - G 1.89 -0.10 - 0.086 0.087 1 2x6 HF#2 30.37" Dlaph G - F 1.70 -0.10 - 0.068 0.068 1 246 HF#2 30.37" Diaph F - E 0.00 -0.00 - - - 1 2x6 HF#2 1.00" Diaph A - H 8.24 -170.87 0.001 0.010 0.011 1 2x4 HFStand+HFStud 17.1T - A - G 257.84 -8.52 0.131 - 0.131 1 244 HFStand+HFStud 30.43" - B - G 9.59 -65.63 0.014 - 0.014 2 2x4 HFStand+HFStud 17.1T - G - C 258.08 -8.53 0.132 - 0.132 1 2x4 HFStand+HFStud 30.43" - C - F 8.52 -172.53 0.001 0.008 0.009 1 244 HFStand+HFStud 17.1T - Joint x y Plate Cq JSI Method defY(L) deftY(T) defX(L) defIX(T) A 0.00' 42.82' 3X5 0.96 0.37 N 0.00" U999 0.00" 1/999 0.00" 0.00" B 2.53' 42.82' 1.5X4 0.96 0.05 N 0.00" 1/999 0.00" L/999 0.00" 0.00" C 5.06' 42.82' 3X5 0.96 0.38 N 0.00" U999 0.00" 1./999 0.00" 0.00" D 5.15' 42.82' 0.00" 1/999 0.00' L/999 0.00" 0.00" E 5.15' 41.01' 0.00" 1)999 0.00" 1J999 0.00" 0.00" F 5.06' 41.01' 1.5X4 0.96 0.57 N 0.00" U999 0.00" 1/999 0.00" 0.00" G 2.53' 41.01' 3X7 0.96 0.40 N 0.00" 1/999 0.00" 1J999 0.00" 0.00" H 0.00' 41.01' 1.5X4 0.96 0.56 N 0.00" 1/999 0.00" 1/999 0.00" 0.00" Loads using option:User Modified Load Cases ----------------------- [STD.AUTO.LOAD](OC 24.00][DF 1.15][NM 2] [Roof Snow Load][OC 24.00][DF 1.15][NM 2] --- ------------------------------^------- Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:Yes 11 PLF Q 0.0 to 11 @ 5.1(y=46.0J[ 0%] 22 PLF Q 0.0 to 22 Q 5.1[y=46.011 0%] 25 PLF @ 0.0 to 25 n_. 5.1[y=46.0][100%J 22 PLF C' 0.0 to 22 Q 5.1[y=46.0][100%] 9 PLF @ 0.0 to 9 @ 5.1(y=35.8][ 0%] 18 PLF @ 0.0 to 18(fp 5.1 iy=35.8)[ 0%) 189.53 Lbs.@ 1.4,35.8 Angle=270 Brg.#1 Vert.R= 156.9#Hor.R= -0.0# 189.53 Lbs.@ 3.4,35.8 Angle=270 Brg.#2 Vert.R= 162.1#Hor.R= 0.0# 151.62 Lbs.@ 1.4,35.8 Angle=270 ----------- 151.62 Lbs.@ 3.4,35.8 Angle=270 Brg.#1 Vert.R= 478.9#Hor.R= -0.0# Brg.#2 Vert.R= 435.0#Hor.R= 0.0# "'WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components or Oregon,Inc. ""IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 458 Trusses require extreme care in fapicatin htha8oddI' shipping,inytalling and brac'n . Refer to and follow the latest edition of BCSI(Buildin Cornelius OR 97113 Component Safety Information,by TPI ane'SBCA)Rl r safety practices prior to erlorfning these functions. Installers shall provide tempos 1503)357-2115 bracin oer BCSI.Unless tad 0 herwi e,l0 chord shall h ve r n attach d tructu al s06a[hin9 ar d bo0om 9nord sna ha Qa pmpa attached ri id ceilingp.Locations shown cor gerrmanent lateral restrraint 01 webs shalll nave braclng retail ed per BCSI sections B3,�7 or 610, as a_ licable. A rplats to each face of W and idiom as shown above and on the nal Inf etalis, unless noted otherwise. ffefer to ALPINE drawings 160A-Z fnr standard ate positions.Refer to Job's General Notes page for additional Information. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the - truss in conformance with ANSI/TPI 1, or for handling, shipping,�installation and bracingof trusses. A seal on this drawing or cover page Harlem Ave listing this drawing,indicates acceptance of professional engmeenng responsibility solelyTor the design shown.The suitability and use of this 155th Building,drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. 4th Floor For more Information see these web sites:Alpine:alpineitw.com;TPI:Ipinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:304781/ RAT Ply: 2 Job Number: 07221301 Cost R 7175 JRef:1XL171750002 T61 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.11764 Page 1 of 2 Trues Label: BGR7 BFR / RTT 11/28/2022 I S > 2 Complete Trusses Required 2'6'6 4'9'4 pil2 2'6.6 2'2'14 4"6 A3X6 1111.BX4 =3X5co i --i _ ri '' G F E =3X7 1113X5 1113X5 A 5'1"12 i 2'6"6 2'4"10 2'6"6 4'11' 2 '1 12 Loading Criteria(psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DsfVICSI Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 CI:1.0 CAT:II PP Deflection in loc Weft L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt 11.0(specified) Ce:1.0 VERT(LL): 0.005 B 999 360 Loc R+ I R- /Rh /Rw /U I RL BOLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.009 B 999 240 H 816 I- I- I- /176 /- BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.001 A - - E 1053 /- I- I- /312 /- EXP:B Kzb NA HORZ TL 0.002 A - - Wind reactions based on MWFRS Des Ld: 45.00 Mean Height:43.16 A ( )NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor:2.0 H Brg Wid=3.8 Min Req= 1.5(Truss) Soffit E Brg Wid=- Min Req=- 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.052 Bearing H i a rigid surfa R. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.257 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.267 Maximum Top Chord Forces Per Ply(ibe) Loc.from endwall:Any FT/RT:4(0y4(D) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.02.00E:1108.20 A-B 115 -414 B-C 115 -414 Lumber Top chord 2x4 HF#2 Maximum Web Forces Per Ply(Ibs) Tot chord2 HF#2 Webs Tens.Comp. Webs Tens. Comp. Webs 2x4:HF Standard+HF Stud: A-G 524 -147 G-C 522 -145 Nailnote Nail Schedule:0.120"x3",min.nails Top Chord:1 Row @12.00"o.c. Bo!Chord:1 Row t 3.50"o.c. Webs :1 Row © 4'o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads -(Lumber Dur.Fac.=1.15/Plate Dur.Fac=1.15) TC:From 72 plf at 0.00 to 72 p1f at 5.15 BC:From 9p8 at 0.00 to 9p1f at 5.15 BC: 305 lb Conc.Load at 1.35 BC:1147 lb Conc.Load at 3.35 ���V PROFESS Purlins , aG I N e. 'O The TC of this truss shall be braced with attached , Co 'II', O 83294PE 9 spans at 24"oc in lieu of structural sheathing. Wind Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. OREGON Additional Notes 1 rZty 14,qot� �0 Truss must be installed as shown with lop chord up. **oil Tail Renewal 6110f2024 11/28/2022 WARNING READ AND FOLLOW ALL NOTES ON THIS DRAWING! Thus Components of Oregon,Inc **IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bar468 Trusses require extreme care in fabricating,handling shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building Comes OR 97113 Component Safety Information,by TPI and SBCA)fSi safeb practices prior to performi lu ng these functions. Installers shall provide temporary (5�031367.2118 bracing per BCSI.Unless noted otherwise,top chord shall nave properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,B7 or B10. as applicable. Appl plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the A.MN raw.ev Trues in conformance with ANSI/ PI 1, or for handlin shipping installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional en ineenn responsibility solely nor the design shown.The suitability and use of this North Building,for any structure is the responsibility of the Bm ding�esigner per ANSI/TPI 1 Sec.2. 4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinsl.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AW C:awc.orq Glenview,IL 60025 SEQN:304781 FLAT Ply: 2 Job Number: 0722001 Gust R7175 JRer:1XL171750002 761 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: BGR7 ... / ... 11/28/2022 A3X5 III 1.B 4 3X5 CD /q H* G FE 3X7 1113X5 1113X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 115.36 -413.79 0.002 0.050 0.052 1 2x4 HF#2 30.37" Plywd B - C 115.37 -413.79 0.002 0.050 0.052 1 2x4 HF#2 30.37" Plywd C - D 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Plywd H - G 2.39 -0.37 - 0.089 0.089 1 2x6 HF#2 30.37" Diaph G - F 3.94 -1.22 - 0.256 0.257 1 2x6 HF#2 30.37" Diaph F - E 0.00 -0.00 - - - 1 2x6 HF#2 1.00" Diaph A - H 98.89 -366.87 0.038 0.002 0.038 4 2x4 HFStand+HFStud 19.49" - A - G 524.25 -146.54 0.267 - 0.267 1 2x4 HFStand+HFStud 31.80" - B - G 16.29 -98.31 0.021 - 0.021 1 2x4 HFStand+HFStud 19.49" - G - C 522.27 -145.46 0.286 - 0.266 1 2x4 HFStand+HFStud 31.80" - C - F 98.78 -368.72 0.036 0.006 0.043 4 2x4 HFStand+HFStud 19.49" - Joint x y Plate Cq JSI Method defiY(L) defiY(T) defIX(L) defiX(T) A 0.00' 43.01' 3X5 0.96 0.54 N 0.00" L/999 0.00" L/999 0.00" 0.00" B 2.53' 43.01' 1.5X4 0.96 0.07 N 0.00" L/999 0.01" L/999 0.00" 0.00" C 5.06' 43.01' 3X5 0.96 0.53 N 0.00" U999 0.00" 1/999 0.00" 0.00" D 5.15' 43.01' 0.00" U999 0.00" L/999 0.00" 0.00" E 5.15' 41.01' 0.00" U999 0.00" 1/999 0.00" 0.00" F 5.06' 41.01' 3X5 0.96 0.93 N 0.00" U999 0.00" 1/999 0.00" 0.00" G 2.53' 41.01' 3X7 0.96 0.88 N 0.00' L/999 0.01" L/999 0.00" 0.00" H 0.00' 41.01' 3X5 0.96 0.93 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC --_--_-_--------- -------- 24.00][DF 1.15][NM 2] [MWFRS.UPLIFT.LOAD][OC 24.00][DF 1.60][NM 2] ---_------_ Load Case:1 User Modified:No Load Case:4 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @ 0.0 to 22© 5.1[y=46.2]1 0%] -24 PLF @ 0.0 to -24 CD 5.1[y=46.2][100%] 50 PLF @ 0.0 to 50 @ 5.1[y--46.2][100%] 11 PLF @ 0.0 to 11 @ 5.1[y6.211 0%] 9 PLF @ 0.0 to 9 @ 5.1[y=35.8][ 0%] 5 PLF @ 0.0 to 5 CO 5.1(y=35.8]1 0%] 305.24 Lbs.@ 1.4,35.8 Angle=270 -11.71 Lbs.@ 1.4,35.8 Angle=270 1146.93 Lbs.@ 3.4,35.8 Angle=270 -434.35 Lbs.@ 3.4,35.8 Angle=270 Brg.#1 Vert.R= 815.6#Hor.R= -0.0# Brg.#1 Vert.R= -176.0#Hor.R= 0.0# Brg.#2 Vert.R= 1053.4#Hor.R= 0.0# Brg.#2 Vert.R= -312.4#Hor.R= -0.0# ----------- **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Co.nponene of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping installing,and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide tempora (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have propery attached structural sheathing and bottorr1 chord shall ha Yea properly attached ri6id ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,67 or B10 as applicable. Appl plates to each face of truss and position as shown above and on the Joints Details, unless noted otherwise. Defer to' ALPINE drawings 160A-Z for standard ate positions.Refer to Job's General Notes page for additional Information. Alpine,a division of ITN Buildn Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracing of trusses. A seal orlhis drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance professional en ineenng responsiibi' solely for the design shown.The suitability and use of this North g,41h Floor drawing for any structure is the responsibility of the Building-Designer per ANSIITPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340768/ FLAT Ply: 1 Job Number: 0722001 Gust R 7175 JRe1:1 XL171750002 T84 FROM:MG City: 1 Tigard Senior Housing DrwNo: 332.22.0740.13655 Page 1 oft Truss Label: BGR8 BFR / RTT 11/28/2022 4"a 3'9.15 I4" 3'5'7 AB X5 '11.5XC4 T I INIIIIIa N_ 'a N 1 . iil . F E :11 D 1111.5X4 3X5 i 39"15 i • 37'3 3'9"15 2 p 1�-�2 Loading Criteria(pat) Wind Criteria Snow Criteria (Pg,Pf in PSF) Dsfl1CS1 Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Udefl U# Gravity Non-Gravity TCOL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): -0.002 F 421 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): -0.004 F 999 240 F 704 I- /- 1- /24 /- BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): -0.000 C - - 0 686 1- /- /- /24 /- Des Ld: 45.00 EXP:B ICzL NA HORZ(TL): 0.000 C - - Wind reactions based on MWFRS Mean Height;43.19 ft NCBCLL:0.00 TCDL:6.0 psi Building Code: Creep Factor:2.0 F Brg Wid=- Min Req=- D Brg W id=3.7 Min Req= 1.5(Truss) Soffit: 2.60 BCDL:4.2 psi IBC 2018 Max TC CSI: 0.274 Bearing D is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to hl2 TPI Std: 2014 Max BC CSI: 0.640 Members not listed have forces less than 375# Sparing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.101 Loc.from endwall:Any FTIRT:4(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver.21.02.008.1108.20 Lumber Top chord 2x4 HF#2 Bot chord 2x6 HF SS Webs 2x4:HF Standard+HF Stud: Special Loads -(Lumber Dur.Fac.=1.15 I Plate Dur.Fac=1.15) TC:From 72 plf at 0.00 to 72 plf at 3.83 BC:From 18 plf at 0.00 to 18 p8 at 3.83 BC:1046 lb Conc.Load at 1.94 Purling The TC of this truss shall be braced with attached spans at 24"oc in lieu of structural sheathing. Wind Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. p PRO ARE FFS Additional Notes `c, G t N F SRO Truss must be installed as shown with top chord up. �C, 83294PE�� "1" OREGON 134 ° 'LY 14.20� .c- SS ell Tar Renewal 6/30/2024 11/28/2022 "'WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of 066500.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa 466 Trusses require extreme care in fabricating handling shipping,in tallingdand bracing. Refer to a follow the latest editionm of SCSI(Building Coellus OR 97113 ComponentSafety Information,b TPI and SBCA)fbr safety practices p or to performingand the9a functions. Installers shall provide temporary (503)357-2116 bracing per SCSI.Unless noted otherwissee top chord shall have properly attached structural sheathing and bottom_chord shall have a propetly attachedrigid ceiling Locations shown for permanent lateral resraint of webs shall have bracing installed per BCSI sections 83,B7 or B10, as applicable. Apply plates to each face of truss and positionas shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE. drawings 160A-Z'fbr standard plate positions.Refer to Job's General Notes page for additional information. Alpine,a division of ITW Building_Components Groyp Inc.shall not be responsible for any deviation fro this drawing,any.failure to build the slnvcaw.ar truss in conformance with ANSIITPI 1, or for ha0ndling shipping, installation and bracing of trusses. A seal ol:this drawing or cover page 155 Harlem listingthisdrawl indicates acceptance.f rofesst fi l e Ineering responsl1bill solglyTor the design shown.the suitability and use of this North ar em A Avee Floor draing for any drawing, is the responsibility of the Bui ding-Designer per ANSI/T-PI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340758 FLAT Ply: 1 Job Number: 0722001 Dust R7175 JRef:IXL171750002 T84 FROM:MG City: 1 Tigard Senior Housing DIwNo: Page 2 of 2 Trues Label: BGR8 ... / ... 11/28/2022 3X5 III 1.5X4 AB C Num F E D III 1.5X4 3X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Plywd B - C 1.30 -16.57 - 0.274 0.274 1 2x4 HF#2 44.95" Plywd F - E 0.00 -0.00 - - - 1 2x6 HF SS 1.00" Diaph E - D 16.75 -1.32 0.001 0.638 0.640 1 2x6 HF SS 44.95" Diaph B - E 25.09 -140.84 - 0.100 0.101 1 2x4 HFStand+HFStud 19.91" - B - D 0.03 -0.21 - - - 1 2x4 HFStand+HFStud 42.85" - C - D 24.00 -134.74 - 0.099 0.100 1 2x4 HFStand+HFStud 19.91" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A 0.00' 43.04' 0.00" L/999 0.00" L/999 0.00" 0.00" B 0.08' 43.04' 3X5 0.96 0.72 N 0.00" 1/999 0.00" U999 0.00" 0.00" C 3.83' 43.04' 1.5X4 0.96 0.61 N 0.00" L/999 0.00" L1999 0.00" 0.00" D 3.83' 41.01' 3X5 0.96 0.96 N 0.00" L/999 0.00' L/999 0.00" 0.00' E 0.08' 41.01' 1.5X4 0.96 0.73 N 0.00" L/999 0.00" L/999 0.00" 0.00" F 0.00' 41.01' 0.00" L/999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases - - [STDAUTO.LOAD][OC 24.00J(DF 1.15][NM 1] --�_-^- - - - - - - ---'- Load Case:1 User Modified:No Repetitive Factors Used:No 22 PLF @ 0.0 to 22 @ 3.8(y=46.2][ 0%] 50 PLF @ 0.0 to 50 @ 3.8(y--46.2][100%1 18 PLF @ 0.0 to 18 @ 3.8[y=35.81[ 0%] 1046.02 Lbs.@ 1.9,35.8 Angie=270 Brg.#1 Vert.R= 704.3#Hor.R= 0.0# Brg.#2 Vert.R= 686.3#Hor.R= 0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Component of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 4e8 Trusses require extreme care in fabricating handling,shipping,installing,and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component Safety Information,byTPI end SBCA)Mr safety practices prior to erforming these functions. Installers shall provide tempora (503)3574118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathingand bollo fllord shall have a propeeny attached rigid ceiling.Locations shown for permanent lateral restraint o,webs shall have bracing installed per sections B.3.B7 or 10, as applicalle. Appl plates to each face,of truss and position as shown above and on the JoiniDetails, unless noted otherwise. Defer to ALPINE drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,anyfailure to build the truss in conformance with ANSUTPI 1, or for handling, shipping installation and bracing off trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional englneenng responsibility sot tynor the design shown.The suitability and use Of this North Building,4th Floor drawing for any strcture is the responsibility of the Building'Designer per ANSIIT. I 1 Sec.2. Nt Bw dL g,4 For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.org SEON:340T701 HIPM Ply: 2 Job Number: 0722001 Gust:R7175 JRet:1XL171750002 T82 FROM:MG City: 1 Tigard Senior Housing DrwNo: 332.22.0740.13701 Page 1 of 8 Truss Label: BGR9 BFR / RTT 11/28/2022 I > - , 2 Complete Trusses Required 18'8'14 3'0'14 5110 10978 1 15'19 158' 21' I 2611'4 2811'141 61'10 54'14 4'8'15 69 2'3'2 4'11N 3010 0.25 12 =r6X8 =12x14 a3p5 E355 _4C H 5 x5 el 3X5 12 III4 I J A g Ti C IS T (eI N 1 -1 I I 1 1 3%(5 a 8733 a 3x10 _HO 3X5 =4X5 B2 w5X 2 I111.5%4 08 w4x5 1 25'11' A 3'0'14—{ 51' 60'8 3'10'8 1'4' 2'0'1 5'3'4 3'2'10 1--NW 51 I 10'1'8 ( 14' -I-15'4'8 20'6' 25'9'4 26'11.141 6014 18'5'13 Loading Criteria(pary Wind Criteria Snow Criteria (Pg,Pf in PSF) Def/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection In loc Udell L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.398 0 776 360 Loc R* /R- /Rh /Rw /U 1 RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.598 Cl 517 240 S 2369 /- /800 /511 /202 /384 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.056 L - - L 4314 1- I- /1424 /299 I- Des Ld: 45.00 EXP.B Kzt:NA HORZ(TL): 0.087 L - - Wind reactions based on MWFRS Mean Height:43.01 R BuildingCode: CreepFactor:2.0 S Bra Wid=5.5 Min Req= 1.9(Truss) NCBCLL:0.00 TCDL:6.0 psf L Wid=5.5 Min Re 3.2 Truss Soffit: 2.00 IBC 2018 Max TC CSI: 0.644 Brg q= (Truss) BCDL:4.2 psf Bearings S&L are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 10 h12 TPI Std: 2014 Max BC CSI: 0.814 Rep Fac:Varies by Ld Case Max Web CSI: 0.933 Members not listed have forces less than 375# Sparing:24.0" C&C Dist a:3.00 R Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FT/RT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver.21.02.006.1108.20 B-C 209-2862 E-F 459 -4776 C-D 357-4304 F-G 485 -5397 Lumber D-E 460-4777 G-H 342 -4125 Top chord 2x4 HF#2 1-1 willDF-L#2; Bot chord 2x6 HF#2 B2 2x6 HF SS; Maximum Bot Chord Forces Per Ply(Ibs) Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Chords Tens.Comp. Chords Tens. Comp. Bracing S-R 411 -392 0-N 5205 -465 (a)Continuous lateral restraint equally spaced on R-O 2942 -208 N-M 5331 -465 member. a-P 4475 -366 M-L 3917 -326 P-0 4475 -366 Nailnote Nail Schedule:0.120'x3',min.nails Maximum Web Forces Per Ply libel Top Chord:1 Row @10.00'o.c. Dot Chord:l Row @11.50"o.c. Webs Tens.Comp. Webs Tens. Comp. Webs :1 Row @ 4"o.c. B-S 110-1160 N-G 805 -179 Use equal spacing between rows and stagger nails in each row to avoid splitting. B-R 2943 -215 G-M 203 -1840 C-R 79 -655 M-H 1482 -149 C-0 1566 -155 H-L 355 -4211 Purling D-0 749 -103 L-I 24 -484 In lieu of structural panels use purlins to brace all flat 'S`GREO PROFCs, TC(off 24"oc. \rj G I N I; ' Wind (yam 83294PE ,� 9 Wind loads and reactions based on MW FRS. cr 0.....- End verticals not exposed to wind pressure. Right cantilever is exposed to wind Additional Notes OREGON C The maximum horizontal reaction is 800# 4 wtr 14.200 0 ssell Tang Renewal 6/30/2024 I 1/28/2022 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Componentsol Oregon,Inc. "IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa 468 Trusses require extreme care in fabricating,handling shipping,installing and bracl'n9. Refer to and follow the latest edition of BCSI(Building Comellos OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shah.provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have properlyattached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral resraint on webs shall have bracing installed per BCSI sections$3,B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW B it in CComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the nnmvmw�n truss In conformance with ANSITTPI 1, or for handling, shipping installs n and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptanceof rof ssionl engine shipping,, responsibilitysolely Tor the design shown.The suitability and use o this North 4th Floor drawing for any structure is the retiponssi ility of the Building-Designer per ANSI/TPI 1 Sec.2. Building, For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340770/ HIPM Ply: 2 Job Number: 0722001 Gust:117175 JRef:1XL171750002 T82 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.13701 Page 2 of 6 Truss Label: BGR9 BFR / RTT 11/28/2022 Special loads 1 -(Lumber Dur.Fac=1.15/Plate Dur.Fac.=1.15) TC:From 72 pH at -3.50 to 72 pH at 28.99 BC:From 4 plf at -3.50 to 4 pH at 0.00 BC:From 18 pH at 0.00 to 18 pH at 28.99 TC: 750 lb Conc.Load at 19.72,25.69 BC: 435 lb Conc.Load at 8.83 BC:1053 lb Conc.Load at 18.10 BC: 704 lb Conc.Load at 19.72 Special Loads 2 -(Lumber Dur.Fac.=1.60/Plate Dur.Fac.=1.60) TC:From 22 plf at -3.50 to 22 pH at 28.99 BC:From 4 plf at -3.50 to 4 pH at 0.00 BC:From 18 pH at 0.00 to 18 plf at 28.99 TC:1300 lb Conc.Load at 18.59 TC: 750 lb Conc.Load at 19.72,25.69 BC: 435 lb Conc.Load at 8.83 BC:1053 lb Conc.Load at 18.10 BC: 613 lb Conc.Load at 19.72 PL- 800 lb Conc.Load at(18.59,43.13)0.2 deg] Special loads 3 -(Lumber Dur.Fac.=1.60/Plate Dur.Fac.=1.60) TC:From 22 pH at -3.50 to 22 plf at 28.99 BC:From 4 plf at -3.50 to 4 pH at 0.00 BC:From 18 pit at 0.00 to 18 plf at 28.99 TC:-1300 lb Conc.Load at 18.59 TC: 750 b Conc.Load at 19.72,25.69 BC: 435 lb Conc.Load at 8.83 I BC:1053 lb Conc.Load at 18.10 BC: 613 lb Conc.Load at 19.72 PL- -800 lb Conc.Load at(18.59,43.13)(1.2 deg] Note:Special load cases cccur non-concurrently with other load cases. ��REO PROFESS �, , ,aGtN,;c. 'O L 83294PE 7 Z:t �I OREGON 13A. ACV 14,2e� �m *sell Tan Renewal 6/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Component?)of Oregon,Inc "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bon488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building ComeIlus OR 97113 Component Safety Information,by TPI and SBCA)l safety practices prior to performing these functions. Installers shall provide temporary (503)357.2118 bracing pe r BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall hav a proppeefly attached ri id ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,Be7 or 810 as applicable. AppTy plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. A I_PINE Alpine,a division of ITW 8 1 n pon nta Group Inc.shop not be responsible for any deviation from this drawing,any,failure to build the truss in con mlance with ANSI/IT-PI , or or ndIin shipping installation and bracin o trusses. A seal on this drawing or cover pane 155 Harlem Ave listing tth�is drawing,indicates acceptancerof prolessi el ennrnneegnnoresspon�sib�s solely mr the design shown.The suitability and use of this North Building,drawingfor anysfructure is there nsi i i o the ui din esi n per I 1 Sec. . g,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.orq;AWC:awc.orci Glenview,IL 60025 SEQN:340770 HIPM Ply 2 Job Number: 0722001 Oust R 7175 JRet1XL171750002 782 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 3 of 6 Truss Label: BGR9 ... / ... 11/28/2022 0.25 12 =6X8 Tt =1 X14 E F =4X5 =4X12 1114X5 =3X5 A B =3X5 E F G H W2 ---- S'1 R Q P O N M rskIL 1113X5 =6X8 =3X10 =3X5 =4X5 =5X1X12 1111.5X4 =H0506 =4X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 2.77 -0.47 - 0.088 0.089 1 2x10 DF-L#2 42.01" Plywd B - C 208.92 -2862.07 0.018 0.091 0.109 1 2x10 DF-L#2 61.56" Plywd C - D 356.61 -4303.63 0.320 0.303 0.623 1 2x4 HF#2 65.02" Plywd D - E 459.69 -4776.86 0.368 0.275 0.644 1 2x4 HF#2 61.51" Plywd E - F 459.08 4775.81 0.368 0.088 0.436 1 2x4 HF#2 61.51" Plywd F - G 485.06 -5397.42 0.285 0.064 0.349 1 2x4 HF#2 36.88" Plywd G - H 341.75 4124.83 0.165 0.344 0.509 1 2x4 HF#2 24.63" Plywd H - I 101.99 -26.06 0.010 0.338 0.348 1 2x4 HF#2 61.80" Plywd I - J 61.55 -54.90 0.012 0.086 0.098 6 2x4 HF#2 36.62" Puri 24 S - R 410.53 -391.76 0.046 0.016 0.062 4 2x6 HF#2 61.50' Diaph R - Q 2941.90 -207.73 0.441 0.305 0.746 1 2x6 HF#2 61.50" Diaph Q - P 4474.96 -365.91 0.669 0.144 0.814 1 2x6 HF#2 61.50" Diaph P - 0 4474.96 -365.91 0.380 0.092 0.472 1 2x6 HF SS 61.50" Diaph O - N 5205.10 -465.46 0.410 0.150 0.559 1 2x6 HF SS 36.88" Diaph N - M 5331.38 -464.85 0.391 0.208 0.599 1 2x6 HF SS 24.62" Diaph M - L 3916.63 -326.33 0.300 0.135 0.434 1 2x6 HF SS 83.25" Diaph L - K 1.58 -0.27 - 0.116 0.117 1 2x6 HF SS 38.63" Diaph B - S 109.92 -1159.98 0.053 0.047 0.100 1 2x4 HFStand+HFStud 9.32" - B - R 2942.82 -214.67 0.819 - 0.619 1 2x4 HF#2 58.29" - C - R 79.38 -655.36 0.135 - 0.135 1 2x4 HFStand+HFStud 16.35" - C - Q 1565.56 -154.99 0.771 - 0.771 1 2x4 HFStand+HFStud 60.26" - Q - D 66.79 -256.36 0.051 - 0.051 1 2x4 HFStand+HFStud 17.63" - D - 0 749.35 -102.75 0.274 - 0.274 4 2x4 HFStand+HFStud 60.62" - O - F 72.78 -204.96 0.037 - 0.037 2 2x4 HFStand+HFStud 18.92" - F - N 250.09 -284.38 0.092 - 0.092 4 2x4 HFStand+HFStud 38.36" - N - G 804.69 -178.75 0.410 - 0.410 1 2x4 HFStand+HFStud 19.68" - G - M 203.02 -1840.18 0.356 - 0.356 4 2x4 HFStand+HFStud 28.87" - M - H 1461.54 -149.07 0.571 - 0.571 1 2x4 HFStand+HFStud 20.20" - H - L 354.88 -4210.70 0.933 - 0.933 1 2x4 HFStand+HFStud 61.42" a 1x4 CLB L - I 23.79 -483.73 0.104 - 0.104 1 2x4 HFStand+HFStud 21.48" - L - J 88.43 -76.01 0.024 - 0.024 4 2x4 HFStand+HFStud 39.69" - J - K 9.90 -54.13 - 0.020 0.020 1 2x4 HFStand+HFStud 21.48" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A -3.50' 42.32' -0.14" U290 -0.34" L/123 0.00" 0.00' 8 0.00' 42.40' 6X8 0.96 0.82 N 0.00" L/999 0.00" U999 0.04" 0.07" C 5.13' 42.62' 12X14 0.96 0.97 N 0.22" U999 0.55" U562 0.05" 0.08' D 10.54' 42.85' 3X5 0.96 0.47 N 0.38" L/822 0.92" U337 0.03" 0.05" E 15.12' 42.95' 3X5 0.96 0.89 N F 15.66' 42.96' 3X5 0.96 0.48 N 0.40" U782 0.93" 1)333 0.00" 0.00" G 18.74' 43.03' 4X5 0.96 0.71 N 0.34" 1./907 0.78" U395 -0.01" 0.03" H 20.79' 43.07' 4X12 0.96 0.69 N 0.27" U999 0.62" U502 -0.03" 0.04" I 25.94' 43.18' 4X5 0.96 0.83 N 0.00" U999 -0.01" U156 -0.03" 0.05" "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Ins. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O,Box 468 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Buildin Cornelius OR 97113 Component SafetyInformation,by TPI and SBCA)fb safety practices pnor to performing these functions. Installers shall provide temporary!wadi' attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing mstelled per BCSI sections 63,67 or 610 as applicable. Appl plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buuit naQ omponents Group Inc.shall not,be responsible for any deviation from this drawing,anyfailure to build the truss in conformance with AN IIT 11, or for heandlln shopping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listingthis drawing indicates acceptance of professiorplal en neenn responsibility soleelIy'or the design shown.The suitabif and use of is drawing g for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 S vc.2. 9 North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:340770 HIPM Ply: 2 Job Number: 0722001 Cust:R7175 JRef:1XL171750002 782 FROM:MG City: 1 Tigard Senior Housing DnwNo: Page 4 of 6 Truss Label: BGR9 ... / ... 11/28/2022 0.25 12 =6X8 =3X5 -3E F5 =4X5 =H12 1114X5 =3X5 I,I =12X14 A B T1 04 W2 C` _ 'OILL\\\\\ III S al R Q P O N M K III3X5 =6X8 a3X10 H0508 3X5 ----:4X5X5 B2 =5X1X12 1111.5X4 =4X5 J 28.99' 43.18' 3X5 0.96 0.53 N -0.13" U296 -0.30" U128 -0.03" 0.05' K 28.99' 41.01' 1.5X4 0.96 0.54 N -0.13" U296 -0.30" U128 0.06" 0.09" L 25.77' 41.01' 5X12 0.96 0.86 N 0.00" 11999 0.00" U999 0.06" 0.09' M 20.50' 41.01' 4X5 0.96 0.97 N 0.28' U999 0.65" U479 0.04" 0.07" N 18.45' 41.01' 4X5 0.96 0.93 N 0.35" U884 0.81' U384 0.04' 0.06" O 15.3T 41.01' 3X5 0.96 0.48 N 0.40' L(776 0.94" U329 0.03" 0.04" P 14.00' 41.01' H0508 0.96 0.70 N Q 10.25' 41.01' 3X10 0.96 0.84 N 0.37" U829 0.91" U339 0.01" 0.02" R 5.13' 41.01' 6X8 0.96 0.72 N 0.22' U999 0.55" U565 0.00" 0.00" S 0.00' 41.01' 3X5 0.96 0.96 N 0.00" 11999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 2] [Partial Unbal.Lt][OC 24.00][DF 1.251NM 2] [MWFRS-WS1][OC 24.00][DF 1.60][NM 2] Load Case:1 User Modified:Yes Load Case:6 User Modified:Yes Load Case:14 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y--46.3J[ 0%J 22 PLF @-3.5 to 22 @ 5.1[y=46.3][ 0%] 11 PLF @-3.5 to 11 @ 5.1[y=46.31 0%] 22 PLF @ 5.1 to 22 @ 15.1[y=446.31 0%] 22 PLF @ 5.1 to 22 @ 15.1[y=46.31 0%] 11 PLF @ 5.1 to 11 @ 15.1[y=46.3][ 0%] 22 PLF @ 15.1 to 22 @ 25.9[y-46.31 0%] 22 PLF @ 15.1 to 22 @ 25.9[y=46.3][ 0%] 11 PLF @ 15.1 to 11 @ 25.9[y 46.3][ 0%] 22 PLF @ 25.9 to 22 @ 29.0[y--46.31 0%] 22 PLF @ 25.9 to 22 @ 29.0[y=46.3)[ 0%] 11 PLF @ 25.9 to 11 @ 29.0[y--46.31 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.81 0%J 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 2 PLF @-3.5 to 2 @ 0.0[y=35.81 0%] 50 PLF @-3.5 to 50 @ 5.1[y--46.3][100%] 50 PLF @ 25.9 to 50 @ 29.0(y=46.3][100%] -24 PLF @-3.5 to -24 @ 5.1[y=46.3J[100%J 50 PLF @ 5.1 to 50 @ 15.1[y=46.3][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.81 0%] -24 PLF @ 5.1 to -24 @ 15.1[y-46.31100%1 50 PLF @ 15.1 to 50 @ 25.9[y=46.31[100%1 18 PLF @ 14.0 to 18 @ 29.0[y=35.81 0%] -24 PLF @ 15.1 to -24 @ 25.9[y=46.3][100%] 50 PLF @ 25.9 to 50 @ 29.0[y--46.3J[100%1 750.00 Lbs.@ 19.7,46.3 Angle=270 -24 PLF @ 25.9 to -24 @ 29.0[y=46.3][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] 750.00 Lbs.@ 25.7,46.3 Angle=270 24 PLF @-3.5 to 24 @ 29.0[y=46.31100%] 18 PLF @ 14.0 to 16 @ 29.0[y=35.B][ 0%] Brg.#1 Vert.R= 773.2#Hor.R= -0.0# 9 PLF a 0.0 to 9 @ 14.0[y=35.81 0%] 750.00 lbs.@ 19.7,46.3 Angle=270 Brg.#2 Vert.R= 2130.1#Hor.R= -0.0# 9 PLF @ 14.0 to 9 @ 29.0[y=35.B1 0%] 750.00 Lbs.@ 25.7,46.3 Angle=270 - ------------------------------- -116.06 Lbs.@ 8.8,35.8 Angle=270 434.97 Lbs.at 8.8,35.8 Angle=270 [Partial Unbal.Rt][OC 24.001DF 1.25](NM 2] -281.07 Lbs.@ 18.1,35.8 Angle=270 1053.38 Lbs.@ 18.1,35.8 Angle=270 Load Case:7 User Modified:Yes -163.48 Lbs.@ 19.7,35.8 Angle=270 704.33 Lbs.@ 19.7,35.8 Angle=270 Repetitive Factors Used:No 98.59 Lbs.@ 8.8,35.8 Angle=270 Brg.#1 Vert.R= 2369.0#Hor.R= -0.0# 22 PLF @-3.5 to 22_i 5.1[y=46.31 0%] 238.77 Lbs.@ 18.1,35.8 Angle=270 Brg.#2 Vert.R= 4198.7#Hor.R= -0.0# 22 PLF @ 5.1 to 22 @ 15.1[y-46.31 0%] 138.88 Lbs.@ 19.7,35.8 Angle=270 ----------------------------- --- 22 PLF @ 15.1 to 22 @ 25.9[y--46.31 0%] 382.50 Lbs.@ 19.7,46.3 Angle=270 [Roof Snow Load][OC 24.00][DF 1.15][NM 2] 22 PLF @ 25.9 to 22 @ 29.0[y-46.31 0%] 382.50 Lbs.@ 25.7,46.3 Angle=270 Load Case:2 User Modified:No 4 PLF @-3.5 to 4 @ 0.0[y=35.81 0%] -384.22 Lbs.@ 18.6,43.1 Angle= 1 Repetitive Factors Used:Yes 50 PLF @-3.5 to 50 @ 5.1[y=46.3][100%] -624.36 Lbs.@ 18.6,46.3 Angle=270 22 PLF @-3.5 to 22 @ 5.1[y--46.3][ 0%] 50 PLF @ 5.1 to 50 i' 15.1[y=46.3][100%] Brg.#1 Vert.R= 227.9#Hor.R= 384.1# 22 PLF @ 5.1 to 22 @ 15.1[y--46.31 0%] 50 PLF @ 15.1 to 50 @ 25.7[y=46.3][100%] Brg.#2 Vert.R= 474.2#Hor.R= -0.0# 22 PLF @ 15.1 to 22 @ 25.9[y--46.31 0%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.81 0%] __-_-___..._..-_-_-_-_-_-_-_-_-=..-4,..-=_-_-_-_ 22 PLF @ 25.9 to 22 @ 29.0[y=-46.31 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8J[ 0%] [MWFRS-W S2][OC 24.00][DF 1.60][NM 2] 4 PLF @-3.5 to 4 @ 0.0[y=35.81 0%] 750.00 Lbs.@ 19.7,46.3 Angle=270 Load Case:15 User Modified:Yes 22 PLF at-3.5 to 22 @ 5.1[y 46.3][100%] 750.00 Lbs.@ 25.7,46.3 Angle=270 Repetitive Factors Used:No 22 PLF C 5.1 to 22 @ 15.1[y=46.31100%] Brg.#1 Vert.R= 1614.3#Hor.R= -0.0# 11 PLF @-3.5 to 11 6 5.1]y--46.3][ 0%] 22 PLF @ 15.1 to 22 C'25.9[y--46.3][100%] Brg.#2 Vert.R= 2595.6#Hor.R= -0.0# 11 PLF @ 5.1 to 11 @ 15.1[y=46.31 0%] 22 PLF @ 25.9 to 22 @ 29.0[y--46.3][100%] _ ------------------------------ 11 PLF @ 15.1 to 11 @ 25.9[y=46.3J[ 0%J 18 PLF @ 0.0 to 18 @ 14.0(y-35.8][ 0%] [MWFRS-M.UPLIFT.LD][OC 24.00][DF 1.60][NM 2] 11 PLF @ 25.9 to 11 @ 29.0(y--46.31 0%] "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components ofOregon,Ina "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care In fabricating,handling,shipping,installin and bracing. Refer to and follow the latest edition of[SCSI(Buildin Comeres OR 97113 Component Safety Information,by TPI one SBCA)fi safety practices l'!or to pertaining these functions. Installs shall provide to pore (803)357.2118 bracingper BCSI.Unless noted otherwise,topchord shall have ro rl attached structeral sheathingand bottom ord,shall haysLa p y ` attachd rigid ceiling.Locations shown for pemanent lateral restrrainnt or webs shall have bracing installed per BCS sections B3,B7 Sr BIO, /a'1 as applicable. Apply plates to each face of tru. s and position as shown above and on a oln etails, unless noted otherwise. Refer to A LP I N E drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin CC ponents Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIII-PII, or for handling, shipping installation,and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing thisdrawing indicates acceptance of professions!engm� eenng respnsbility solelylor the design shown.The suitabili y and use of this North Building,61h Floor drawing or any structure is the responsibility of the Building'esigner per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340770 HIPM Ply: 2 Job Number: 0722001 Cust R7175 JRet1%L171750002 T82 FROM:MG Oly: 1 Tigard Senior Housing DnwNo: Page 5 of 6 Truss Label: BGR9 ... I ... 11/28/2022 0.25 12 -3 =3X5 =6X8 1 C14 =3X5 3F5 4G H12 A BT1 E U (a) II 0 B=I R Q P O N M 1=L K 1113X5 =6X8 =3X10 =3X5 =4X5 B2 =5X12 1111.5X4 =H0508 =4X5 18 PLF @ 14.0 to 18 @ 29.0[y=35.81( 0%] Load Case:13 User Modified:Yes 2 PLF t-3.5 to 2 i 0.0[y=35.8]1 0%] Brg.#1 Vert.R= 965.9#Hor.R= -0.0# Repetitive Factors Used:No -24 PLF @-3.5 to -24 i 5.1[y-46.31[100%] Brg.#2 Vert.R= 999.5#Hor.R= -0.0# -24 PLF @-3.5 to -24 @ 5.1[y=46.3][100%] -24 PLF @ 5.1 to -24 @ 15.1[y=46.3][100%) --------------------------------- -- 11 PLF @-3.5 to 11 @ 5.1[tr-46.311 0%] -24 PLF @ 15.1 to -24 @ 25.9[y=46.31[100%1 ]WS11[OC 24.00][DF 1.60][NM 2] -24 PLF @ 5.1 to -24 @ 15.1[y==46.3][100%] -24 PLF @ 25.9 to -24 @ 29.0[y=46.3][100%] Load Case:4 User Modified:Yes 11 PLF @ 5.1 to 11 @ 15.1[y-46.3]1 0%] 24 PLF @-3.5 to 24 @ 29.0]y=46.3][100%) Repetitive Factors Used:No -24 PLF @ 15.1 to -24 @ 25.9[y=46.3](100%] 9 PLF @ 0.0 to 9 @ 14.0[y=35.811 0%] 22 PLF @-3.5 to 22 @ 5.1[y=46.3]1 0%] 11 PLF @ 15.1 to 11 @ 25.9[y=46.31 0%] 9 PLF @ 14.0 to 9 @ 29.0[y=35.8][ 0%] 22 PLF @ 5.1 to 22 @ 15.1[y--46.3][ 0%] -24 PLF @ 25.9 to -24n 29.0[y=46.3][100%] -116.06 Lbs.@ 8.8,35.8 Angle=270 22 PLF @ 15.1 to 22 @ 25.9[y--46.3]1 0%] 11 PLF @ 25.9 to 11 @ 29.0[y--46.31[ 0%] -281.07 Lbs.@ 18.1,35.8 Angle=270 22 PLF @ 25.9 to 22 @ 29.0[y--46.3]1 0%] 9 PLF 0.0 to 9 @ 14.0[y=35.8]1 0%] -163.48 Lbs.@ 19.7,35.8 Angle=270 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 9 PLF @ 14.0 to 9 @ 29.0[y=35.8][ 0%] 98.59 Lbs. 8.8,35.8 Angle=270 50 PLF @-3.5 to 50 @ 5.1[y-46.3)1100%] -14.67 Lbs.@ 8.8,35.8 Angle=270 238.77 Lbs.@ 18.1,35.8 Angle=270 50 PLF @ 5.1 to 50 @ 15.1[y==46.3][100%] -312.43 Lbs.@ 18.1,35.8 Angle=270 138.88 Lbs.@ 19.7,35.8 Angle=270 50 PLF @ 15.1 to 50 C 25.9[y--46.3][100%] -24.25 Lbs.@ 19.7,35.8 Angle=270 382.50 Lbs.@ 19.7,46.3 Angle=270 50 PLF @ 25.9 to 50 @ 29.0[y--46.3][100%] 382.50 Lbs.@ 19.7,46.3 Angle=270 382.50 Lbs.@ 25.7,46.3 Angle=270 -50 PLF @-3.5 to -50 @ 29.0[y=46.311100%] 382.50 Lbs.@ 25.7,46.3 Angle=270 624.36 Lbs.@ 18.6,46.3 Angle=270 18 PLF @ 0.0 to 18 @ 14.0[y=35.8]1 0%] Brg.#1 Vert.R= -110.8#Hor.R= -0.0# 384.22 Lbs.@ 18.6,43.1 Angle= 1 18 PLF @ 14.0 to 18 @ 29.0[y=35.81 0%] Brg.#2 Vert.R= 375.1#Hor.R= -0.0# Brg.#1 Vert.R= 511.3#Hor.R= -384.1# 241.65 Lbs.@ 8.8,35.8 Angle=270 --------------------------- -------- Brg.#2 Ver1.R= 1423.8#Hor.R= 0.0# 585.21 Lbs.@ 18.1,35.8 Angle=270 =-_-_-_'--_-_-_-`--------------------" 340.39 Lbs.@ 19.7,35.8 Angle=270 193.32 Lbs.@ 8.8,35.8 Angle=270 468.17 Lbs.@ 18.1,35.8 Angle=270 272.31 Lbs.@ 19.7,35.8 Angle=270 750.00 Lbs.@ 19.7,46.3 Angle=270 750.00 Lbs.@ 25.7,46.3 Angle=270 800.00 Lbs.@ 18.6,43.1 Angle= 1 1300.00 Lbs.@ 18.6,46.3 Angle=270 Brg.#1 Vert.R= 1821.3#Hor.R= -799.8# Brg.#2 Vert.R= 4313.6#Hor.R= -0.0# - [WS2][OC 24.00][DF 1.60][NM 2] Load Case:5 User Modified:Yes Repetitive Factors Used:No 22 PLF @.3.5 to 22 @ 5.1[y=46.3][ 0%] 22 PLF @ 5.1 to 22 @ 15.1[y--46.311 0%] 22 PLF @ 15.1 to 22 @ 25.9[y--46.31( 0%] 22 PLF @ 25.9 to 22 @ 29.0[y=46.3]( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8]1 0%] 50 PLF @-3.5 to 50 @ 5.1[y--46.3][100%] 50 PLF @ 5.1 to 50 @ 15.1[y--46.3][100%] 50 PLF C 15.1 to 50 @ 25.9[y--46.31[100%] 50 PLF @ 25.9 to 50 29.0[y--46.3][100%] -50 PLF @-3.5 to -50 @ 29.0[y 46.3][700%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] 18 PLF •i 14.0 to 18 @ 29.0[y=35.8]1 0%] 241.65 Lbs.@ 8.8,35.8 Angle=270 "WARNING•• READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Cwnponenle of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling,shipping,inetallingdand bracing., Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI n0 SBCA)fa safety practices or to performing thesa functions. Installers shall provide to porary 15031357.2118 bracingper BCSI..Unless noted otherwise,topchord shall have ro rly attached structural sheathing and bogotRCnord shall have_a properly attachedrigid ceiling.Locations shown for pemanent lateral restrainnt of webs shall have bracing installed per BCSI sections 83,B7 or B10, as applicable. Appl plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for sandard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW BuildinQComponflnts Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIII PI 1, or for handling, shipping, installation,and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of prof ssional enguneenng responsibility sot IyTor the design shown.The suitability and use o is North au,Floor drawing for any structure is the responsibility of the Building-Designer per ANSUf I 1 Sec.2. Glenview,orth Building,g 4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org SEON:340770 HIPM Ply: 2 Job Number. 0722001 Cast:R7175 JRel:1X1171750002 T82 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 8 ore Truss Label: BGR9 ... / ... 11/28/2022 0.25 12 0 = 5 _ -12X14 6X8 _goy 3E3 F5 -4X5 w4X12 1114X5 w3X5 A g Ti C ���Ia � LJ (a) W'L III 3 1.1 R 0 5X X2 �L K 11X =6X 310 35 =45 -5X12 1111.5X 4 {008 B -4X5 585.21 Lbs.@ 18.1,35.8 Angle=270 340.39 Lbs.@ 19.7,35.8 Angle=270 193.32 Lbs.@ 8.8,35.8 Angle=270 468.17 Lbs.@ 18.1,35.8 Angle=270 272.31 Lbs.© 19.7,35.8 Angle=270 750.00 Lbs.@ 19.7,46.3 Angle=270 750.00 Lbs.@ 25.7,46.3 Angle=270 -1300.00 Lbs.© 18.6,46.3 Angle=270 -800.00 Lbs.@ 18.6,43.1 Angle= 1 Brg.#1 Vert.R= 1231.4#Hor.R= 799.8# Brg.#2 Vert.R= 2336.8#Hor.R= -0.D# "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,handling shipping installing and bracing. Refer to and follow the latest edition of BCSI(Building ComeOas OR 97113 Coin nent Safety Information,byTPI and SBCA)fSi safety practices rior to performing these functions. Installs shall provide temporary (sss1357.211e bracing per BCSI.Unless noted therwise,top chord shall have properly attached structu%al sheathingand bo8o chord shall haY a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,9@7 or B10, as applicable. Appl labs to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard ate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be responsiblle.for any deviation from this drawing,any failure to build the truss in conformance with ANSI7fPI 1, or[or handlingg shipping,_installation an bracing of trusses. A seal or,.lhis drawing or cover page 155 Harlem listing this drawing,indicates acceptance or. p essio al engmeenng responsi�bpih�'t�yr solel'for the design shown. he suitability and use of this 15 North Building,AveA,a Floor drawing for any structure is the responsibility of the Building-Designer per ANSIlTPI 1 Saa2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.oro:AW C:awc.orp Glenview,IL 80025 SEON:304591 1 HIPM Pt-. 2 Job Number: 0722001 Cust:R 7175 JRef:1XL171750002 T4 FROM:MG City: 2 Tigard Senior Housing DrwNo: 332.22.0740.11233 Page 1 of 4 Truss Label: BGR10 BFR I RTT 11/28/2022 I S - 2 Complete Trusses Required 5'11"4 10'6'8 in. 11' '9 '11"14 5'11'4 4'7"4 I 1 5'1'8 I 1T 2'3'41 20 "8 25'9'4 28 2'10"4�I 4'11'12 I- 3'2'10 0.25 12 v w4X5 w5X7 T7 w10X12 w3X5 w.3F =3X5 w5H 1111,5X4 w 3X5 D iv- R'l 0 P 0 N M IdkIL K 1113X5 w4X8 =3X5 w 5X5=3X5 w3X5 w3X12 III1.5X4 1 25'11' 1 3'0"14-H 1-3'6" I 5'1' 5'2' 3'9" I 1'4'$ 5'1'8 I 5'3"4 3'2'10 5'1" 10'3" 14' 15'4'8 20'6" 25'9'4 28'1114 Loading Critelli(psf) Wind Criteria Snow Criteria (Pg,PI In PSF) Defl/CSI Criteria •Maximum Reactions(lbs) TCLL: 25.00 Wind SW: ASCE 7-16 Pg:10.0 Cl:1.0 CAT:II PP Deflection in loc Udefl U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt:11.0(specified) Ce:1.0 VERT(LL): 0.277 E 999 360 Loc R+ /R- /Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.496 E 623 240 R 2112 /- I- I- /91 /- BCDL: 9.00 Risk Category;II Snow Duration:1.15 HOR2(LL): 0.036 C - - L 2332 I- l- I- /51 /- Des Ld: 45.00 EXP:B Kzt:NA HORZ(TL): 0.064 C - - Wind reactions based on MWFRS Mean Height:42.81 ft NCBCLL: 0.00 TCDL:6.0 psf Building Code: Creep Factor:2.0 R Brg Wid=5.5 Min Req= 1.7(Truss) Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.755 L Brg Wid=5.5 Min Req= 1.5(Truss) Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 WI SW: 2014 Max BC CSI: 0.682 Bearings R&L are a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.882 Members not listed have forces less than 375# L .from endwall:AnyFTIRT:4(D�4(0) Maximum Top Chord Forces Per Ply(iba) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.02.0013.1108.20 B-C 31 -2318 E-F 63 -3239 Lumber C-D 61 -3249 F-G 42 -2106 D-E 60-3276 G-H 42 -2106 Top chord 2x4 HF#2 T1 2x10 DF-L#2; Sot chord 2x6 HF#2 Maximum Bot Chord Forces Per Ply(lbw) Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Chords Tens.Comp. Chords Tens. Comp. Magnets 0-P 2307 -30 N-M 3192 -65 Nail Schedule:0.120"x3",min.nails P-0 3280 -63 M-L 2000 -42 Top Chord:1 Row (§12.00"o.c. O-N 3280 -63 Bot Chord:1 Row i 9.75"o.c. Webs :1 Row @ 4"o.c. Use equal spacing between rows and stagger nails Maximum Web Forces Per Ply(lbs) in each row to avoid splitting. Webs Tens.Comp. Webs Tens. Comp. Special Loads B-R 56-1042 F-M 24 -1183 --(Lumber Dur.Fac.=1.15/Plate Dur.Fac=1.15) B-0 2380 -32 M•H 644 0 TC:From 72 pit at -3.50 to 72 elfat 5.94 C-P 1016 •32 H-L 47 -2150 TC:From 36 pH at 5.94 to 36 p11 at 28.99 BC:From 4 elf a1 -3.50 to 4 plf at 0.00 BC:From 18 pit al 0.00 to 18 p0 at 5.95 Q PRO BC: 494 lb ConBC:From 9c.Load 5.95 to 9 pit al 28.99 '`�R� FF`S'S'j 160,18 Do 2Conc. 00 22.E 24.080,26.00, g�00,14.00 �C.9 8G 9N EFL O� Pudins In lieu of structural panels use purlins to brace afl flat TC@24"oc. Wind OREGON Wind loads and reactions based on MWFRS. �(� �Lt'14,2o00' <e End verticals not exposed to wind pressure. ‘ sell Sel( Tail Right cantilever Is exposed to wind Renewal 6130/2024 11/28/2022 "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Thus Components of Oregon.ins, 'IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.sox 48e Trusses reauJre extreme care in fabricating,handling shipping,installing.and bracing. Refer to and follow the latest edition of!CSI(Building Cornelius OR 97113 Component safety Information,by TPI and SRCA)fbr safelypractices prior to performing these functions. Installers shall�pfpvide terhpora (503)357-2118 bracingper BCSI.Unless npted olherwise,top chord shall have properlyattached structural sheathing and bottom hord shall haw a propei{y attachd rigid ceiling Locations shown for permanent lateral resraint o,webs shall have bracing installed per BCSI sections B3,B7 or B10, �� as applicable. Apply plates to each face oT buss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z er standard ate positions.Refer to job's General Notes page for additional information. Alpine.a division of ITW Building_Components Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the "xm„rowx„, truss in conformance with ANSI/TPI 1, or for handling, shipping installation,and bracing of trusses. A seal on this drawing or cover page 155 Harem Ave listing this drawing,indicates acceptance of prof ssnonal en line@iina respopnsibilit(y�solelylor the design shown.The suitability and use of this drawing for any sfructure is the responsibility of the Building ieslgner per ANSI/TPI 1 Sec.2. North Building,4th Floor For more Information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AW C:awc.org Glenview,IL 60025 SEQN:304591 HIPM Ply: 2 Job Number. 0722001 Cult:R 7175 JRef:1XL171750002 74 1 FROM:MG Qty: 2 Tigard Senior Housing DrwNo: Page 2 of 4 Truss Label: BGR10 ... / ... 11/28/2022 0.25 12 =4X5 =5X7 T1 =10X12CD =3X5 =3X5 =3X5 =5X5 1111.5X4 =3X5 n :1111 Q P 0 N L 1113X3X5 684X8 683X5 =5X5=3X5 =3X5 =3X12 1111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 2.77 -0.47 - 0.088 0.089 1 2x10 DF-L#2 42.01" Plywd B - C 31.20 -2317.84 0.012 0.096 0.108 1 2x10 DF-L#2 61.56" Plywd C - D 61.29 -3248.78 0.128 0.492 0.620 1 2x4 HF#2 65.14" Plywd D - E 60.20 -3276.30 0.466 0.289 0.755 1 2x4 HF#2 65.14" Purl 24 E - F 83.32 -3238.87 0.306 0.266 0.572 1 2x4 HF#2 61.50" Purl 24 F - G 41.90 -2105.65 0.127 0.116 0.244 1 2x4 HF#2 61.50" Purl 24 G - H 41.90 -2105.65 0.127 0.123 0.250 1 2x4 HF#2 61.50" Pud 24 H - I 78.11 -1.85 0.012 0.121 0.134 1 2x4 HF#2 59.75" Purl 24 I - J 78.11 -1.85 0.012 0.141 0.153 1 2x4 HF#2 38.62" Purl 24 R - Q 9.97 -0.00 0.001 0.058 0.059 4 2x6 HF#2 61.50" Diaph Q • P 2307.38 -30.13 0.355 0237 0.593 1 2x6 HF#2 61.50" Diaph P - 0 3279.72 -62.96 0.504 0.178 0.662 1 2x6 HF#2 61.50" Diaph O - N 3279.72 -62.96 0.504 0.153 0.658 1 2x6 HF#2 61.50' Diaph N - M 3191.60 -64.67 0.490 0.191 0.680 1 2x6 HF#2 61.50" Diaph M - L 2000.16 -42.04 0.304 0.183 0.487 1 2x6 HF#2 63.25" Diaph L - K 0.58 -1.08 - 0.197 0.197 1 2x6 HF#2 38.83" Diaph B - R 55.57 -1041.93 0.043 0.034 0.077 1 2x4 HFStand+HFStud 9.32" - B - Q 2379.86 -31.54 0.499 - 0.499 1 2x4 HF#2 58.29" - C - Q 28.77 -309.90 0.064 - 0.064 1 2x4 HFStand+HFStud 16.35" - C - P 1015.62 -31.52 0.514 - 0.514 1 2x4 HFStand+HFStud 60.26" - P - E 37.10 -101.63 0.021 - 0.021 2 2x4 HFStand+HFStud 16.48" - E - N 14.12 -50.75 0.021 - 0.021 1 2x4 HFStand+HFStud 60.30" - N - F 289.83 -0.00 0.148 - 0.148 1 2x4 HFStand+HFStud 16.48" - F - M 24.21 -1163.17 0.477 - 0.477 1 2x4 HFStand+HFStud 60.30" - M - H 643.88 -0.00 0.328 - 0.328 1 2x4 HFStand+HFStud 16.48" - H - L 46.52 -2149.98 0.882 - 0.882 1 2x4 HFStand+HFStud 60.30" - I - L 14.76 -107.77 0.022 - 0.022 2 2x4 HFStand+HFStud 16.48" - L - J 2.17 -89.05 0.025 - 0.025 4 2x4 HFStand+HFStud 37.22' - J - K 25.86 -3.77 0.010 0.007 0.018 5 2x4 HFStand+HFStud 16.48" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) de6X(L) deflX(T) A -3.50' 42.32' -0.11" U398 -0.27" U154 0.00" 0.00" B 0.00' 42.40' 5X7 0.96 0.96 N 0.00" U999 0.00" U999 0.03" 0.06' C 5.13' 42.62' 10X12 0.96 0.72 N 0.17" U999 0.43" U714 0.04" 0.06" D 5.94' 42.76' 4X5 0.96 0.92 N 0.16" U999 0.41" U748 0.03" 0.06" E 10.54' 42.76' 3X5 0.96 0.44 N 0.28" U999 0.72" U430 0.02" 0.03" F 15.6T 42.76' 3X5 0.96 0.73 N 0.2T 1/999 0.70" U443 0.00" 0.00" G 17.94' 42.76' 3X5 0.96 0.39 N H 20.79' 42.76' 5X5 0.96 0.93 N 0.17' 1/999 0.43" U722 -0.01" 0.02" I 25.77' 42.76' 1.5X4 0.96 0.53 N 0.00" L/999 0.00" U999 -0.01" 0.02" J 28.99' 42.76' 3X5 0.96 0.53 N -0.08" U470 -0.21" L/180 -0.01" 0.02" K 28.99' 41.01' 1.5X4 0.96 0.80 N -0.08" U470 -0.21" 1J180 0.03" 0.06" L 25.7T 41.01' 3X12 0.96 0.78 N 0.00" U999 0.00" 11999 0.03" 0.06" "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing andbracing. Refer to end follow the latest edition of SCSI(Building Cornelius OR 97113 ComponentSafety Information,by TPI an SBCA)for safety practices or to performing these unctions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall haYQ8 prgpefly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63 87 or 610, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Building.Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the trues in conformance with ANSII P! 1, or Hallam Ave for handling. shipping.,installation and bracing of trusses. A seal on this drawing or cover page listing this drawing,indicates acceptance p professional en[Lmeenng responsibility solelylor the design shown.The suitability and use of this 155 155 drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.corn;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:304591 HIPM Ply. 2 Job Number: 0722001 Gust R 7175 JRef:1XL171750002 T4 FROM:MG Oty: 2 Tigard Senior Housing 01wNo: Page 3 of 4 Truss Label: BGR10 ... / ... 11/28/2022 0.25 12 =4X5 .5X7 T1 =10X12D 3X5= =3X5 3X5= =5XX5 1111.5X4 =3X5 A B �` 4`\` 11 HI el D P O N M ,IL X 1113X5 =4X8 =3X5 =5X5=3X5 =3X5 =3X12 1111.5X4 M 20.50' 41.01' 3X5 0.96 0.83 N 0.17" L/999 0.45" U890 0.03" 0.05" N 15.38' 41.01' 3X5 0.96 0.48 N 0.2T U999 0.71" U438 0.02" 0.03" O 14.00' 41.01' 5X5 0.96 0.73 N P 10.25' 41.01' 3X5 0.96 0.86 N 0.28" U999 0.71" U433 0.00" 0.01" Q 5.13' 41.01' 4X8 0.96 0.87 N 0.17" L/999 0.43" 1/716 0.00" 0.00" R 0.00' 41.01' 3X5 0.96 0.83 N 0.00" U999 0.00" L1999 0.00" 0.00" Loads using option:User Modified Load Cases (STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 2] [Partial Unbal.Lt][OC 24.00][DF 1.25][NM 2] [Partial Unbal.Rt](OC 24.00)[DF 1.25][NM 2] Load Case:1 User Modified:No Load Case:4 User Modified:No Load Case:5 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=45.9][ 0%] 22 PLF©-3.5 to 22 @ 5.1[y=45.9][ 0%] 22 PLF @-3.5 to 22 @ 5.1[y=45.9][ 0%] 22 PLF @ 5.1 to 22 @ 5.9[y=45.9)( 0%] 22 PLF ll 5.1 to 22 @ 5.9(y=45.91 0%] 22 PLF @ 5.1 to 22© 5.9[y=45.9]1 0%] 11 PLF @ 5.9 to 11 @ 29.0[y=45.9][ 0%] 11 PLF @ 5.9 to 11 @ 29.0[y-45.911 0%] 11 PLF 5.9 to 11 @ 29.0[y 45.9][ 0%] 4 PLF @-3.5 to 4 @ 0.0(y=35.8][ 0%] 4 PLF @-3.5 to 4 co 0.0(y=35.8)( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.81 0%] 50 PLF @-3.5 to 50 @ 5.1[y--45.9][100%) 25 PLF @ 25.7 to 25 @ 29.0[y=45.9](100%] 50 PLF Ci-3.5 to 50 @ 5.1[y=45.9][100%] 50 PLF @ 5.1 to 50 @ 5.9[y=45.9][100%] 18 PLF @ 0.0 to 18 @ 5.9[y=35.8]( 0%] 50 PLF m 5.1 to 50© 5.9[y=45.9][100%] 25 PLF @ 5.9 to 25 @ 29.0[y=45.9][100%) 9 PLF @ 14.0 to 9 @ 29.0[y=35.8][ 0%] 25 PLF @ 5.9 to 25 @ 25.7[y=45.9][1 D0%] 18 PLF @ 0.0 to 18 @ 5.9[y=35.8]( 0%] 9 PLF @ 5.9 to 9 @ 14.0[y=35.8][ 0%] 18 PLF @ 0.0 to 18 @ 5.9(y=35.8][ 0%] 9 PLF @ 14.0 to 9 @ 29.0[y=35.6)( 0%] 274.50 Lbs.@ 5.9,35.8 Angle=270 9 PLF @ 14.0 to 9 @ 29.0[y=35.8][ 0%] 9 PLF @ 5.9 to 9(4214.0[y=35.8][ 0%] 106.38 Lbs.@ 8.0,35.8 Angle=270 9 PLF @ 5.9 to 9 @ 14.0[y=35.8)[ 0%] 274.50 Lbs.@ 5.9,35.8 Angle=270 106.38 Lbs.@ 10.0,35.8 Angle=270 274.50 Lbs.@ 5.9,35.8 Angle=270 106.38 Lbs.@ 8.0,35.8 Angle=270 106.38 Lbs.@ 12.0,35.8 Angle=270 106.38 Lbs.© 8.0,35.8 Angle=270 106.38 Lbs.@ 10.0,35.8 Angle=270 106.38 Lbs.@ 14.0,35.8 Angle=270 106.38 Lbs.@ 10.0,35.8 Angle=270 106.38 Lbs.@ 12.0,35.8 Angle=270 106.38 Lbs.@ 16.0,35.8 Angle=270 106.38 Lbs.@ 12.0,35.8 Angle=270 106.38 Lbs.@ 14.0.35.8 Angle=270 106.38 Lbs.@ 18.0,35.8 Angle=270 106.38 Lbs.@ 14.0,35.8 Angle=270 106.38 Lbs.@ 16.0,35.8 Angle=270 106.38 Lbs.@ 20.0,35.8 Angle=270 106.38 Lbs.© 16.0,35.8 Angle=270 106.38 Lbs.@ 18.0,35.8 Angle=270 106.38 Lbs.@ 22.0,35.8 Angle=270 106.38 Lbs.@ 18.0,35.8 Angle=270 106.38 Lbs.@ 20.0,35.8 Angle=270 106.38 Lbs.@ 24.0,35.8 Angle=270 106.38 Lbs.@ 20.0,35.8 Angle=270 106.38 Lbs.@ 22.0,35.8 Angle=270 106.38 Lbs.@ 26.0,35.8 Angle=270 106.38 Lbs.@ 22.0,35.8 Angle=270 106.38 Lbs.@ 24.0,35.8 Angle=270 106.38 Lbs.@ 28.0,35.8 Angle=270 106.38 Lbs.CO 24.0,35.8 Angle=270 106.38 Lbs.@ 26.0,35.8 Angle=270 219.60 Lbs.@ 5.9,35.8 Angle=270 106.38 Lbs.@ 26.0,35.8 Angle=270 106.38 Lbs.@ 28.0,35.8 Angle=270 85.10 Lbs.@ 8.0,35.8 Angle=270 106.38 Lbs.@ 28.0,35.8 Angle=270 219.60 Lbs.@ 5.9,35.8 Angle=270 85.10 Lbs.@ 10.0,35.8 Angle=270 219.60 Lbs.@ 5.9,35.8 Angle=270 85.10 Lbs.@ 8.0,35.8 Angle=270 85.10 Lbs.@ 12.0,35.8 Angle=270 85.10 Lbs.@ 8.0,35.8 Angle=270 85.10 Lbs.@ 10.0,35.8 Angle=270 85.10 Lbs.@ 14.0,35.8 Angle=270 85.10 Lbs.@ 10.0,35.8 Angle=270 85.10 Lbs.@ 12.0,35.8 Angle=270 85.10 Lbs.at 16.0,35.8 Angle=270 85.10 Lbs.@ 12.0,35.8 Angle=270 85.10 Lbs.@ 14.0.35.8 Angle=270 85.10 Lbs.@ 18.0,35.8 Angle=270 85.10 Lbs.@ 14.0,35.8 Angle=27D 85.10 Lbs.@ 16.0,35.8 Angle=270 85.10 Lbs.@ 20.0,35.8 Angle=270 85.10 Lbs.@ 16.0,35.8 Angle=270 85.10 Lbs.@ 18.0.35.8 Angle=270 85.10 Lbs.@ 22.0,35.8 Angle=270 85.10 Lbs.@ 18.0,35.8 Angle=270 85.10 Lbs.@ 20.0,35.8 Angle=270 85.10 Lbs.@ 24.0,35.8 Angle=270 85.10 Lbs.@ 20.0,35.8 Angle=270 85.10 Lbs.@ 22.0,35.8 Angle=270 85.10 Lbs.@ 26.0,35.8 Angle=270 85.10 Lbs.@ 22.0,35.8 Angle=270 85.10 Lbs.@ 24.0,35.8 Angle=270 85.10 Lbs.@ 28.0,35.8 Angle=270 85.10 Lbs.@ 24.0,35.8 Angle=270 85.10 Lbs.@ 26.0,35.8 Angle=270 Brg.#1 Vert.R= 1466.3#Hor.R= -0.0# 85.10 Lbs.@ 28.0,35.8 Angle=270 85.10 Lbs.@ 28.0,35.8 Angle=270 Brg.#2 Vert.R= 2006.4#Hor.R= -0.0# 85.10 Lbs.@ 28.0,35.8 Angle=270 Brg.#1 Vert.R= 2106.6#Hor.R= -0.04t _-_-_-_-_-_-_-_-_-_-_-_-__-_-_-_-_-_-_-_-_-_-= Brg.#1 Vert.R= 2111.8#Hor.R= -0.0# Brg.#2 Vert.R= 2331.7#Hor.R= -0.0# Brg.#2 Vert.R= 2244.1#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues components of Oregon,inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating handling,shipping,inytalling and bracing Refer to and follow the latest edition of BCSI(Building Comsifus OR 97113 Component Safety Information,by TPI and SBCA)Tor safety practices prior to pe o ing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted Otherwise,top chord shall have properly attached structural sheathing and bottom chord,shall hay,Qa properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sectns 83,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITVy Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSII PI 1, or for handling, shipping,,installation and bracing of trusses. A seal onthis drawing or cover page 155 Harlem Ave listing thisdrawing,indicates acceptanceof professional engqmeenng responsibility solelyfor the design shown.The suitabili and use o is North Building.4th Floor drawing any structure is the responsWty of the Building-Designer per ANSIITPI 1 Sec.2. g• For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 • • SEQN:304591 HIPM Ply. 2 Job Number: 0722001 Gust:R 7175 JRef:1XL171750002 T4 FROM:MG Oty: 2 Tigard Senior Housing DrwNo: Page 4 of 4 Truss Label: BGR10 ... I ... 11/26/2022 0.25 12 =4X5 5X7 w10X12D =3X5 =3X5 =3X5 =5X5 1111.5X4 =3X5 A Q P 0 N M L K 1113X5 =4X6 =3X5 =5X5=3X5 =3X5 =3X12 1111.5X4 • • (Roof Snow Load][OC 24.00][DF 1.15][NM 2] Load Case:2 User Modified:No Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 5.1[y--45.9][ 0%] 22 PLF @ 5.1 to 22 @ 5.9 ly=45.9][ 0%] 22 PLF @ 5.9 to 22 @ 29.0[y=45.91[ 0%1 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 22 PLF @-3.5 to 22 @ 5.1[y--45.9][100%] 22 PLF @ 5.1 to 22 @ 5.9[y-45.9][100%] 22 PLF n 5.9 to 22 @ 29.0[y'-45.9](100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] 18 PLF C 14.0 to 18 @ 29.0(y=35.81 0%] Brg.#1 Vert.R= 965.9#Hor.R= -0.0# Brg.#2 Vert.R= 999.6#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss components or Oregon,Inc. ""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bos468 Trusses require extreme care in fabricating,handling shipping inslalling,and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)for safely practices prior to performing these functions. Installers shall provide temporary (503)357.2118 bracing u r BCSI.Unless noted otherwise,top chord shall have roped attached structural sheathingand botto chord shall have a properly attached n id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,137 or B10, as applicable. Apply Plates to each face of rtru s and position as shown above and on the Joint-Details., unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Builddi�n9g_�Cpomponents Group Inc.shall not.be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSIIrPI 1, or for handling, shipping,,installation,and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional enaiineenng responsibility sol ly nor the design shown.The suitability and use or this North anent Ave drawing Floor drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Glenview,IL g,4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.orq;AWC:awc.org SEQN:304748 I HIPM Ply: 1 Job Number: 0722001 Cost:R7175 JRef:1XL171750002 T83 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: 332.22.0740.12015 Pape 1 of 5 Truss Label: BS BFR / RTT 11/28/2022 28'1194 2'8" I 5'1.10 1778 I 13'5"8 ) 15'8'_I 19'11.4 I 25'9"4 26'r5'14 et-6- I47 10 5'4"14 2'11 72 8 4'3'4 5'10" 8" 0 0.25 12 III4X5 =4X5 w4X5F for 5X IIl1.5X4J m4X12 w10X12 K T la T W2 `� (a) ��/ in iV in 1 � "�.. 9 1 Lall T S R Q P 0 M L w 5X7 =4X5 SS0514 m4X5 =5X10 III1.5X4 1 2511" A 3'094-I 3'8' 5'1.8 ) 5'1"8 I 711' .1 I 14.8 5'1"8 I 5'3'4 I I 72"8 II 5'1"8 10'3" 13'2" 15'4 8 20'8' 25'9"4 28'11'14 , 10" l�1'0�'2 '11'4l 2' 6"9"6 Loading Criteria(pet) Wind Criteria Snow Criteria (Pg,Pf in PSF) De1gCSI Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in lac L/defl Of Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.584 E 529 360 Loc R+ /R- I Rh /Rw I U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.682 E 453 240 U 1436 I- /1600 /624 /89 /712 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.142 M - - N 2780 /-1488 /- /676 /620 /- Des Ld: 45.00 EXP.B Kzt. HORZ(TL): 0.166 M - - Wind reactions based on MWFRS Mean Height:32.95 ft BuildingCode: Creep Factor;2.0 U Brg Wld=5.5 Min Req=2.4(Truss) NCBCLL:0.00 TCDL:6.0 pet N Brg Wid=5.5 Min Req=4.2(Truss) Soffit: 2.00 IBC 2018 Max TC CSI: 0.837 BCDL:4.2 psi TPI Std: 2014 Max BC CSI: 0.802 Bearings U&N are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:ha to h Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fec:Varies by Ld Case Max Web CSI: 0.799 Maximum Top Chord Forces Per Ply fibs) Loc.from endwall Any FT/RT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,1855 VIEW Ver:21.02.00B.1108.20 B-C 411 -2715 G-H 623 -2522 C-D 126-4438 H-I 1319 -1223 Lumber D-E 2675-5817 I-J 1319 -1223 Top chord 2x4 DF-L 2400f-2.OE T1 2x10 DF-L#2; E-F 2005-4991 J-K 895 -818 Bot chord 2x4 HF#1&Bet. F-G 623-2523 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Bracing Maximum Bet Chord Forces Per Ply(lb.) (a)Continuous lateral restraint equally spaced on Chords Tens.Comp. Chords Tens. Comp. member. U-T 1610-1595 O-P 6695 -3567 T-S 4368-2009 P-O 5646 -2702 S-R 6103-2918 O-N 3174 -1361 Plating Notes R-O 6695-3567 All plates are 3X5 except as noted. Maximum Web Forces Per Ply(lb.) Purlins Webs Tens.Comp. Webs Tens. Comp. In lieu of structural panels use pudins to brace all flat TC CO24"oc. B-U 232-1391 E-P 1195 -1401 B-T 2869 -431 P-F 1084 -790 Wind Ep PROF C-T 223 -690 F-O 1586 -2720 Wind loads based on MW FRS with additional C&C ,c�GR FSS C-S 1752 -901 0-H 1154 -519 member design. .. G 1 N F i0 S-D 361 -479 H-N 1011 -3086 End verticals not exposed to wind pressure. w0 !G� �� 9 R-E 668 _370 N-J 1448 -1482 8329aPE Right cantilever is exposed to wind Ce /r Additional Notes Negative reaction(s)of-1488#MAX.from a non-wind load case requires uplift connection.See Maximum \\.........TEGON) Reactions. 13 The maximum horizontal reaction is 1600# ` 14,20GSs Ta Renewal 6(3012024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss components of Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracjn Refer to and follow the latest edition of BCSI(Building Comeius OR 97113 Component Safety Information,byTPI and SBCA)ta safety practices prior to performing these functions. Installs shell provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have roper) attached structural sheathing and bottom chord shall haves pr perry attached rigid ceiling.Locations shown for'permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,97 or B10 as applicabl Apply plates to each face Of truss and position as shown above and on the JoinnDetails, unless noted otherwise. Defer to' ALPINE' drawings 160A-Z ter standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building_g Components Group Inc.shall not be responsible for any deviation from this drawing,any.failure to build the sxmv r�wa"». truss in conformance with ANSI/TPI 1, or for handling, shipping, Installation,and bracing of trusses. A seal on this drawing or cover papa 155 Harlem listingthis drawing,indicates acceptance of professional en neenn resoonsibility solely nor the design shown.The suitabili and use of this North Building,AveA,4th Floor drawng for any sucture is the responsibility of the Building-DDesigner per ANSI/I-PI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:304748 / HIPM Ply: 1 Job Number: 0722901 Cast:R 7175 JRef:1XL171750002 763 FROM:MG Oty: 1 Tigard Senior Housing DnvNo: 332.22.0740.12015 Page 2 of 5 Truss Label: BS BFR I RTT 11/26/2022 Special loads —(Lumber Our.Fac.=1.601 Plate Dur.Fac.1.60) TC:From 22 plf at -3.50 to 22 plf at 28.99 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 plf at 0.00 to 18 pa at 28.99 TC:1300 lb Conc.Load at 13.31,26.64 PL- 800 lb Conc.Load at(13.31,33.0211.2 deg] PL- 800 lb Conc.Load at(26.64,33.161360.0 deg] Special loads —(Lumber Dur.Fac.=1.60 I Plate Dur.Fac.=1.60) TC:From 22 plf at -3.50 to 22 plf at 28.99 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 plf at 0.00 to 18 plf at 28.99 TC:-1300 lb Conc.Load at 13.31,26.64 PL- -800 lb Conc.Load at(13.31,33.02)(1.2 deg] PL- -800 lb Conc.Load at(26.64,33.16)(360.0 deg] Special loads —(Lumber Dur.Fac.=1.60 I Plate Dur.Fac=1.60) TC:From 22 Of at -3.50 to 22 plf at 28.99 BC:From 4 p8 at -3.50 to 4 Of at 0.00 BC:From 18 pit at 0.00 to 18 plf at 28.99 TC:1300 lb Conc.Load at 13.31 TC:-1300 lb Conc.Load at 26.64 PL- 800 lb Conc.Load at(13.31,33.0211.2 deg] PL- 800 lb Conc.Load at(26.64,33.161360.0 deg] Spacial loads —(Lumber Dur.Fac.=1.601 Plate Dur.Fac=1.60) TC:From 22 plf at -3.50 to 22 Of at 28.99 BC:From 4 plf at 3.50 to 4 plf at 0.00 BC:From 18 pif at 0.00 to 18 plf at 28.99 TC:-1300 lb Conc.Load at 13.31 TC:1300 lb Conc.Load at 26.64 PL- -800 lb Conc.Load at(13.31,33.02)(1.2 deg] PL- -800 lb Conc.Load at(26.64,33.16)(360.0 deg] Special load cases occur non-concurrently and separate from the standard load case. €0 PROFESS O�5 0.‘GINFFS3 02 83294PE 9 .r� OREGON "t.lh id,20°� Q °sell Tan9t Renewal 6/30/2024 II/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "`IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.eon 48e Trusses require extreme care in fabricating,handling,shipping,in tallin and bracing.. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 U goppIn g $ (503)357-2118 Component Safety Information,by TPI and SBCA) r hall practices pylon to performing these e functsheathing an. Installers cs shalls provide temporary bracingtta per eil UnlessocnotedLio shown pep chordaner laterala haveproperly attachedes have bracing ing and bottomrBCSI se shall 3, ear fly attached rigid ceiling Locations t000 each fa for permanent positionrestraintshallinstalledsectionsplatesand as shownal above and on the n alinDemati unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to Job's General Notes page for additional information. Alpine,a division of ITW Buildin CCompon nth Group Inc.shall not be responsible for any deviation from this drawing,anyfailure to build the truss in conformance with ANSI/TPI 1, or titling shipping,.installation and bracing of trusses. A seal on this drawing or cover page Harlem Ave listing this drawing indicates acceptance of professiinal enaineenno responsibility solelyTor the design shown.The suitability and use o this 155th Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. g For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304748 HIPM Ply: 1 Job Number. 0722001 Cush R7175 JRef:1XL171750002 T83 FROM:MG City: 1 Tigard Senior Housing DrwNo: Page 3 of 5 Truss Label: BS ... / ... 11/28/2022 0.25 12 v III4X5 -4X12 w10X12 ,-----4X5w4XF5 �-5H5 1111.5X4J K A g T1 C o as w 1 W2 --.1111111111111111111 _ _ .�0PIPF_ a5X7 4X5= SS00514 P =4X5 =5X10 M II11.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.00 - 0.154 0.154 1 2x10 DF-1#2 42.01" Plywd B - C 411.32 -2774.98 0.012 0.155 0.167 1 2x10 DF-L#2 61.56" Plywd C - D 1268.73 -4438.31 0.088 0.224 0.312 1 2x4 DF-L 2400f-2.OE 65.02" Plywd D - E 2675.19 -5816.67 0.134 0.155 0.289 6 2x4 OF-L 2400f-2.OE 35.01" Plywd E - F 2004.94 -4990.71 0.124 0.064 0.188 7 2x4 DF-L 2400f-2.OE 26.50" Plywd F - G 623.48 -2522.83 0.546 0.291 0.837 6 2x4 DF-L 2400f-2.0E 61.55" Plywd G - H 622.74 -2521.56 0.041 0.123 0.184 1 2x4 DF-L 2400f-2.OE 61.55" Purl 24 H - I 1319.37 -1223.05 0.082 0.105 0.187 4 2x4 DF-L 2400f-2.0E 59.75" Purl 24 I - J 1319.37 -1223.05 0.082 0.107 0.189 4 2x4 DF-L 24001-2.0E 8.63" Purl 24 J - K 895.24 -817.60 0.055 0.080 0.136 4 2x4 DF-L 2400f-2.0E 30.00" Puri 24 U - T 1609.81 -1594.54 0.176 0.064 0.240 6 2x4 HF#1&Bet. 61.50" Diaph T - S 4368.00 -2009.19 0.478 0.083 0.561 6 2x4 HF#18Bet. 61.50" Diaph S - R 6102.78 -2918.28 0.668 0.074 0.743 6 2x4 HF#18Bet. 35.00" Diaph R - Cl 6694.95 -3566.75 0.733 0.069 0.802 6 2x4 HF#1&Bet. 26.50" Diaph O - P 6694.95 -3566.75 0.733 0.069 0.802 6 2x4 HF#18Bet. 26.50" Diaph P - 0 5646.38 -2701.97 0.618 0.096 0.714 6 2x4 HF#1&Bet. 61.50' Diaph O - N 3173.93 -1361.48 0.347 0.067 0.415 6 2x4 HF#18Bet. 63.25" Diaph N - M 25.45 -110.74 - 0.108 0.108 4 2x4 HF#1&Bet. 12.13" Diaph M - L 2.21 -1.42 - 0.036 0.036 6 2x4 HF#1&Bet. 26.50" Diaph B - U 231.66 -1391.15 0.076 0.063 0.140 1 2x4 HFStand+HFStud 11.32" - B - T 2889.22 -431.34 0.564 - 0.564 1 2x4 HF#2 58.62" - C - T 223.08 -690.47 0.134 - 0.134 1 2x4 HFStand+HFStud 18.35" - C - S 1752.48 -901.30 0.642 - 0.642 6 2x4 HEStand+HFStud 60.83" - S - D 360.60 -479.24 0.132 - 0.132 7 2x4 HFStand+HFStud 19.63" - D - R 668.50 -721.81 0.245 - 0.245 6 2x4 HFStand+HFStud 37.12' - R - E 462.71 -370.03 0.169 - 0.169 7 2x4 HFStand+HFStud 20.36' - E - P 1195.41 -1400.70 0.438 - 0.438 5 2x4 HFStand+HFStud 30.72' - P - F 1083.69 -790.29 0.397 - 0.397 4 2x4 HFStand+HFStud 20.92" - F - 0 1585.77 -2720.12 0.799 - 0.799 1 2x4 HFStand+HFStud 61.66' a 1x4 CLB O - H 1153.66 -518.86 0.423 - 0.423 4 2x4 HFStand+HFStud 21.98" - H - N 1010.64 -3095.76 0.638 - 0.638 4 2x4 HFStand+HFStud 62.03" a 1x4 CLB I - N 88.69 -361.31 0.078 - 0.078 1 2x4 HFStand+HFStud 21.98" - N - J 1447.95 -1482.32 0.530 - 0.530 6 2x4 HFStand+HFStud 2224" - J - M 77.57 -39.06 0.036 - 0.036 8 2x4 HFStand+HFStud 21.98" - M - K 35.05 -143.87 0.032 - 0.032 8 2x4 HFStand+HFStud 31.82" - K - L 36.75 -6.39 0.010 0.014 0.024 7 2x4 HFStand+HFStud 21.98" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A -3.50' 32.32' -0.22" U190 -0.29" U142 0.00" 0.00" B 0.00' 32.40' 4X72 0.96 0.99 N 0.00" 1/999 0.00" L/999 0.08" 0.10" C 5.13' 32.62' 10X12 0.96 0.87 N 0.34" L/902 0.46" U675 0.09" 0.11" D 10.54' 32.85' 3X5 0.96 0.48 N 0.56" U555 0.74" U415 0.08" 0.09" E 13.46' 32.92' 4X5 0.96 0.94 N 0.58" U529 0.78" L/396 0.06" 0.07" '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trust Components of Oregon,inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box tab Trusses require extreme care in fab satin h ndling,shi Ding installing.and bracing. Refer to and follow the latest edition of BCSI`Building Comsgus OR 97113 Componen[gg fety Information,by Tel ono SBCA)far sanely practices prior toperforining these functions. Installers shalllprovide temporar t51357.21/s bracing per BCSI.Unless noted Otherwise,top chord shall Ineve properly attac ed structural sheathin and bottom chord shall ha yea properly attached rigid ceilin Locations shown�permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B? or 610, as applicable. Ap y plates to each face of truss and position as shown above and on the JoinrDetaila, unless noted otherwise. Refer to A LP I N E drawings 160A-Z or standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW B ilding1Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping installation and bracin or trusses. A seal or}this drawing or cover ppae 155 Harlem Ave listing this drawing,indicates acceptance of professional enccaneenng responsibility solelyr the design shown. he suitabilit,and use bf this North Building,4th Floor drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 c. . North Buil 4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.org SEON:304748 HIPM Ply: 1 Job Number: 0722001 Gust R7175 JRef:1XL171750002 783 FROM:MG City: 1 Tigard Senior Housing DrwNo: Page 4 of 5 Truss Label: BS ... / ... 11/28/2022 0.25 12 v III4X5 =4X5 =4X5 ----5X5 1111.5X4 TiC -10X12 G H I J K =4X12 D E F A 6 {[ L (a) la) ilaW2 l.' I -� =4X5 SS0514 P =4X5 -5X 0 M III 1.5X4 F 15.66' 32.96' 4X5 0.96 0.94 N 0.55" U562 0.73" U421 0.05" 0.06" G 19.94' 33.05' 3X5 0.96 0.94 N 0.37' L/845 0.49" U632 0.04' 0.05" H 20.79' 33.05' 5X5 0.96 0.96 N 0.32" U978 0.42" U732 0.04' 0.04" I 25.77' 33.05' 1.5X4 0.96 0.39 N 0.00" 1/999 0.00" U999 0.04' 0.05" J 26.49' 33.05' 4X5 0.96 0.92 N -0.04" U208 -0.05" U155 0.05" 0.05" , K 28.99' 33.05' 3X5 0.96 0.73 N -0.17" U233 -0.22" U174 0.05" 0.05" L 28.99' 30.93' 1.5X4 0.96 0.59 N -0.17" 11233 -0.22" 11174 0.14" 0.17" M 26.78' 30.93' 3X5 0.96 0.49 N -0.06" 1/216 -0.07" U162 0.14" 0.17" N 25.77' 30.93' 5X10 0.96 0.71 N 0.00" 1J999 0.00" L/999 0.14" 0.17" O 20.50' 30.93' 4X5 0.96 0.94 N 0.33" U932 0.44" U698 0.12" 0.14" P 15.3T 30.93' 3X5 0.96 0.94 N 0.56" U554 0.74" L/415 0.08" 0.10" CI 14.00' 30.93' SS0514 0.96 0.73 N R 13.17' 30.93' 3X5 0.96 0.48 N 0.58" U530 0.78" 1)397 0.06' 0.07" S 10.25' 30.93' 4X5 0.96 0.90 N 0.55" 1/562 0.73' U421 0.04" 0.05' T 5.13' 30.93' 5X7 0.96 0.95 N 0.34" U907 0.46' U679 0.01' 0.01' U 0.00' 30.93' 3X5 0.96 0.91 N 0.00" U999 0.00" U999 0.00" 0.00' Loads using option:User Modified Load Cases - - [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 1] [WS4][OC 24.00]10F 1.601[NM 11 [MWFRS-WS3][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:No Load Case:7 User Modified:Yes Load Case:49 User Modified:Yes Repetitive Factors Used:Yes Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=36.211 0%] 22 PLF @-3.5 to 22 @ 5.1[y=36.2][ 0%] 11 PLF @-3.5 to 11 r 5.1 [y=36.2][ 0%] 22 PLF 0 5.1 to 22 @ 19.9[y=36.21[ 0%] 22 PLF @ 5.1 to 22 @ 19.9[y=36.2]1 0%) 11 PLF @ 5.1 to 11 @ 19.91y=36.2)( 0%) 22 PLF @ 19.9 to 22 tt 29.0[y=36.2][ 0%] 22 PLF @ 19.9 to 22 @ 29.0[y=36.2][ 0%] 11 PLF @ 19.9 to 11 @ 29.0[y=36.2][ 0%j 4 PLF @-3.5 to 4 @ 0.0[y=25.811 0%] 4 PLF @-3.5 to 4 @ 0.0(y=25.8)[ 0%j 2 PLF @-3.5 to 2 @ 0.0[y=25.81[ 0%] 50 PLF @-3.5 to 50 @ 5.1[y=36.21[100%1 -50 PLF @-3.5 to -50 @ 5.1[y=36.21[100%J -22 PLF @-3.5 to -22 @ 5.1[y=36.2](100%] 50 PLF @ 5.1 to 50 @ 19.9[y=36.2][100%1 -50 PLF 0 5.1 to -50 @ 19.9[y=36.211100%) -22 PLF @ 5.1 to -22 @ 19.9[y=36.2][100%1 50 PLF @ 19.9 to 50 @ 29.0[y=36.2]1100%] -50 PLF @ 19.9 to -50 @ 29.0[y=36.2]1100%] -22 PLF @ 19.9 to -22 I- 29.0[y=36.2][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=25.81[ 0%) 50 PLF 0-3.5 to 50 @ 29.0[y=36.2)(100%] 22 PLF @-3.5 to 22 @ 29.0(y=36.2][100%1 18 PLF @ 14.0 to 18 @ 29.0[y=25.8]( 0%j 18 PLF @ 0.0 to 18 @ 14.0[y=25.8]1 0%] 9 PLF @ 0.0 to 9 @ 14.0[y=25.8]1 0%] Brg.#1 Vert.R= 1425.7#Hor.R= -0.0# 18 PLF @ 14.0 to 18 @ 29.0[y=25.811 0%] 9 PLF @ 14.0 to 9 @ 29.0[y=25.8][ 0%] Brg.#2 Vert.R= 1449.5#Hor.R= -0.0# -1300.00 Lbs.@ 13.3,36.2 AngIe=270 -578.59 Lbs.@ 13.3,38.2 Angle=270 ____________-----------------_____--- -800.00 Lbs.@ 13.3,33.0 Angle= 1 -356.06 Lbs.@ 13.3,33.0 Angle= 1 [WS111OC 24.00][DF 1.601[NM 11 -800.00 Lbs.@ 26.6,33.2 Angle=360 -356.06 Lbs.@ 26.6,33.2 Angle=360 Load Case:4 User Modified:Yes 1300.00 Lbs.@ 28.6,36.2 Angle=270 578.59 Lbs.E 26.6,36.2 Angle=270 Repetitive Factors Used:No Brg.#1 Vert.R= 68.2#Hor.R= 1599.8# Brg.#1 Vert.R= 69.6#Hor.R= 712.0# 22 PLF @-3.5 to 22 @ 5.1 1y=36.2]( 0%] Brg.#2 Vert.R= 1199.2#Hor.R= -0.0# Brg.#2 Vert.R= 575.7#Hor.R= -0.0# 22 PLF @ 5.1 to 22 @ 19.9[y=36.211 0%] --__________----------________---_____ ------------------- ------------------ 22 PLF @ 19.9 to 22 @ 29.0[y=36.21( 0%] [Partial Unbal.Lt][OC 24.0011DF 1.25][NM 1] [MWFRS-W5411OC 24.00](DF 1.60][NM 1] 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] Load Case:8 User Modified:No Load Case:50 User Modified:Yes 50 PLF @-3.5 to 50 @ 5.1[y=36.2]1100%] Repetitive Factors Used:Yes Repetitive Factors Used:No 50 PLF @ 5.1 to 50 @ 19.9[y=36.2]1100%1 22 PLF @-3.5 to 22 @ 5.1[y=36.211 0%] 11 PLF @-3.5 to 11 @ 5.1[y=36.2][ 0%] 50 PLF @ 19.9 to 50 @ 29.0[y=36.2][100%] 22 PLF @ 5.1 to 22 @ 19.9[y=36.2]1 0%] 11 PLF @ 5.1 to 11 @ 19.9 1y=36.21[ 0%1 -50 PLF @-3.5 to -50 @ 29.0[y=36.211100%] 22 PLF @ 19.9 to 22 @ 29.0[y=36.211 0%1 11 PLF @ 19.9 to 11 @ 29.0[y=36.211 0%] 18 PLF @ 0.0 to 18 @ 14.0[y=25.8][ 0%1 4 PLF @-3.5 to 4 @ 0.0 1y=25.811 0%] 2 PLF @-3.5 to 2 @ 0.0[y=25.81[ 0%1 18 PLF @ 14.0 to 18 c 29.0[y=25.811 0%] 50 PLF @ 25.7 to 50 @ 29.0[y=36.211100%1 22 PLF @-3.5 to 22 @ 5.1[y=36.21[100%] 1300.00 Lbs.@ 13.3,36.2 Angle=270 18 PLF @ 0.0 to 18 @ 14.0[y=25.811 0%] 22 PLF @ 5.1 to 22 @ 19.9[y=36.211100%] "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tniss Components of Oregon Inc. 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Elms 488 Trusses require extreme care in fabricating handling,shipping,installin and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component Safety Information,by.TPI end SBCA)for safety practices prior to performing these functions. Installers shall provide tempora 15o3)35t-2t18 brad er SCSI.Unless noted otherwise,top chord shall haveproperly attached structural s eathin and bog chord shall have a property attachedngid ceil{ Locations shown for permanent lateral restrraint of webs shall havetbra ingAnstalled per BUSI sections B3,87 or B10, as applicabl AopTy plates to each face 0 truss and position as shown above and on t.a Join elails, unless noted otherwise. Refer to ALPINE drawings 160A-Z,for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Building_Components GroupInc.shall not.be responsible for any deviation front this drawing,anv,failure to build the truss in conformance with ANSI/TPI Pl 1, or for hand , shipping installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of profess a l engpneenng responsibility solegly'or the design shown.The suitability and use this North Building,4th Floor dray ng for any s ructure is the responsibility ofthe uiiding' esigner per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinsl.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304748 HIPM Ply: 1 Job Number: 0722001 Coat:R7175 JRM:1XL171750002 T83 FROM:MG Oty: 1 Tigard Senior Housing DNA*: Page 5 of 5 Truss Label: BS ... I ... 11/28/2022 0.25 12 III4X5 =4X12 T1 w10C12 =4X5 =4X5 G 5H5 1111.SX4J K A B p E F (a) (a) w2 I1� T S R Q P O M L =5X7 =4X5 =SS0514 4X5 =5X10 I111.5X4 1300.00 Lbs.@ 26.6,36.2 Angle=270 18 PLF @ 14.0 to 18 @ 29.0[y=25.8[[ 0%] 22 PLF @ 19.9 to 22 @ 29.0[y=36.2][100%] 800.00 lbs.@ 13.3,33.0 Angle= 1 Brg.#1 Vert.R= 594.6#Hor.R= -0.0# -22 PLF @-3.5 to -22 @ 29.0[y=38.2][100%] 800.00 Lbs.@ 26.6,33.2 Angle=360 Brg.#2 Vert.R= 821.3#Hor.R= 0.0# 9 PLF @ 0.0 to 9 @ 14.0[y=25.8)[ 0%] Brg.#1 Vert.R= 1053.9#Hor.R=-1599.8# ===_-_-=__====-=-_==__=== 9 PLF @ 14.0 to 9 @ 29.0[y=25.81 0%] Brg.#2 Vert.R= 2780.2#Hor.R= -0.0# [MWFRS-WS11[OC 24.00][DF 1.60][NM 1] 578.59 Lbs.@ 13.3,36.2 Angle=270 ________--- --------------------------- Load Case:48 User Modified:Yes 356.06 Lbs.@ 13.3,33.0 Angle= 1 [W S2][OC 24.00][DF 1.60]1NM 1] Repetitive Factors Used:No 356.06 Lbs.@ 26.6.33.2 Angle=360 Load Case:5 User Modified:Yes 11 PLF @-3.5 to 11 @ 5.1[y=36.21[ 0%] -578.59 Lbs.ii 26.6,36.2 Angle=270 Repetitive Factors Used:No 11 PLF @ 5.1 to 11 @ 19.9[y=36.2][ 0%] Brg.#1 Vert.R= 547.1#Hor.R= -712.0# 22 PLF @-3.5 to 22 @ 5.1[y=36.21[ 0%] 11 PLF @ 19.9 to 11 @ 29.0[y=36.2][ 0%] Brg.#2 Vert.R= 83.3#Hor.R= -0.0# 22 PLF @ 5.1 to 22 @ 19.9[y=36.2][ 0%] 2 PLF @-3.5 to 2 @ 0.0[y=25.81[ 0%1 -------------------------------------- 22 PLF @ 19.9 to 22 @ 29.0[y=36.21[ 0%] -22 PLF @-3.5 to -22 @ 5.1[y=36.21[100%1 4 PLF @-3.5 to 4 @ 0.0[y=25.8]1 0%] -22 PLF C 5.1 to -22 @ 19.9[y=36.2][100%] -50 PLF @-3.5 to -50 @ 5.1[y=36.2][100%] -22 PLF @ 19.9 to -22 @ 29.0[y=36.2][100%] -50 PLF @ 5.1 to -50 @ 19.9[y=36.2][100%) 22 PLF @-3.5 to 22 @ 29.0[y=36.2][100%] -50 PLF @ 19.9 to -50 @ 29.0[y=36.2][100%] 9 PLF @ 0.0 to 9 @ 14.0[y=25.8)[ 0%) 50 PLF @-3.5 to 50 @ 29.0[y=36.2][100%] 9 PLF @ 14.0 to 9 c_29.0[y=25.8j[ 0%] 18 PLF @ 0.0 to 18 @ 14.0[y=25.81 O%] -578.59 Lbs.@ 13.3,36.2 Angle=270 18 PLF @ 14.0 to 18 @ 29.0[y=25.811 0%] -578.59 Lbs.@ 26.6,36.2 Angle=270 -1300.00 Lbs.@ 13.3,36.2 Angle=270 -356.06 Lbs.@ 13.3,33.0 Angle= 1 -1300.00 Lbs.@ 26.8,36.2 Angle=270 -358.08 Lbs.@ 28.6,33.2 Angle=360 -800.00 Lbs.@ 13.3,33.0 Angle= 1 Brg.#1 Vert.R= 108.4#Hor.R= 712.0# -800.00 Lbs.@ 26.6,33.2 Angie=360 Brg.#2 Vert.R= -620.3#Hor.R= -0.0# Brg.#1 Vert.R= 155.4#Hor.R= 1599.8# --------_=--=_-==_-=_====- Brg.#2 Vert.R=-1488.0#Hor.R= 0.0# [WS3][OC 24.00][DF 1.60][NM 1] Load Case:6 User Modified:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=36.2][ 0%] 22 PLF @ 5.1 to 22 @ 19.9[y=38.211 0%) 22 PLF @ 19.9 to 22 @ 29.0[y=36.2][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] 50 PLF @-3.5 to 50 @ 5.1[y=36.2][100%] 50 PLF @ 5.1 to 50 @ 19.9[y=38.2]1100%j 50 PLF @ 19.9 to 50 @ 29.0[y=36.2][100%] -50 PLF O-3.5 to -50 @ 29.0[y=36.2][100%) 18 PLF @ 0.0 to 18 @ 14.0[y=25.8]1[ 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=25.8][ 0%] 1300.00 Lbs.@ 13.3,36.2 Angle=270 800.00 Lbs.@ 13.3.33.0 Angle= 1 800.00 Lbs.tO 26.6,33.2 Angle=360 -1300.00 Lbs.@ 26.6,36.2 Angle=270 Brg.#1 Vert.R= 1141.1#Hor.R=-1599.8# Brg.#2 Vert.R= 93.0#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Taus Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS p.o.Box458 Trusses require extreme care in fabricating,handling,shi ing,installing.and bracing. Refer to end follow the latest edition of BCSI(Buildin Cornelius OR 97113 ComponentSafety Information,by TPI an SBCA)fO safety practices prior to performingthese unctions. Installers shall provide tempora (503)357.2118 bracing per SCSI.Unless noted otherwise,top chord shall have propel attached structural sheathing and bottom chord shalthaw a prone y attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 3,B7 or 810 as applicable. Appl plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin omponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIIT 11, or for handling, shipping,_installation and bracing of trusses. A seal on this drawing or cover Pape 155 Harlem Ave listing this drawing,indicates acceptance of professional en meering responsibility solely-tor the design shown.The suitability and use of this drawing for any rcture is the responsibility of the Building-Designer North esigner per ANSUTPI 1 Sec.2. Building,4th Floor Fqr more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.om Glenview,IL 60025 SEQN:3407781 HIPM Ply: 1 Job Number. 0722001 Cost R 7175 JRet IXL171750002 T87 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.14466 Page 1 of 5 Truss Label: 1341 BFR / RTT 11/28/2022 ,28'11'14 1'0 10 5'1'10 10'618 15'11 1 '8" 20'11" 25'11'2 27'1114 5'1'10 I 5'4'14 I 4'6'15 �8 5'3' F 5'0"2 2'0"21 0.25 12 3X5 1118X8 T1 =10X12 =3X —34X5 w3X10 1113H I w3X5 E F G T A B es — I i,t W2 s `Tn N lII3�X5 w 6X8 w-4X5 0 w3X5 w4X5 wN 4X16 1111.5X4 =H0308 A 2511" A 3'0"14-H 3'8" 5'1" 5'2' I 3'9' , 1'4'8 5'1"8 h 5'5"2 , 3'0"12 5'1' 10'3" 14' 15'4 8 20'6" 25'11"2 28'11'14 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,PN in PSF) Defl/C81 Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc L/defl Li# Gravity Non-Gravity TCOL: 11.00 Speed: 98 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.304 D 999 360 Loc R+ /R- /Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.593 D 519 240 R 1549 /- /800 /631 /126 /384 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.051 K - - L 2021 /-725 /0 /889 /329 /0 EXP:B Kt:NA .HORZ TL 0.101 K - - Wind reactions based on MWFRS Des Ld: 45.00 Mean Height:43.04 8 ( ) R Wid=5.5 Min R -1.7(Truss) 0.00 TCDL:6.0 psf Building Code: Creep Factor:2.0 Brg Reg- Soffit: 2.00 IBC 2018 Max TC CSI: 0.805 L Big Wid=5.5 Min Reg= 1.8(Truss) BCDL:4.2 psi Bearings R&L are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h12 to h TPI Std: 2014 Max BC CSI: 0.947 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.671 Members not listed have forces less than 375# Loc.from indwell:Any FTIRT:4(0)l4(0) Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver:21.02.0013.1108.20 B-C 394-2935 F-G 351 -2495 LumberC-D 553-4208 G-H 1008 -856 0-E 536-4033 H-I 981 -830 Top chord 2x4 HF#2 T1 2x10 DF-L#2; E-F 536-4023 Bot chord 2x4 DF-L#2 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Maximum Bot Chord Forces Per PlyIbs W 11 2x8 DF-L#2; ( ) Chords Tens.Comp. Chords Tens. Comp. Bracing (a)Continuous lateral restraint equally spaced on R-Q 804 -789 -M 4245 -550 Q-P 2971 -410 N-M 3998 -550 member. P-O 4245 -581 M-L 4795 -705 Purlins Maximum Web Forces Per Ply(Ibs) Webs Tens.Comp. Webs Tens. Comp. In lieu of structural panels use pudins to brace all flat TC @ 24"oc. 8-R 267-1504 F-M 224 -1667 B-Q 3076 -404 M-G 684 -34 Wind C-Q 160 -748 G-L 368 -2685 Wind loads based on MWFRS with additional C&C C-P 1290 -172 H-L 1187 -1388 member design. Ep PROp End verticals not exposed to wind pressure. �l4� FSS Right cantilever is exposed to wind O., a G 1 N F� iO Additional Notes lY (C., 83254PE y Negative reaction(s)of-725#MAX.from a non-wind �- load case requires uplift connection.See Maximum Reactions. The maximum horizontal reaction is 800# .r� OREGON 5 �- 14,4p0f Q/ SSetl TaiNq Renewal 6/30/2024 11/28/2022 "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handlin ,she ng,installing and bracing. Refer to and follow the latest edition of BCSI Buildi Comsuoe OR 97113 omponenf Safety Information,by TPI and SBCA fi i sae practices prior to ertormning these functions. Installers shall provide to pora nnrg (503)357-m is bracinger BCSI.Unless noted otherwise topchord shall ave properly attached structural sheathing and bottom chord shal have ap ro erl attachd rigid ceiling.Locations shown for pemanent lateral restraint of webs shall have bracing installed per BCSI sections 83,B7 or Bp10,y as applicable. Ap i plates to each face of truss and position as shown above and on the Joint-DDetails,, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. ALPINE' Alpine,a division of ITVy Buuil 'nQ omponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional eniine nn responsibility solely-tor the design shown.The suitability and use of this North arlem drawing any s cture is the responsibility of the Building-Designer per Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN'340778 / HIPM Ply: 1 Job Number: 0722001 Cust:R 7175 JRef.1XL171750002 T87 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.14466 Page 2 of 5 Truss Label: BSI BFR I RTT 11/28/2022 Special loads 1 —(Lumber Dur.Fac.=1.60/Plate Dur.Fac.=1.60) TC:From 22 plf at -3.50 to 22 p6 at 28.99 BC:From 4 off at -3.50 to 4 plf at 0.00 BC:From 18 pH al 0.00 to 18 plf at 28.99 TC:1300 lb Conc.Load at 26.08 PL- 800 lb Conc.Load at(26.10,43.29)11.2 deg] Special Loads 2 ---(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 72(Oat -3.50 to 72 Of at 28.99 BC:From 4 pit at -3.50 to 4 plf at 0.00 BC:From 18 p11 al 0.00 to 18 plf at 28.99 TC: 128 lb Conc.Load at 10.77,16.98 Spacial loads 3 —(Lumber Dur.Fac.=1.60/Plate Dur.Fac.=1.60) TC:From 22 plf at -3.50 to 22 plf at 28.99 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 plf at 0.00 to 18 plf at 28.99 TC:-1300 lb Conc.Load at 26.08 PL- -800 lb Conc.Load at(26.10,43.29)(1.2 deg] Note;Special load cases occur non-concurrently with other load cases. • o PROFESS t‘G t IV /OZ 83294PE 7 .s� OREGON `'v 14,20d5 **ell Tan' Renewed 8/80/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components of Oregon,ins. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.eon 488 Trusses require extreme care in fabricating,handli shipping,installing and bracing.. Refer to and follow the latest edition of BCSI(Building Cornelius OR 87113 Component Safety Information,byTPI end SBCA r safety practices 5'ior to performing these functions. Installers shall provide temporary (503)357.2i is bracingper BCSI.Unless noted otherwise,topebb sall hae properly attached structural shealhin and bottom chord shall hayeLa rl attachd rigid ceili Locations shown for Pemanent lateral restrainnt of webs shall have braanainstalled per BCSI sections 83 B7 or B y as applicable. Apngy plates to each face o truss and position as shown above and on the Join elails, unless noted otherwise. Defer to ALPINE drawings 160A-Z n000rr standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin3Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI! PI 1, or for handling, shipping,_installation and bracingG of trusses. A seal on this drawing or cover page 155 Harlem Ave listing thisdrawing,indicates acceptance of professional en ineenng responsibility sot I T r the design shown.The suitability and use o Is North Building,drawing or any structure is the responsibility of the Building-DDesigner per ANSI/fPI 1 Sec.2. g,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340778 HIPM Ply 1 Job Number: 0722001 Cast R7175 JRef:1XL171750002 T87 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Pate 3 of 5 Truss Lab&: BS1 _. / ... 11/26/2022 0.25 12 - 3X5 III6X8 m10X12 E3X5 3X4X5 E3X10 1113X5 3X5 A B T1 D E F G '... 11111111157..1if 1113X5 E6X8 =4X5 O E3X5 =4X5 =4X16 1111.5X4 H0308 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.78 -- 0.177 0.177 1 2x10 DF-L#2 42.01' Plywd B - C 393.97 -2935.42 0.019 0.179 0.198 1 2x10 DF-L#2 61.56" Plywd C - D 553.44 -4207.81 0.297 0.507 0.805 1 2x4 HF#2 65.02" Plywd D - E 535.80 4032.78 0.272 0.257 0.529 1 2x4 HF#2 61.51" Plywd E - F 535.93 -4023.23 0.191 0.351 0.542 1 2x4 HF#2 61.51" Plywd F - G 350.52 -2494.74 0.099 0.444 0.543 1 2x4 HF#2 61.51" Plywd G - H 1008.12 -855.54 0.037 0.346 0.383 1 2x4 HF#2 61.64' Plywd H - I 981.11 -830.43 0.148 0.236 0.384 4 2x4 HF#2 36.79" Plywd I - J 208.33 -55.57 0.036 0.092 0.128 6 2x4 HF#2 36.79' Purl 24 R - Q 804.21 -789.25 0.111 0.070 0.181 4 2x4 DF-L#2 61.50" Diaph Q - P 2971.06 410.38 0.564 0.140 0.704 1 2x4 DF-L#2 61.50" Diaph P - 0 4244.62 -581.40 0.804 0.143 0.947 1 2x4 DF-L#2 61.50" Diaph O - N 4244.62 -581.40 0.804 0.094 0.898 1 2x4 DF-L#2 61.50" Diaph N - M 3998.04 -549.67 0.752 0.187 0.939 1 2x4 OF-L#2 61.50" Diaph M - L 4795.28 -705.26 0.440 0.429 0.869 1 2x4 DF-L#2 2.87" Diaph L - K 7.56 -4.72 0.001 0.290 0.291 4 2x4 DF-L#2 36.75" Diaph B - R 266.86 -1504.07 0.089 0.067 0.156 1 2x4 HFStand+HFStud 11.32" - B - Q 3076.14 -404.34 0.640 - 0.640 1 2x4 HF#2 58.52" - C - Q 159.90 -747.96 0.155 - 0.155 1 2x4 HFStand+HFStud 18.35" - C - P 1290.25 -172.12 0.644 - 0.644 1 2x4 HFStand+HFStud 60.83" - P - D 98.19 -328.15 0.068 - 0.068 1 2x4 HFStand+HFStud 19.63' - D - N 93.26 -297.77 0.178 - 0.178 4 2x4 HFStand+HFStud 61.23" - N - F 222.85 -0.00 0.105 - 0.105 1 2x4 HFStand+HFStud 20.92" - F - M 224.23 -1668.52 0.416 - 0.416 1 2x4 HFStand+HFStud 61.66" a 1x4 CLB M - G 684.50 -33.60 0.349 - 0.349 1 2x4 HFStand+HFStud 22.20' - G - I. 367.99 -2684.53 0.671 - 0.671 1 2x4 HFStand+HFStud 62.10" a 1x4 CLB H - L 1167.37 -1386.24 0.097 - 0.097 5 2x8 DF-L#2 23.56" - L - J 75.29 -269.59 0.072 - 0.072 4 2x4 HFStand+HFStud 38.12" - J - K 98.22 -18.33 0.038 0.031 0.069 1 2x4 HFStand+HFStud 23.98' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A -3.50' 42.32' -0.11" U398 -0.31" U135 0.00" 0.00" B 0.00' 42.40' 6X8 0.96 0.89 N 0.00" U999 0.00" 11999 0.04" 0.07" C 5.13' 42.62' 10X12 0.96 0.87 N 0.19" U999 0.55" L/557 0.04' 0.08" D 10.54' 42.85' 3X5 0.96 0.35 N 0.30" U999 0.89" U344 0.03" 0.05" E 15.12' 42.95' 3X5 0.96 0.75 N F 15.66' 42.96' 4X5 0.96 0.78 N 0.29" 1.1999 0.87" U356 0.02" 0.02" G 20.79' 43.0T 3X10 0.96 0.70 N 0.18" L/999 0.53" U580 -0.02' 0.03" H 25.92' 43.18' 3X5 0.96 0.96 N 0.02' U137 0.03" U93 -0.03" 0.04" I 27.94' 43.22' 3X5 0.96 0.45 N -0.08" U328 -0.17" U157 -0.04' 0.04" J 28.99' 43.22 3X5 0.96 0.74 N -0.09" U430 -0.24" U163 -0.04" 0.04" K 28.99' 40.93' 1.5X4 0.96 0.82 N -0.09" U430 -0.24" U163 0.05" 0.10' L 25.69' 40.93' 0.00" U999 0.00' U999 0.05" 0.10' "'WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss components o(Oregon,inc. *IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.6o"488 Trusses require extreme care in fabricating,handlin shipping,installing and bracing., Refer to and follow the latest edition of BCSI(Buildin Cornelius OR 97113 Component Safety Information,by TPI and SBCA)ter safety practices pnor to perforrhnU these functions. Installers shall provide temporary (503)357.2118 bracing per BCSI.Unless noted Otherwise,top chord shall have proper) attached structural sheathingand bottom chord shall have a pronefly attached lipid ceiling Locations shown for permanent lateral restraint c/webs shall have bracing instlled per BCSI sections B3,87 or B10, as applicable. Apply plates to each face of tru s nd position as shown above and on the Joint-Detalts, unless noted otherwise. Refer to L P I I V E drawings 160A-Z for sandard ate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any,fallure to build the truss n conformance with ANSI Building I 1, or for handling shippingg,,Installationa and bracing of trusses. A seal on this drawing or cover pages 155 Harlem Ave listingthis drawing, ng indicates acceptance of profess' enngine rung responsibility lsolely-Tor the design shown.The sulta it and use o North Building,Avert Floor drawingfor anystructure is the responsibility of the Bui in esi ner per ANS/TP Sec.2. more Information see these web sites:Alpine:alpineitw.com;TPI:tpinsl.orq;SPCA:sbcacomponents.com;ICC:Iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340778 HIPM Ply: 1 Job Number: 0722001 Oust:R7175 JRef:1XL171750002 T87 FROM:MG City: 1 Tigard Senior Housing DrwNo: Page 4 of 5 Truss Label: BS1 ... / ... 11/28/2022 0.25 12 v _ =3X5 =3X10 1113X5 -3X5 III6X8 Ti =10C12 =3p5 E F5 G H :s _J - ` (a) -.11111111111Mir W2 111 =6X8 =4X5 0 =3X5 =4X5 --4X166 I111.5X4 =H0308 L 25.93' 40.93' 4X16 0.96 0.71 N 0.02" U152 0.03' U104 0.05" 0.10" M 20.50' 40.93' 4X5 0.96 D.80 N 0.19" L/999 0.55" 11556 0.04" 0.08" N 15.37' 40.93' 3X5 0.96 0.48 N 0.30" L/999 0.87" L/352 0.03" 0.05" O 14.00' 40.93' H0308 0.96 086 N P 10.25' 40.93' 4X5 0.96 0.90 N 0.30" L/999 0.89' U347 0.01" 0.02" O 5.13' 40.93' 6X8 0.96 0.75 N 0.19" L/999 0.55" L/561 0.00" 0.00" R 0.00' 40.93' 3X5 0.96 0.90 N 0.00" L/999 0.00' 11999 0.00" 0.00" Loads using option:User Modified Load Cases ]STD.AUTO.LOAD][OC 24.00)[DF 1.15](NM 1] [Partial Unbal.Lt][OC 24.00][DF 1.251[NM 1] [MWFRS-WS1][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:6 User Modified:Yes Load Case:46 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=46.4][ 0%1 22 PLF @-3.5 to 22 @ 5.1[y=46.411 0%] 11 PLF @-3.5 to 11 @ 5.1 ly-46.4][ 0%] 22 PLF @ 5.1 to 22 @ 15.1[y=46.4]( 0%) 22 PLF(g 5.1 to 22 @ 15.1[y=46.4)1 0%) 11 PLF @ 5.1 to 11 @ 15.1]y=46.4][ 0%) 22 PLF @ 15.1 to 22 n 27.9[y--46.4][ 0%] 22 PLF @ 15.1 to 22 @ 27.9[y=46.4][ 0%] 11 PLF @ 15.1 to 11 CO 27.9[y-46.41[ 0%] 22 PLF @ 27.9 to 22 @ 29.0[y-46.4][ 0%j 22 PLF @ 27.9 to 22 @ 29.0[y=46.4)[ 0%) 11 PLF @ 27.9 to 11 @ 29.0[y=46.411 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.81 0%] 4 PLF @-3.5 to 4 @ 0.0 ly=35.8][ 0%] 2 PLF @-3.5 to 2 e 0.0[y=35.81[ 0%] 50 PLF @-3.5 to 50 @ 5.1[y--46.4][100%] 50 PLF @ 25.7 to 50 @ 27.9[y=46.4][100%] -24 PIE @-3.5 to -24 @ 5.1(y--46.41[100%] 50 PLF @ 5.1 to 50 @ 15.1[y=46.41[100%] 50 PLF @ 27.9 to 50 @ 29.0[y=46.4][100%] -24 PLF @ 5.1 to -24 @ 15.1[y--46.4][100%] 50 PLF @ 15.1 to 50 Lc 27.9[y--46.4]]100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8]1 0%] -24 PLF @ 15.1 to -24 @ 27.9[y=46.4j[100%j 50 PLF @ 27.9 to 50 @ 29.0[y=46.4]]700%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8][ 0%] -24 PLF @ 27.9 to -24 @ 29.0[y=46.4][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.81[ 0%] 128.00 Lbs.@ 10.8,46.4 Angle=270 24 PLF @-3.5 to 24 @ 29.0[y46.4]1100%1 18 PLF @ 14.0 to 18 @ 29.0[y=35.8]1 0%] 128.00 Lbs. 5 17.0,46.4 Angle=270 9 PLF @ 0.0 to 9 @ 14.0[y=35.8][ 0%] 128.00 Lbs.@ 10.8,46.4 Angle=270 Brg.#1 Vert.R= 709.6#Hor.R= 0.0# 9 PLF @ 14.0 to 9 @ 29.0[y=35.8]1 0%] 128.00 Lbs.@ 17.0,46.4 Angle=270 Brg.#2 Vert.R= 962.1#Hor.R= -0.0# -624.45 Lbs.@ 26.1,46.4 Angle=270 Brg.#1 Vert.R= 1538.7#Hor.R= -0.0# - -384.28 Lbs.@ 26.1,43.3 Angle= 1 Brg.#2 VerLR= 1592.3#Hor.R= -0.0# [Partial Unbal.Rt][OC 24.00][OF 1.25XNM 1] Brg.#1 Vert.R= 350.5#Hor.R= 384.2# ---------------------- - Load Case:7 User Modified:Yes Brg.#2 Vert.R= -329.0#Hor.R= -0.0# [WS7][OC 24.00][DF 1.60][NM 1] Repetitive Factors Used:No ---------------------------------------------- Load Case:4 User Modified:Yes 22 PIE @-3.5 to 22 @ 5.1]y=46.41( 0%] [MWFRS-STD.AUTO.LOAD$OC 24.00](DF 1.60][NM 1] Repetitive Factors Used:No 22 PLF @ 5.1 to 22 @ 15.1[y=46.4][ 0%] Load Case:47 User Modified:Yes 22 PLF @-3.5 to 22 @ 5.1[y--46.41 0%] 22 PLF @ 15.1 to 22 @ 27.9[y=46.4][ 0%] Repetitive Factors Used:No 22 PLF @ 5.1 to 22 @ 15.1[y--46.41[ ON 22 PLF @ 27.9 to 22 @ 29.0[y=46.4]1 0%] 11 PLF @-3.5 to 11 @ 5.1[y-46.4][ 0%] 22 PLF @ 15.1 to 22 @ 27.9[y-46.4]1 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.81( 0%] 11 PLF @ 5.1 to 11 @ 15.1[y=46.4][ 0%] 22 PLF @ 27.9 to 22 @ 29.0[y-46.4]1 0%] 50 PLF @-3.5 to 50 @ 5.1[y=46.41[100%] 11 PLF @ 15.1 to 11 @ 27.9[y--46.4][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 50 PLF @ 5.1 to 50 @ 15.1[y==46.4][100%] 11 PLF @ 27.9 to 11 @ 29.0[y=46.4][ 0%] 50 PLF @-3.5 to 50 @ 5.1[y-46.4][100%) 50 PLF @ 15.1 to 50 @ 25.7(y=46.4][100%] 2 PLF @-3.5 to 2 @ 0.0[y=35.81[ 0%] 50 PLF @ 5.1 to 50 @ 15.1[y--46.41[100%1 18 PIE @ 0.0 to 18 @ 14.0[y=35.8]( 0%] -24 PIE @-3.5 to -24 @ 5.1[y-46.4][100%] 50 PLF @ 15.1 to 50 @ 27.9[y--46.4](100%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8j[ 0%] -24 PLF @ 5.1 to -24 @ 15.1[y=46.4][100%) 50 PLF @ 27.9 to 50 @ 29.0[y--46.41[100%1 128.00 Lbs.@ 10.8,46.4 Angle=270 -24 PLF @ 15.1 to -24 @ 27.9[y=46.4][100%] -50 PLF @-3.5 to -50 @ 29.0[y--46.4][100%] 128.00 Lbs.cf 17.0,46.4 Angle=270 -24 PLF @ 27.9 to -24 @ 29.0[y=46.41[100%1 18 PLF @ 0.0 to 18 @ 14.0 1y=35.81[ 0%] Brg.#1 Vert.R= 1549.3#Hor.R= -0.0# 9 PLF @ 0.0 to 9 @ 14.0[y=35.8][ 0%] 18 PLF @ 14.0 to 18 1i 29.0[y=35.8)1 0%] Brg.#2 Vert.R= 1418.6#Hor.R= -0.0# 9 PLF @ 14.0 to 9 @ 29.0[y=35.8][ 0%] 1300.00 Lbs.@ 26.1,46.4 Angle=270 ------=-----= 65.28 Lbs.@ 10.8,46.4 Angle=270 800.00 Lbs.@ 26.1,43.3 Angle= 1 65.28 Lbs.@ 17.0,46.4 Angle=270 Brg.#1 Vert.R= 512.6#Hor.R= -799.8# Brg.#1 Vert.R= -25.8#Hor.R= 0.0# Brg.#2 Vert.R= 2021.3#Hor.R= -0.0# Brg.#2 Vert.R= 14.0#Hor.R= -0.0# "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tries Components of Oregon.Ina "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Be,,ass Trusses require extreme care in t bricatina,handllir o,shipping,installing,and bracing., Refer to and follow he latest edition of SCSI(Building CO3.lei OR 97113 ComponentSafety Information,byTPI and 3 ) ery practices dprior to!Performing these functions. Installers shall rov de to porarryl (so3)357-z118 bracing per SCSI.Unless noted o'herwi e,top chord shall have rape attached ttructural sheathin and bottom chord,shall have a ppro�pps@ y attached rigid ceiling.Locations shown for permanent lateral restraint ofwebs shall have bracinga installed per BCSI sectons 83,137 dr B10, as applicable. AppT plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional Information. Alpine,a division of ITW Buildin Cpomponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIrrPI 1, or for handling shipping not, ion and bracing o trusses. A seal on this drawing or cover papa 155 Harlem Ave listing thisdrawing indicates acceptance of professional encLmeeiin9 responsibility solelylor the design shown.The suitability and use of this North Building,or any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. 4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbeacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview.IL 80025 SEON:340778 HIPM Ply: 1 Job Number: 0722001 Oust:R7175 JRef:1XL171750002 T137 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 5 of 5 Trues Label: BS1 .. / ... 11/28/2022 0.25 12 =3X5 1113X5 =3X5 1116X8 =10X12 =3p5 E4F5 -3G10 I J A B T1 C L} `� (a) (a) Wit iI W2 fi O N M 1,1 1113X5 =8X8 =4X5 =3X5 =4X5 =4X16 1111,5X4 • =-H0308 Load Case:5 User Modified:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=46.4][ 0%] 22 PLF @ 5.1 to 22 @ 15.1[y--46.4]1 0%] 22 PLF @ 15.1 to 22 @ 27.9[y 46.4)( 0%] 22 PLF @ 27.9 to 22 @ 29.0[y-46.4][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8]( 0%] -50 PLF @-3.5 to -50 @ 5.1[y=46.4](100%] -50 PLF a 5.1 to -50 @ 15.1[y-46.4][100%] -50 PLF @ 15.1 to -50 @ 27.9[y=46.4][100%] -50 PLF CO 27.9 to -50 @ 29.0[y--46.4][100%] 50 PLF @-3.5 to 50 @ 29.0[y=46.41[100%1 18 PLF @ 0.0 to 18%14.0[y=35.81 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.B]( 0%] -1300.00 Lbs.@ 26.1,46.4 Angle=270 -800.00 Lbs.@ 26.1,43.3 Angle= 1 Brg.#1 Vert.R= 692.5#Hor.R= 799.8# Brg.#2 Vert.R= -725.0#Hor.R= -0.0# "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.o.Box4M Trusses require extreme care In fabricating,handlingg shipping,installing and bracing. Refer to,and follow the latest edition of BCSI(Buildin Cornelius OR 97113 Corgponent ggaf ly Information,by TPI and SBCA)fb'r safety practices inor to performing these functions. Installers shall provide tempora (503)357-211e bracing per BCS.l.Unless noted otherwise,topchord shall have property attached structural s eathin and bottom_ or shall ha a B attached nod ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per 81 sections B3 B7_ or B10,y as applicable. Appl plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI,PI 1, or for handlma shipping, installation_and bracing of trusses. A seal on this drawing or cover paga 155 Harlem Ave listing this drawing,indicates acceptance of professiion4l enoiitleenn9 responsibility lsolely Mr the design shown.The suitabilitlr and use of this North Building,4th Floor drawing any sWcture is the responsibility of the Bui ding-Designer petP t a • For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEON:340778/ HIPM Ply. 1 Job Number: 0722001 CuaC R 7175 JRef:1%1171750002 T88 FROM:MG Oty. 1 Tigard Senior Housing DrwNo: 332.22.0740.13389 Page 1 of 5 Truss Label: BS2 BFR / RTl 11/28/2022 51'10 10'6"8 15'1'7 I156" 20'11' F 26'2"12 _I 2a'11"14 5'1'10 5'4'14 4'8"15 8 9 5'3" 5'3"12 2'9"2 0.25 12 =3X10 5 III4X5 3X5= A IIIBXB Ti =10Ci2 =D a 4F5 G H _I B — — T Teor (a) N ���YV2 III =617 E 211 X8 =4X5 N =3X5 =4X5 =4XK6 i111.5X4 H0308 1 25'11' 1 3'0'14- I--3'8" I 5'1' I 5'2' 3'9' I 1'4'8 5'1'8 I 5'5'2 I 3'0'12 5'1" 10'3" 14' 15'4 20'6" 25'11"2 281194 1 Loading Criteria(pst) Wind Criteria Snow Criteria (Pg,Pf in PSF) DM/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in lot Udell U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt11.0(specified) Ce:1.0 VERT(LL): 0.304 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.594 D 519 240 Q 1549 /- /800 /631 /127 /384 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.051 J - - K 2021 l-725 /0 /689 /329 /0 Des Ld: 45.00 EXP.B Kzt: HORZ(TL): 0.101 J - - Wind reactions based on MWFRS NCBCLL:0.00 Mean Height:43.02 ft Building Code: Creep Factor:2.0 Q Brg Wid=5.5 Min Req= 1.7(Truss) TCDL:6.0 psf IBC 2018 MaxTC CSI: 0.797 K Brg Wid=5.5 Min Req= 1.8(Truss) Soffit: BCDL:4.2 psfBearings Q&K are a rigid surface. Load Duration: 1.15 MWFRS Parallel Dist h/2 to h TPI Std: 2014 Max BC CSI: 0.947 Spacing:24.0' C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.684 Members not listed have forces less than 375# FT/RT:4(0)!4(0) Maximum Top Chord Forces Per Ply Obi)Loc.from endwall:Any Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver:21.02.008.1108.20 B-C 393-2965 E-F 537 -4021 Lumber C-D 556-420B F-G 355 -2502 D-E 537-4031 G-H 1094 -921 Top chord 2x4 HF#2 T1 2x10 DF-L#2; Bot chord 2x4 DF-L#2 Bot Chord imumForces Per Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; MaxPly(lbe) W 11 2x8 DF-L#2; Chords Tens.Comp. Chords Tens. Comp. Bracing Q-P 804 -789 N-M 4245 -582 P-O 2971 -409 M-L 3996 -549 (a)Continuous lateral restraint equally spaced on 0-N 4245 -582 L-K 4812 -712 member. Maximum Web Forces Per Ply(lbs) Purling Webs Tens.Comp. Webs Tens. Comp. In lieu of structural panels use purlins to brace all flat B-Q 271 -1504 F-L 221 -1853 TC @ 24"oc. B-P 3076 -404 L-G 679 -32 C-P 160 -748 3-K 383 -2727 Wind C-O 1291 -172 K-H 1218 -1433 Wind loads based on MW FRS with additional C&C member design. ��00 PROA-k. End verticals not exposed to wind pressure. Right cantilever is exposed to wind `5 .A G°1 N E RAii i0 Additional Notes �4./ 83294PE y Negative reaction(s)of-725#MAX.from a non-wind �i load case requires uplift connection.See Maximum Reactions. The maximum horizontal reaction is 800# OREGON �(� `Zl,V 14,20- C ' Sell Tao. Renewal 6130/2024 I 1/28/2022 "WARNING"` READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tura Components of Oregon,Inn "*IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa 468 Trusses require extreme care in fabricating,handlingg shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI end SBCA)Mr safely practices prior to performing thesge functions. Installers shall provide temporary (603)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have pert attached structural sheathingand bottom chord shall have a pfqpqrly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10 as applicable. Apply plates to each face o truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW B it in o m GroupInc. hall not be responsible for any deviation from this drawing,anyfailure to build the .vmvmrun truss inconformance with ANSI/TPI1,orrffor 1 n kh shipping,,instals ion and bradhg of trusses. A seal on thi raing or cover page 155 Harlem Ave listing this drawing,indicates acceptance f p swain?!en negnn res n ibi����tt�v I@IY tQr the design shown.The suitability and use of this 155 arlem drawing for any sttucture is the respons'Ispty t e uilding"DesignJr per ANSIFFPIS?IC . Building,4th Floor • For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340776 I HIPM Ply: 1 Job Number: 0722001 Cost:R7175 JRaf:1XL171750002 758 FROM:MG Oty: 1 Tigard Senior Housing OnvNo: 332.22.0740.13389 Page 2 of 5 Truss Label: BS2 BFR / RTT 11/28/2022 Spacial Loads 1 —(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 72 plf at -3.50 to 72 plf at 28.99 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18'Oat 0.00 to 18 plf at 28.99 TC: 128 lb Conc.Load at 10.77,16.98 Special loads 2 —(Lumber Dur.Fac.1.60/Plate DurFac.=1.60) TC:From 22 plf at -3.50 to 22 plf at 28.99 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 plf at 0.00 to 18 p6 at 28.99 TC:1300 lb Conc.Load at 26.08 PL- 800 lb Conc.Load at(26.10,43.29X1.2 deg) ,. Special loads 3 II —(Lumber Dur.Fac.1.60 I Plate Dur.Fac=1.60) TC:From 22 plf at -3.50 to 22 plf at 28.99 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 offal 0.00 to 18 pif at 28.99 TC:-1300 lb Conc.Load at 26.08 PL- -800 lb Conc.Load at(26.10,43.291[1.2 deg( Note:Special load cases occur non-concurrently with other load cases. ��s0 PRO �,f3 _,GINFF SRO 83294PE Y \ss1.s3. OREGON ICY 14.zd°0 Qr 4 Ssell Tang Ronowal 6130/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of O8e9cn,ISO. 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 TrusseCornelius OR 97113 Component erequire of tytIn ora care inyTPIafabricating,handling sa ping cticesnU and bracing., Refer er to and follow the latest shedition of SCSI porarg ry (503)357.2118 Componen Safety Information,noon,of TPI and op chord hall 'ye properly aft to performing these athing an. Installers ord s Wav tar roi attachg p eil Unlesso lions s h shown for te permanent N sate al re rope aebs sh l ave br cing in add eo an BCSI se s al Save a y asach li rigidAppDoes toe ach r tb lateral restraint bov shall have bracing installeds per s sectionso i 3,B7 af�, as wings . Apo ceiling.t ales d each face of truss and position as shownal above and on Me n ale Derails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer fo jo 's General Notes page for additional intormalion. Alpine,a division of ITW Build'irci1gC o po nts Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, orefor handling shipping,_installation and bracing of trusses. A seal on this drawing or cover page 155 Hadem listing this drawing indicates acceptanc8 f professio al engine. ng responsibility sot@1y707 the design shown.The suitability and use o is North Building,ON Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. Glenview,IL Aveve For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org SEON:340776 HIPM Ply: 1 Job Number 0722001 Cup:R7175 JRef:1XL171750002 T88 FROM:MG Qty: 1 Tigard Senior Housing DnwNo: Page 3 of 5 Truss Label: BS2 ... / ... 11/28/2022 0.25 12 =3Xl0 1114X5 =3X5 A IIIBXB T1 =10072 =3p5 E4F5 G H _I W2 . --------__ __ E _ (a) -4""141111F7 I is INA IIIlief 9 1113X5 m6X8 = F---3X54X5 N 3X5 =4X5 m4X16 I111.5X4 I1 =H0308 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.78 - 0.177 0.177 1 2x10 DF-L#2 42.01" Plywd B - C 393.40 -2985.23 0.019 0.179 0.198 1 2x10 DF-L#2 61.56" Plywd C - D 555.76 4208.27 0.298 0.500 0.797 1 2x4 HF#2 65.02" Plywd D - E 536.87 -4030.91 0.272 0.262 0.534 1 2x4 HF#2 61.51" Plywd E - F 537.00 -4021.37 0.191 0.340 0.530 1 2x4 HF#2 61.51" Plywd F - G 354.80 -2502.35 0.100 0.387 0.487 1 2x4 HF#2 61.51" Plywd G - H 1093.82 -920.84 0.045 0.392 0.437 1 2x4 HF#2 65.30" Plywd H - I 176.58 -26.71 0.036 0.257 0.294 1 2x4 HF#2 33.12" Purl 24 O - P 804.21 -789.25 0.111 0.070 0.181 2 2x4 DF-L#2 61.50" Diaph P - 0 2970.88 -408.66 0.564 0.140 0.704 1 2x4 DF-L#2 61.50" Diaph O - N 4245.15 -582.47 0.804 0.143 0.947 1 2x4 DF-L#2 61.50" Diaph N - M 4245.15 -582.47 0.604 0.094 0.898 1 2x4 DF-L#2 61.50" Diaph M - L 3995.98 -549.42 0.752 0.187 0.939 1 2x4 DF-L#2 61.50" Diaph L - K 4811.90 -711.83 0.442 0.430 0.872 1 2x4 DF-L#2 2.87" Diaph K - J 3.25 -0.49 - 0.289 0.289 2 2x4 DF-L#2 36.75" Diaph B - O 270.91 -1504.08 0.089 0.067 0.156 1 2x4 HFStand+HFStud 11.32" - B - P 3075.95 -403.74 0.640 - 0.640 1 2x4 HF#2 58.52" - C - P 159.72 -747.87 0.155 - 0.155 1 2x4 HFStand+HFStud 18.35" - C - 0 1290.95 -171.68 0.645 - 0.645 1 2x4 HFStand+HFStud 60.83" - O - D 98.08 -328.49 0.068 - 0.068 1 2x4 HFStand+HFStud 19.63" - D - M 98.69 -305.32 0.182 - 0.182 2 2x4 HFStand+HFStud 61.23" - M - F 226.37 -0.00 0.106 - 0.106 1 2x4 HFStand+HFStud 20.92" - F - L 221.08 -1653.49 0.413 - 0.413 1 2x4 HFStand+HFStud 61.66" a 1x4 CLB L - G 678.91 -32.10 0.346 - 0.346 1 2x4 HFStand+HFStud 22.20" - G - K 382.75 -2726.59 0.684 - 0.684 1 2x4 HFStand+HFStud 62.10" a 1x4 CLB K - H 1218.21 -1432.96 0.101 - 0.101 3 2x8 DF-L#2 23.56" -- K - I 33.74 -222.95 0.065 - 0.065 1 2x4 HFStand+HFStud 37.80" - I - J 97.98 -18.25 0.038 0.031 0.069 1 2x4 HFStand+HFStud 23.48" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A -3.50' 42.32' -0.11" L/398 -0.31" U135 0.00" 0.00" B 0.00' 42.40' 6X8 0.96 0.89 N 0.00" L/999 0.00" U999 0.04" 0.0T C 5.13' 42.62' 10X12 0.96 0.88 N 0.19" L/999 0.55" U557 0.04" 0.08" D 10.54' 42.85' 3X5 0.96 0.35 N 0.30" L/999 0.90" L/344 0.03" 0.05' E 15.12' 42.95' 3X5 0.96 0.75 N F 15.66' 42.96' 4X5 0.96 0.77 N 0.29" U999 0.87" 1./355 0.02" 0.02" G 20.79' 43.07' 3X10 0.96 0.71 N 0.18" L/999 0.53" 1)579 -0.03" 0.03" H 26.23' 43.18' 4X5 0.96 0.88 N -0.02" U266 -0.04" L/181 -0.03" 0.04" I 28.99' 43.18' 3X5 0.96 0.66 N -0.09" U438 -0.24" U163 -0.03" 0.04" J 28.99' 40.93' 1.5X4 0.96 0.82 N -0.09" U438 -0.24" U164 0.05" 0.10" K 25.69' 40.93' 0.00" U999 0.00" U999 0.05" 0.10" K 25.93' 40.93' 4X16 0.96 0.72 N 0.02" 1J154 0.03" U104 0.05" 0.10" L 20.50' 40.93' 4X5 0.96 0.80 N 0.19" U999 0.56" U554 0.04" 0.08" "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trutt Components of Oregon,Inc. "•IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box{a9 Trusses require extreme care in fabricating,handlings shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building cameos OR 97113 Component Safety Information,by TPI and SBCA)tri safely practices pnor to perTor ing these functions. Installers shall provide temporary (503)357.2118 bracing per SCSI.Unless noted otherwise,top chord shall have properly attadted structural sheathing and bottom chord shall have a propeBrly attaches ri id ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applica fl AqgopT plates to each face o truss and position as shown above and on the JointDetails, unless noted otherwise. Refer to ALPINE drawings 1 0A-Z'forstandard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Building,Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional engine rineq responsibilitysolely-for the design shown.The suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:340776 HIPM Ply: 1 Job Number: 0722001 Cost R 7175 JRef;1XL171750002 T88 FROM:MG Qty: 1 Tigard Senior Housing DnwNo: Page 4 of 5 Truss Label: BS2 ... / ... 11/28/2022 0.25 12 • -3X10 1114X5 =3X5 III6X8 =10X12 -.3X5E4F5 G H I A B Ti C Dl i_ (a) (a) W11 W2 011 iii 0 P O N M L �K J III =6X8 =4X5 H0308 3X5 =4X5 =4X16 1111.5X4 M 15.37' 40.93' 3X5 0.96 0.48 N 0.30" 1./999 0.88" L/352 0.03" 0.05" N 14.00' 40.93' H0308 0.96 0.86 N O 10.25' 40.93' 4X5 0.96 0.90 N 0.30" U999 0.89" 1/347 0.01" 0.02" P 5.13' 40.93' 6X8 0.96 0.75 N 0.19" 1/999 0.55" L/560 0.00" 0.00" Q 0.00' 40.93' 3X5 0.96 0.90 N 0.00" U999 0.00" L/999 0.00" 0.0D" Loads using option:User Modified Load Cases [STD.AUTO.LOAD](OC 24.00][DF 1.15][NM 1] [Partial Unbal.Lt][OC 24.00][DF 1.25)[NM 1] [MWFRS-WS1][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:6 User Modified:Yes Load Case:46 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=46.3][ 0%] 22 PLF @-3.5 to 22 @ 5.1[y=46.3]1 0%] 11 PLF @-3.5 to 11 @ 5.1(y=46.41[ 0%] 22 PLF @ 5.1 to 22 @ 15.1[y--46.3][ 0%] 22 PLF @ 5.1 to 22 @ 15.1(y--46.31( 0%] 11 PLF @ 5.1 to 11 @ 15.1[y=46.4][ 0%] 22 PLF @ 15.1 10 22 @ 26.2[y--46.3][ 0%] 22 PLF @ 15.1 to 22 @ 26.2[y=46.3]1 0%] 11 PLF @ 15.1 to 11 @ 27.9(y=46.4]( 0%] 22 PLF @ 26.2 to 22 @ 29.0[y=46.3][ 0%] 22 PLF @ 26.2 to 22 @ 29.0[y--46.3][ 0%] 11 PLF @ 27.9 to 11 @ 29.0(y=46.4]( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.811 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 2 PLF @-3.5 to 2 @ 0.0(y=35.8][ 0%] 50 PLF @-3.5 to 50 @ 5.1[y--46.3][100%] 50 PLF @ 25.7 to 50 @ 26.2[y--46.3][100%) -24 PLF @-3.5 to -24 @ 5.1[y=46.4][100%] 50 PLF @ 5.1 to 50 @ 15.1[y--46.3][100%) 50 PLF @ 26.2 to 50 @ 29.0(y=46.3][100%) -24 PLF @ 5.1 to -24 @ 15.1[y--46.4)[100%] 50 PLF @ 15.1 to 50 @ 26.2[y-46.3][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] -24 PLF @ 15.1 to -24 @ 27.9[y=46.4][100%] 50 PLF @ 26.2 to 50 @ 29.0[y--46.3][100%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8)[ 0%) -24 PLF @ 27.9 to -24 @ 29.0(y=46.41[100%1 18 PLF @ 0.0 to 18 @ 14.0[y=35.8)[ 0%) 128.00 Lbs.@ 10.8,46.3 AngIe=270 24 PLF @-3.5 to 24 @ 29.0[y-46.4][100%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.81( 0%] 128.00 Lbs.@ 17.0,46.3 AngIe=270 9 PLF @ 0.0 to 9 @ 14.0(y=35.811 0%1 128.00 Lbs.@ 10.8,46.3 AngIe=270 Brg.#1 Vert.R= 709.6#Hor.R= 0.0# 9 PLF @ 14.0 to 9 @ 29.0[y=35.8][ 0%] 128.00 Lbs.@ 17.0,46.3 Angle=270 Brg.#2 Vert.R= 962.1#Hor.R= -0.0# -624.45 Lbs.@ 26.1,46.4 AngIe=270 Brg.#1 Vert.R= 1538.7#Hor.R= 0.0# =_-_-_-_-_-_-_-_-_-=-_-_-_-_-_-_-_-_-_--=_ -38428 Lbs.@ 26.1,43.3 Angle= 1 Brg.#2 Vert.R= 1592.3#Hor.R= -0.0# [Partial Unbal.RI][OC 24.00][DF 1.25][NM 1] Brg.#1 Vert.R= 350.4#Hor.R= 384.2# _-_-_-_-_-_------------------- ------ Load Case:7 User Modified:Yes Brg.#2 Vert.R= -329.0#Hor.R= -0.0# [W S1][OC 24.00][DF 1.60][NM 1] Repetitive Factors Used:No ''--------'''----------- Load Case:2 User Modified;Yes 22 PLF @-3.5 to 22 @ 5.1[y=46.31( 0%] [MWFRS-STD.AUTO.LOAD)[OC 24.00][DF 1.60][NM 1j Repetitive Factors Used:No 22 PLF @ 5.1 to 22 @ 15.1[y=46.31[ 0%] Load Case:47 User Modified:Yes 22 PLF @-3.5 to 22 @ 5.1[y-46.4][ 0%) 22 PLF @ 15.1 to 22 @ 26.2(y-46.3]( 0%] Repetitive Factors Used:No 22 PLF @ 5.1 to 22 @ 15.1[y--46.4][ 0%] 22 PIE @ 26.2 to 22 @ 29.0[y--46.3]( 0%] 11 PLF @-3.5 to 11 @ 5.1[y=46.3][ 0%1 22 PLF @ 15.1 to 22 @ 27.9[y 46.4][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 11 PLF @ 5.1 to 11 @ 15.1[y=46.3][ 0%] 22 PLF @ 27.9 to 22 @ 29.0[y--46.4][ 0%] 50 PLF @-3.5 to 50 @ 5.1[y==46.3][100%] 11 PLF @ 15.1 to 11 @ 26.2[y--46.3)[ 0%1 4 PIE @-3.5 to 4 @ 0.0(y=35.81 0%] 50 PLF @ 5.1 to 50 @ 15.1[y=46.3][100%] 11 PIE @ 26.2 to 11 @ 29.0[y=46.3)[ 0%) 50 PLF @-3.5 to 50 @ 5.1(y--46.4][100%) 50 PLF @ 15.1 to 50 @ 25.7[y=46.31[100%1 2 PLF @-3.5 to 2 @ 0.0[y=35.811 0%] 50 PLF @ 5.1 to 50 @ 15.1(y-46.4][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] -24 PLF @-3.5 to -24 @ 5.1[y-46.3]]100%] 50 PLF @ 15.1 to 50 @ 27.9[y--46.4][100%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.81 0%j -24 PLF @ 5.1 to -24 @ 15.1(y=46.3][100%] 50 PLF'_ 27.9 to 50 @ 29.0[y=46.41[100%1 128.00 Lbs.@ 10.8,46.3 Angle=270 -24 PLF @ 15.1 to -24 @ 26.2[y=46.3)[100%] -50 PLF @-3.5 to -50 @ 29.0[y-46.4][100%] 128.00 Lbs.@ 17.0,46.3 Angle=270 -24 PLF @ 26.2 to -24 @ 29.0[y=46.3][100%] 18 PLF @ 0.0 to 18 @ 14.0(y=35.81 0%1 Brg.#1 Vert.R= 1549.3#Hor.R= -0.0# 9 PLF @ 0.0 to 9 @ 14.0[y=35.8]( 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8][ 0%] Brg.#2 Vert.R= 1416.6#Hor.R= -0.0# 9 PLF @ 14.0 to 9 @ 29.0[y=35.8]1 0%] 1300.00 Lbs.@ 26.1,46.4 Angle=270 ==-_==_-=_==_-_•_-_-_•_-_-_-_-_-_-_-_-= 85.28 Lbs.@ 10.8,46.3 Angle=270 800.00 Lbs.@ 26.1,43.3 Angle= 1 65.28 Lbs.@ 17.0,46.3 Angle=270 Brg.#1 Vert.R= 512.7#Hor.R= -799.8# Brg.#1 Vert.R= -25.8#Hor.R= 0.0# Brg.#2 Vert.R= 2021.2#Hor.R= -0.04 Brg.#2 Vert.R= 14.0#Hor.R= -0.0# _----------- OC 24.00][DF NM 1]__---------------______ ---------------------------_____-_-_----- "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss components oforegm,Inc. '*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P. O.8loz 088 e7tts Trusses require extreme care in fabricating,handling,shipping,installing and braciing. Refer to nd follow the latest edition of BCSI(Building co ets=OR Component Safety Information,by TPI and SBCA)Mr safety pactices pnor to performing these functions. Installs shall rovide temporarryN 118 bracing per BCSI.Unless noted Otherwise,top chord shall have properly attached structural sheathing and_Installers shall haY@a prope attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have braclng�Ljnstalled per BCSI sections B3,87 0 610, as applicable. Apply plates to each face of truss and position as shown above and on the Joint'Details,, unless noted otherwise. Prefer to ALPINE' drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,an failure to build the -.. truss in conformance with ANSI/l PI 1, or for h ndhnu shpping installs ion and bracingof trusses. A seal oiithis dial Mg or cover pa a 155 Harlem Ave listing this drawing,indicates acceptance of profaassrrgorlaal engc�iineanrmw1 responsibility solelyor the design shown.The suds illy and use of this North Building,drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. Glenview, 4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponenis.com;ICC:iccsafe.org;AWC:awc.org SEON:340776 HIPM Ply: 1 Job Number: 0722031 Cust:R 7175 JRef:1XL171750002 T86 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 5 of 5 Truss Label: BS2 ... / ... 11/28/2022 0.25 12 3X5 w3X10 1114X5 =3X5 IIIBXB Ti =10C12 =3X5 E4F5 A B W2 (a) (a) W11 III3X5 =6X8 =4X5 N =3X5 =4X5 4X16 1111.5X4 H0308 Load Case:3 User Modified:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y--46.4][ 0%] 22 PLF @ 5.1 to 22 @ 15.1(y--46.4]f 0%] 22 PLF @ 15.1 to 22 @ 27.9[y=46.411 0%] 22 PLF @ 27.9 to 22 @ 29.0[y-46.4][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8]( 0%] -50 PLF @-3.5 to -50 5.1[y=46.4000%1 -50 PLF CO 5.1 to -50 @ 15.1[y=46.4][100%] -50 PLF @ 15.1 to -50 @ 27.9[y--46.411100%] -50 PLF @ 27.9 to -50 @ 29.0[y--46.4][100%] 50 PLF @-3.5 to 50 @ 29.0[y=46.41[100%1 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8]( 0%] -1300.00 Lbs.@ 26.1,46.4 Angle 270 4300,00 Lbs.@ 26.1,43.3 Angle= 1 Brg.#1 Vert.R= 692.4#Hor.R= 799.8# Brg.#2 Vert.R= -724.9#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tens CompOrnrin of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boo 488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI`Building Cornelius OR 97113 Component Sg fety Information,by TPI and SBCA)Mr safely practices prior to performing these functions. Installers shall provide terhporary (903)357-2118 bracing per BSI.Unless noted otherwise,top chord shall have properly attached structural sheathingand botto chord shall hav a!mopen attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instlled per BCSI sections B3,B7 or 0,y as applicable. Appl plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buildin omponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI1, or for ha2ndling, shi ping installation end bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional en Ine ring responsibility sotelyTor the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:340774/ HIPM Ply 1 Job Number: 0722001 Cust:R7175 JRef1XL171750002 T89 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.13880 Page 1 of 5 Truss Label: BS3 BFR / RTT 11/28/2022 5190 106.8 15'8" 1711• 2011• 25'11"2 28'11.14 5'1"10 54"14 I 5'1"8 23"4 ' 2'11"12 5'0"2 I 3'0"12 0.25 12 v III6X8 Ti =10X12 3X5 w4X5 w3X5 a3X10 1113X5H w3X5 A B [C]] T �\ \\ (a) vv.', 1 Liv W2 `� \� N 8 �X5 w6X8 4X5 _� 3X5 4X5 w4XX1(6 1111.5X 1113 w ss 4 308 1 2511" A 3'0"14--H 5'1" 5'2" 3'9" 1'4" 51"8 5'5"2 3'0"12 -36" 5'1" 10'3" 14' I 15'48 20'6" I 25'11"2 I 28'11"14I Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,PI In PSF) DeNCSI Criteria •Maximum Reactions Obit) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.304 D 999 360 Loc R. I R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.593 0 519 240 Q 1549 I- /800 /631 /125 /384 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.052 J - - K 2033 /-737 /0 /689 /334 /0 Des Ld: 45.00 EXP:B Kzt NA HORZ(TL): 0.101 J - - Wind reactions based on MWFRS Mean Height:42.93 ft BuildingCode: Creep Factor:2.0 0 Brg Wid=5.5 Min Reg= 1.7(Truss) Soffit: 2.0.00 BCDL:4.2 psf K B Wid=5.5 Min Re 1.8(Truss) Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.794 Bearings 0&K are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.947 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.997 Members not listed have forces less than 375# 9 Maximum Top Chord Forces Per Ply Ohs) Loc.from endwall:Any FT/RT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver:21.02.008.1108.20 B-C 396-2995 F-G 363 -2547 Lumber C-D 553.4209 G-H 1025 -863 D-E 538-4031 H-I 1025 -863 Top lard 2x4 HF#2 T1 2x10 DP-L#2; E-F 363-2553 Bot chord 2x4 DF-L#2 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Maximum Bot Chord Forces Per PlyIbs W 11 2x8 DF-L#2; ( ) Chords Tens.Comp. Chords Tens. Comp. Bracing CI-P 804 -789 N-M 4246 -574 (a)Continuous lateral restraint equally spaced on P-0 2971 -405 M-L 3995 -544 member. 0-N 4246 -574 L-K 4913 -718 Purlins Maximum Web Forces Per Ply(lb.) In lieu of structural panels use purlins to brace all flat Webs Tens.Comp. Webs Tens. Comp. TC@24"oc. B-0 281 -1504 E-L 213 -1603 B-P 3076 -406 L-G 658 -28 Wind C-P 160 -748 G-K 378 -2741 Wind loads based on MWFRS with additional C&C C-0 1292 -175 H-K 1161 -1384 member design. Ep PROF End verticals not exposed to ,`A wind pressure. FL FSS Right cantilever is exposed to wind `Dj ��G)NI k- /0 O Additional Notes Ili 83294PE 9 Negative reaction(s)of-737#MAX.from a non-wind it load case requires uplift connection.See Maximum Reactions. The maximum horizontal reaction is 800# OREGON 134 �Lr 14,20ac, q. ' elf Tat' Renewal 6/30/2024 1128/2022 ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Componenle of Oregon,Inc, '*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses rea ite extreme care in fabricating haandlingg shipping,installing and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component�yafety Information,b TPI and SBCA)for safety pactices 7ior to performing these functions. Installers shall provide temporaryf5o31357•ztle bracing per i3CSl.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a prro4ge¢ y attached ceiling.Locations shown for permanent lateral resraint of webs shall have bracing installed per BCSI sections 53,B7 o B10, as applicable. Ap i plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE' ^ , drawings 16 -Z foro standard plate positions.Refer to job's General Notes page for additional information. �LPP�I NN Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,.Nm„cow1NY truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracng otrusses,. A seal on this drawing or cover page 155 Harlem Ave listing this drawin Indicates acceptance of professional en 4meenng responsibility solely-for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 • SEON:340774 / HIPM Ply: 1 Job Number: 0722001 Oust R7175 JRef:1XL171750002 119 FROM:MG ay: 1 Tigard Senior Housing OrwNo: 332.22.0740.13889 Page 2 of 5 Truss Label: BS3 BFR I RTT 11/2812022 Special Loads 1 —(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 72 plf at -3.50 to 72 p9 al 28.99 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 pif at 0.00 to 18 p0 al 28.99 TC: 128 lb Cone.Load at 10.77,16.98 Spacial loads 2 --(Lumber Dur.Fac=1.60/Plate Dur.Fac.=1.60) TC:From 22 plf at -3.50 to 22 plf at 28.99 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 p8 at 0.00 to 18 plf at 28.99 TC:1300 lb Canc.Load at 26.08 PL- 800 lb Conc.Load at(28.08,43.11)1360.0 deg) Special loads 3 ----(Lumber Dur.Fac=1.60/Plate Dur.Fac.=1.60) TC:From 22 plat -3.50 to 22 plf at 28.99 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 plf at 0.00 to 18 plf at 28.99 TC:-1300 lb Conc.Load at 26.08 PL- -800 lb Conc.Load at(26.08,43.11)1360.0 deg] Note:Special load cases occur non-concurrently with other load cases. ���EO PROFESS O�5 4G4. 83294PE .r� OREGON r(� sty 14,2pe0 (Q! SSelI Tan Renewal 6/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components or Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in tabn'Catin 1landling shipping,inatallin and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safely Information,by TPI and'SBCA)tbi safety practices pprior to performing these functions. Installs s shell provide temporary 15o3p57-2118 bracing per BCSI.Unless Holed olhervnse,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections�3,87 or 610 as applicable. Aqpopl plates to each face o1 truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to' A L.PI N E drawings 160A-Z'for sandard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Building1 Components Group Inc.shall not be responsible for any deviation from this drawing,anyfailure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping.,installation and bracing of trusses. A seal on this drawing or cover page 155 Ave listing this drawing indicates acceptance of professionl engg�m� eerng responsibility solely-tor the design shown.The suitability and use of this North Harlem4rh Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. Building, For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEQN:340774 HIPM Ply: 1 Job Number: 0722001 Cuss R7175 JRaf:1XL171750002 Tag FROM:MG Qty: 1 Tigard Senior Homing OrwNo: Page 3 of 5 Tress Label: BS3 ... ! ... 11/26/2022 0.25 2 1118X8 =10X12 =4X5 =3X5 =3X10 1113X5 =3X5 A B T1 3X5- E F G H 1 W11 W2 cc I ; O N M I113X5 6X8 =4X5 =3X5 =4X5 4X16 1111.5X4 =H0308 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.78 - 0.177 0.177 1 2x10 DF-L#2 42.01" Ptywd B - C 395.97 -2985.31 0.019 0.179 0.198 1 2x10 DF-L#2 61.56" Plywd C - D 553.00 -4209.11 0.298 0.496 0.794 1 2x4 HF#2 65.02" Plywd D - E 537.77 -4030.53 0.191 0.337 0.528 1 2x4 HF#2 61.51" Plywd E - F 362.82 -2552.79 0.180 0.431 0.611 1 2x4 HF#2 61.54" Plywd F - G 362.68 -2546.78 0.222 0.459 0.681 1 2x4 HF#2 61.54" Purl 24 G - H 1024.88 -863.30 0.041 0.317 0.358 1 2x4 HF#2 61.63" Pud 24 H - I 1024.88 -863.30 0.041 0.317 0.358 1 2x4 HF#2 36.75" Purl 24 Q - P 804.45 -789.49 0.111 0.070 0.181 4 2x4 DF-L#2 61.50" Diaph P - 0 2970.95 -405.46 0.564 0.140 0.705 1 2x4 OF-L#2 61.50" Diaph O - N 4246.08 -573.91 0.804 0.143 0.947 1 2x4 DF-L#2 61.50" Diaph N - M 4246.08 -573.91 0.804 0.092 0.897 1 2x4 DF-L#2 61.50" Diaph M - L 3995.41 -544.42 0.752 0.189 0.941 1 2x4 DF-L#2 61.50" Diaph L - K 4913.01 -718.08 0.451 0.434 0.885 1 2x4 DF-L#2 2.88" Diaph K - J 7.22 -4.60 - 0.289 0.290 4 2x4 DF-L#2 36.75" Diaph B - Q 281.45 -1504.18 0.089 0.067 0.156 1 2x4 HFStand+HFStud 11.32" - B - P 3076.03 -406.39 0.640 - 0.640 1 2x4 HF#2 58.52" - C - P 160.43 -747.81 0.155 - 0.155 1 2x4 HFStand+HFStud 18.35" - C - 0 1291.76 -174.92 0.645 - 0.645 1 2x4 HFStand+HFStud 60.83" - O - D 99.14 -329.08 0.068 - 0.068 1 2x4 HFStand+HFStud 19.63" - D - M 73.23 -284.09 0.170 - 0.170 4 2x4 HFStand+HFStud 61.23" - M - E 218.15 -0.00 0.106 - 0.106 1 2x4 HFStand+HFStud 20.92" - E - L 212.53 -1602.66 0.997 - 0.997 1 2x4 HFStand+HFStud 61.66" - L - G 658.38 -28.37 0.336 - 0.336 1 2x4 HFStand+HFStud 21.48" - G - K 377.86 -2741.01 0.685 - 0.685 1 2x4 HFStand+HFStud 61.85" a 1x4 CLB H - K 1161.05 -1384.14 0.097 - 0.097 5 2x8 OF-L#2 21.48" - K - I 82.10 -280.66 0.071 - 0.071 4 2x4 HFStand+HFStud 36.60" - I - J 98.02 -18.94 0.037 0.030 0.067 1 2x4 HFStand+HFStud 21.48" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A -3.50' 42.32' -0.11" U399 -0.31" U135 0.00" 0.00" B 0.00' 42.40' 6X8 0.96 0.89 N 0.00" U999 0.00" L1999 0.04" o.or C 5.13' 42.62' 10X12 0.96 0.88 N 0.19" U999 0.55" U557 0.04" 0.08" D 10.54' 42.85' 3X5 0.96 0.35 N 0.30" U999 0.89" U344 0.03" 0.05" E 15.66' 42.96' 4X5 0.96 0.75 N 0.29" 1./999 0.86" U356 0.02" 0.02" F 17.94' 43.01' 3X5 0.96 0.95 N 0.29" U999 0.85" 1.1362 0.02" 0.02" G 20.79' 43.01' 3X10 0.96 0.69 N 0.18" U999 0.53" U577 -0.02" 0.03" H 25.93' 43.01' 3X5 0.96 0.98 N 0.02" L/139 0.03" U95 -0.03" 0.04" I 28.99' 43.01' 3X5 0.96 0.74 N -0.09" U433 -0.24" U166 -0.03" 0.04" J 28.99' 40.93' 1.5X4 0.96 0.82 N -0.09" 1./432 -0.24" L/166 0.05" 0.10" K 25.69' 40.93' 0.00" U999 0.00" U999 0.05" 0.10" K 25.93' 40.93' 4X16 0.96 0.73 N 0.02" 11152 0.03" U103 0.05" 0.10" L 20.50' 40.93' 4X5 0.96 0.77 N 0.19" U999 0.56" U553 0.04" 0.08" "'WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tmee Casements of Oregon,Inc. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa 488 Trusses require extreme care in to ling hegdling shipping installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)foi safely practices poor to performing these functions. Installers shall provide temporary (903)3572118 bracing per BCSI,,Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceding.Locations shown for permanent lateral restraint o webs shall have bracing installed per BCSI sections 33,B7 or B10, as applicable. Apply plates to each face of Bugs and position as shown above and on the JointDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z'for stanard ate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Building.Components Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,,not, and bracingof trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professionl engineering responsibility solelyor the design shown.The suitability and use of this drawing for any strcture is the responsibility of the Building esigner per ANSI/T I 1 Sec2. North Building,4th Floor For more information see these web sites:Alpine:alpineltw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340774 HIPM Ply: 1 Job Number. 0722001 Cust:R7175 JR&:1XL171750002 Tag FROM:MG Oty: 1 Tigard Senior Housing DiwNo: Page 4 of 5 Truss Label: BS3 ... I ... 11/28/2022 0.25 12 v 10X12 =4X5 =3X5 =3X10 1113X5 ---3X53X5 A B III6X8 = T1 C _3D5 E F G H I �\ ) u Wit W2 \�rii t 0 III =6X8 = :--..-3X5 =4X5 N 3X5 4X5 =4X16 1111.5X4 H0308 M 15.3T 40.93' 3X5 0.96 0.48 N 0.30" U999 0.87" U352 0.03" 0.05" N 14.00' 40.93' H0308 0.96 0.86 N O 10.25' 40.93' 4X5 0.96 0.90 N 0.30" U999 0.89" U347 0.01" 0.02" P 5.13' 40.93' 6X8 0.96 0.75 N 0.19" L/999 0.55' U561 0.00" 0.00" O 0.00' 40.93' 3X5 0.96 0.92 N 0.00" L1999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases [S-TD.AUTO.LOAD][OC 24.00][DF 1.15][NM 1] [Partial Unbal.Lt][OC 24.00][DF 1.25][NM 1] [MWFRS-WS11[OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:6 User Modified:Yes Load Case:46 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF Q-3.5 to 22 @ 5.1[y=46.2][ 0%] 22 PLF @-3.5 to 22 @ 5.1[y=46.2J[ 0%) 11 PLF Q-3.5 to 11 Q 5.1 1y=46.2][ 0%] 22 PLF @ 5.1 to 22 @ 17.9[y=46.21 0%] 22 PLF Q 5.1 to 22 @ 17.9[y--46.2][ 0%] 11 PLF Q 5.1 to 11 @ 17.9[y--46.2][ 0%] 22 PLF @ 17.9 to 22 @ 29.0[y--46.21[ 0%] 22 PLF @ 17.9 to 22 @ 29.0[y=46.21[ 0%] 11 PLF Q 17.9 10 11 Q 29.0[y--46.2J[ 0%) 4 PLF @-3.5 to 4 @ 0.0[y=35.8)1 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.81[ 0%] 2 PLF @-3.5 to 2 @ 0.0[y=35.8]] 0%] 50 PLF Q-3.5 to 50 @ 5.1[y=46.2][100%] 50 PLF @ 25.7 to 50 @ 29.0[y=46.2][100%] -24 PLF @-3.5 to -24 @ 5.1[y-46.2][100%] 50 PLF Q 5.1 to 50 @ 17.9[y=46.2][100%] 18 PLF Q 0.0 to 18 @ 14.0[y=35.B][ 0%] -24 PLF @ 5.1 to -24 @ 17.9[y=46.2][100%] 50 PLF @ 17.9 to 50 @ 29.0[y=46.2][100%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8][ 0%] -24 PLF @ 17.9 to -24 @ 29.0[y--46.2l100%] 18 PLF @ 0.0 to 18 @ 14.0 1y=35.8][ 0%] 128.00 Lbs.@ 10.8,46.2 Angle=270 24 PLF @-3.5 to 24 @ 29.0[y=46.4100%1 18 PLF @ 14.0 to 18 @ 29.0[y=35.8][ 0%] 128.00 Lbs.@ 17.0,46.2 Angle=270 9 PLF @ 0.0 to 9 to 14.0[y=35.8][ 0%) 128.00 Lbs.@ 10.8,46.2 Angle=270 Brg.#1 Vert.R= 709.7#Hor.R= 0.0# 9 PLF @ 14.0 to 9 @ 29.0[y=35.81[ 0%] 128.00 Lbs.@ 17.0,46.2 Angle=270 Brg.#2 Vert.R= 962.2#Hor.R= -0.01} -384.01 Lbs.Q 26.1,43.1 Angle=360 Brg.#1 Vert.R= 1538.8#Hor.R= -0.0# -------------------------------------------- -624.02 Lbs.@ 26.1,46.2 Angle=270 Brg.#2 Vert.R= 1592.5#Hor.R= -0.0# [Partial Unbal.RI][OC 24.00][DF 1.25][NM 1] Brg.#1 Vert.R= 348.0#Hor.R= 384.0# -------------------------- ----------- Load Case:7 User Modified:Yes Brg.#2 Vert.R= -334.2#Hor.R= -0.0# [WS11[OC 24.00][DF 1.60][NM 1] Repetitive Factors Used:No ----------------------- ----------- Load Case:4 User Modified:Yes 22 PLF @-3.5 to 22 @ 5.1[y=46.21[ 0%1 [MWFRS-STD.AUTO.LOAD][OC 24.00][DF 1.60]]NM 1] Repetitive Factors Used:No 22 PLF Q 5.1 to 22 @ 17.9[y=46.2][ 0%] Load Case:47 User Modified:Yes 22 PLF @-3.5 to 22 @ 5.1[y--46.2][ 0%] 22 PLF C 17.9 to 22 @ 29.0[y--46.2][ 0%] Repetitive Factors Used:No 22 PLF @ 5.1 to 22 @ 17.9[y--46.2][ 0%] 4 PLF @-3.5 to 4'p 0.0[y=35.8][ 0%] 11 PLF Q-3.5 to 11 @ 5.1 1y=46.2][ 0%] 22 PLF @ 17.9 to 22 @ 29.0[y-46.21[ 0%] 50 PLF @-3.5 to 50 Q 5.1[y=46.2][100%] 11 PLF @ 5.1 to 11 @ 17.9[y=46.211 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.811 0%] 50 PLF @ 5.1 to 50 @ 17.9[y 46.21[100%] 11 PLF @ 17.9 to 11 @ 29.0[y-46.2J[ 0%) 50 PLF @-3.5 to 50 @ 5.1[y=46.2][100%] 50 PLF @ 17.9 to 50 C 25.7[y--46.2][100%] 2 PLF @-3.5 to 2 @ 0.0[y=35.811 0%] 50 PLF @ 5.1 to 50 @ 17.9[y--46.2][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] -24 PLF @-3.5 to -24 @ 5.1[y-46.211100%] 50 PLF Q 17.9 to 50 @ 29.0[y=46.211100%] 18 PLF @ 14.0 to 18 E 29.0[y=35.8][ 0%] -24 PLF @ 5.1 to -24 @ 17.9[y=46.2][100%] -50 PLF E-3.5 to -50 @ 29.0[y-46.2][100%] 128.00 Lbs.@ 10.8,46.2 Angle=270 -24 PLF @ 17.9 to -24 @ 29.0[y--46.2X100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.81[ 0%] 128.00 Lbs.@ 17.0,46.2 Angle=270 9 PLF @ 0.0 to 9 to 14.0[y=35.811 0%] 18 PLF @ 14.0 to 18 Q 29.0[y=35.8J[ 0%] Brg.#1 Vert.R= 1549.4#Hor.R= -0.0ft 9 PLF @ 14.0 to 9 @ 29.0[y=35.8J[ 0%] 800.00 Lbs.@ 26.1,43.1 Angle=360 Brg.#2 Verl.R= 1416.7#Hor.R= -0.0# 65.28 Lbs.@ 10.8,46.2 Angle=270 1300.00 Lbs.@ 26.1,46.2 Angle=270 ----------------------------------------------- 65.28 Lbs.@ 17.0,46.2 Angle=270 Brg.#1 Vert.R= 517.7#Hor.R= -800.00 Brg.#1 Vert.R= -25.6#Hor.R= 0.0# Brg.#2 Vert.R= 2033.1#Hor.R= -0.0# Brg.#2 Vert.R= 14.2#Hor.R= -0.00 Load Case:5 User Modified:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y--46.2][ 0%] 22 PLF @ 5.1 to 22 @ 17.9[y=46.2][ 0%] "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components or Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boxox OR 97113 Trusses require extreme care in fabi.igating,hCndl n� shipping installing,and bracing..Refer to and follow the latest edition of SCSI(Building Co,,e157 OR Component Safety Information,by TPI an handling, sa ety practices poor to performing these functions. Installers shall provide temporaryrl bracing118 per BCSI.Unless noted otherwise,top chord shall have properl attached structural sheathing and bottom chord shall have_a prope y attachd ngid ceiling Locations shown for permanent lateral restraint ofwebs shall have bracing installed per BCSI sections 63,B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Joentt-Dit unless noted otherwise. Defer to' ALPINE drawings 160A-Z for standard ate positions.Refer to lob's General Notes page for additional information. Alpine a division of ITW Building Components Group Inc.shall not be respponsible for any deviation from this drawing,any,failure to build the Truss In conformance with es acceptance PI 1, or for handling, shipping installation and bracinrIgg t trusses. A seal orilhis drawmg or cover papa 155 Harlem Ave listing thi drawing,indicates acceptance of professional engineernng responsibility s1 Sec.or the design shown.The suBabili and use of this North Building,tor any structure is the responsibility of the Building-Designer per ANSIrrPI 1 Sec.2. 4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340774 HIPM Ply 1 Job Number: 0722001 Cum:R7175 JRet 1XL171750002 789 FROM:MG City: 1 Tigard Senior Housing DrwNo: Page 5 of 5 Truss Label: B83 ... I ... 11/28/2022 0,25 12 IIIBXB =10X12 =3X5 w4E5 w3F5 =3X10G 1ll3H5 =3X5 A B T1 C DH I. ---.-----—....._.________...._.........L.•(-------..._._s......_..._............_._.,_.._ (a) wi 1 P O N M rH684 " 3LKJ =H0X5 =4X5 w4X16 III1.5X4 308 22 PLF @ 17.9 to 22 C 29.0(y=46.2] 0%] 4 PLF @-3.5 to 4 @ 0.0[ye35.811 0%] -50 PLF @-3.5 to -50 @ 5.1(y--46.2][100%] -50 PLF @ 5.1 to -50 @ 17.9[y=46.2][100%] -50 PLF @ 17.9 to -50 C 29.0 ty--46.2][100%] 50 PLF @-3.5 to 50 @ 29.0[y=46.2][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8]( 0%] -800.00 Lbs.@ 26.1,43.1 Angle=360 -1300.00 Lbs.@ 26.1,46.2 Angle=270 Brg.#1 Vert.R= 687.4#Hor.R= 800.0# Brg.#2 Vert.R= -736.7#Hor.R= -0.0# "'WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tti•"Components of Ore9en,Inc. "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating.,hhgndling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Comellus OR 97113 Component gg fety Information,by TPI and SBCA)for safety practices prior to erfor ing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted Otherwise,top chord shall have proper attached structural sheathing and bottom chord shall hayYs a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections ,3,87 or 6•10, as applicabie. Appl plates to each face of truss and position as shown above and on the Joint petails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI//TPI 1, or for h ndling, shipping,_installation.andd bracing of trusses,. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of pro sional en lneenng responsibility solely-tor the design shown.The suitability and use of this North Building,4th Floor drawing for any srcture is the responsibility of the Building-DDesigner per ANSI/TPI I 1 ec.2. For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC;Iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEON:340772/ HIPM Ply 1 Job Number: 0722001 Cost:R 7175 JRef:1 XL171750002 T90 FROM:MG ON: 1 Tigard Senior Housing DrwNo: 332.22.0740.14341 Page 1 of 5 Truss Label: 1384 BFR / RTT 11/28/2022 I 5'1"10 I 10'6"8 I 1511"4 I 20'11" I 25'11"2 I 26'11'14, 51.10 5'4'14 5'492 4'11"12 5'0"2 3'0'12 0.25 12 A 1116X8 Ti =10X12 =3X5 w5E10 =3X10 III3X5 m3X5 6 • T l `� \\\\\\\\�` (a> cart T �Fi� N L �J I III3X5 =6XX8 w4X5 _pi0308 3X5 =4X5 =4X16 III1.5X4 . k 2511" 1 3'0"14--{ I----3'6" I_ 51" I 52' 39• I- 1'4"8 5'1.8 I 5'S"2 I 3'0'12 5'1' 10'3" 14' 15'4 8 20'8" 2511'2 28'11.14 Loading Criteria(pan Wind Criteria Snow Criteria (Pg,Pt in PSF) D.NCSI Criteria ♦Maximum Reactions fibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in Ioc LJdefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specifled) Ce:1.0 VERT(LL): 0.305 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.595 D 518 240 p 1549 /- /800 /631 /125 /384 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(TL): 0.052 I - - J 2032 /-735 /0 /995 /333 /0 Des Ld: 45.00 FRCP:B Kzt:NA HORZ(TL): 0.101 I - - Wind reactions based on MWFRS Mean Height:42.91 ft Building Code: Creep Factor:2.0 P Brg Wid=5.5 Min Req=1.7(Truss) Soffit 2 NCBCLL:fltt2.00 0.00 TCDL:4.2 psf J Brg Wid=5.5 Min Req= 1.8(Truss) B 4.2 psf IBC 2018 Max TC CSI: 0.719 Bearings P&J are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.947 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.926 Maximum Top Chord Forces Par Ply(Ibs) Loc.from endwall:Any FT/RT:4(0y4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE HS VIEW Ver:21.02.008.1108.20 B-C 395-2982 E-F 369 -2593 C-D 566-4217 F-G 1028 -863 Lumbar D-E 529-3999 G-H 1028 -863 Top chord 2x4 HF#2 T1 2x10 DF-L#2; Bot chord 2x4 DF-L#2 Maximum Bet Chord Forces Pot Ply fibs)W 11 2x8 DF-L#2; Webs 2x4 F Standard+HF Stud:W 2 2x4 HF#2; Chords Tens.Comp. Chords Tens. Comp. P-O 804 -790 M-L 4255 -576 Bracing 0-N 2968 -403 L-K 3932 -537 (a)Continuous lateral restraint equally spaced on N-M 4255 -576 K-J 5005 -730 member. Maximum Web Forces Per Ply(lba) Purina Webs Tens.Comp. Webs Tens. Comp. In lieu of structural panels use purlins to brace all flat B-P 282-1504 E-K 200 -1499 TC @ 24"oc. B-O 3073 -406 K-F 646 -27 C-0 160 -746 F-J 3E2 -2782 Wind C-N 1304 -179 G-J 1165 -1387 Wind loads based on MWFRS with additional C&C member design. R�p PROF End verticals not exposed 10 wind pressure. A, ICS+S Right cantilever is exposed to wind O.. ��G 1 Ni EQ� ,O2 Additional Notes 83294PE y Negative reaction(s)of-735#MAX.from a non-wind load case requires uplift connection.See Maximum Reactions. The maximum horizontal reaction is 800# Y 14.29\\.......:REGON............) SSlI Tao Renewal 6/30/2024 11/28/2022 '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fobncalin99 handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building Comelbe OR 97113 Component Safety Information,by TPI and'SBCA)f safety practices prior to performing these functions. Installers shall provide to porery (503)357-21/8 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral resraint of webs shall have bracing instlled per BCSI sections 53,B7 or B10, as applicable. Apply plats 10 each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE. drawings 160A-Z'for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSI.,. 11, or for handling, shipping.,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing thisdrawing,indicates acceptance of professional en meeng respon�9ibi)''ty s letYfor the design shown. he sultablliry and use of this North Building,4th Floor drawing o any srcture is the responsibility of the Budding-DDesigner per ANSI/ I 1 9ec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 80025 SEQN:340772 / HIPM Ply: 1 Job Number.0722001 Cast:R7175 JRef:1XL171750002 T90 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: 332.22.0740.14341 Page 2 of 5 Trues Label: BS4 BFR I RTT 11/28/2022 Special Loads 1 —(Lumber Dur.Fac.=1.151 Plate Dur.Fac.=1.15) TC:From 72 plf at -3.50 to 72 plf at 28.99 BC:From 4 plf at -3.50 to 4 Of at 0.00 BC:From 18 plf at 0.00 to 18 plf at 28.99 TC: 128 lb Cone.Load at 10.77,16.98 Special loads 2 —(Lumber Dur.Fac.=1.60 Plate Dur.Fac.=1.60) TC:From 22 p11 at -3.50 to 22 p8 at 28.99 BC:From 4 p8 at -3.50 to 4 plf at 0.00 BC:From 18 p8 at 0.00 to 18 pE at 28.99 TC:1300 lb Conc.Load at 26.08 PL- 800 lb Conc.Load at(26.23,43.07)[360.0 deg] Special loads 3 —(Lumber Our.Fac.=1.60/Plate Dur.Fae.=1.60) TC:From 22 p8 at -3.50 to 22 plf at 28.99 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 pH at 0.00 to 18 plf at 28.99 TC:-1300 lb Conc.Load al 26.08 PL- -800 lb Conc.Load at(26.23,43.07)[360.0 deg] Note:Special load cases occur non-concurrently with other load cases. • V1 PROFESS 0�6 aGIN6-F �O 83294PE OREGON /34. `-LT 14.84 m *sell Tar' Renewal 8/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.he. "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,handling,shipping,installingg''and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI ana SBCA)fb safety practices pnor to performing these functions. Installers shall.provide terbporarr( (503ps7-2118 bracing per SCSI.Unless noted otherwise,top chord shall have property attached structural sheathingand bottom chord shall have a pprope y attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instlled per BCSI sections B3,B7 Sr B10, as applicable. Appl plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to Job's General Notes page for additional information. Alpine,a division of ITW BuildinQComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page Harlem Ave listing this drawing indicates acceptance p professional enaiineenng responsibility solely-Tor the design shown.The suitability and use of this 155rth drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Building,4th Floor For more information see these web sites:Alpine:alpineitw.corn;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview.IL 60025 SEQN:340772 HIPM Ply: 1 Job Number. 0722001 Oust:R7175 JRef:IXL171750002 790 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Pegs 3 of 5 Truss Label: BS4 ... / ... 11/28/2022 0.25 12 III6X8 T7 m10X12 w3p w5E10 w3X10 1113X5E w3X5 A B (a) Wtt W2 ) I ) P O N M L K 1.1J I 1113X5 m-6X8 =4X5 m3X5 =4X5 m4X16 1111.5X4 =H0308 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.78 - 0.177 0.177 1 2x10 DF-L#2 42.01' Plywd B - C 395.19 -2981.99 0.019 0.179 0.198 1 2x10 DF-L#2 61.56" Plywd C - D 555.94 4217.46 0.299 0.420 0.719 1 2x4 HF#2 65.02' Plywd D - E 529.49 -3999.02 0.291 0.364 0.655 1 2x4 HF#2 64.80" Plywd E - F 368.52 -2592.72 0.182 0.412 0.595 1 2x4 HF#2 58.25' Purl 24 F - G 1027.53 -863.20 0.041 0.321 0.362 1 2x4 HF#2 61.63" Purl 24 G - H 1027.53 -863.20 0.041 0.321 0.362 1 2x4 HF#2 36.75' Purl 24 P - 0 804.45 -789.51 0.111 0.070 0.181 2 2x4 DF-L#2 61.50" Diaph O - N 2967.58 -403.23 0.564 0.142 0.706 1 2x4 DF-L#2 61.50" Dlaph N - M 4255.44 -575.70 0.806 0.141 0.947 1 2x4 DF-L#2 61.50' Diaph M - L 4255.44 -575.70 0.806 0.086 0.892 1 2x4 DF-L#2 61.50" Diaph L - K 3931.83 -536.86 0.739 0.194 0.933 1 2x4 DF-L#2 61.50' Diaph K - J 5004.89 -730.03 0.459 0.439 0.898 1 2x4 DF-L#2 2.88" Diaph J - I 7.29 -4.63 0.001 0.287 0.288 2 2x4 DF-L#2 36.75" Diaph B - P 281.52 -1504.30 0.089 0.067 0.156 1 2x4 HFStand+HFStud 11.32" - B - 0 3072.55 -405.56 0.639 - 0.639 1 2x4 HF#2 58.52" - C - 0 160.08 -746.30 0.155 - 0.155 1 2x4 HFStand+HFStud 18.35' - C - N 1304.31 -178.90 0.651 - 0.651 1 2x4 HFStand+HFStud 60.83" - N - D 100.69 -334.59 0.069 - 0.069 1 2x4 HFStand+HFStud 19.63" - D - l 68.66 -306.96 0.189 - 0.189 1 2x4 HFStand+HFStud 61.23' - L - E 234.54 -0.00 0.120 - 0.120 1 2x4 HFStand+HFStud 20.92" - E - K 199.72 -1499.00 0.926 - 0.926 1 2x4 HFStand+HFStud 61.41" - K - F 645.51 -26.98 0.329 - 0.329 1 2x4 HFStand+HFStud 20.98" - F - J 382.41 -2781.62 0.694 - 0.694 1 2x4 HFStand+HFStud 61.68" a 1x4 CLB G - J 1164.75 -1386.56 0.097 - 0.097 3 2x8 DF-L#2J - H 81.50 -282.17 0.070 - 0.070 2 2x4 HFStand+HFStud 36.30" - H - I 97.48 -19.02 0.036 0.031 0.067 2 2x4 HFStand+HFStud 20.98" - Joint x y Plate Cq JSI Method deflY(L) daflY(T) dellX(L) deflX(T) A -3.50' 42.32' -0.11' U397 -0.31" U134 0.00" 0.00- B 0.00' 42.40' 6X8 0.96 0.89 N 0.00" L/999 0.00" U999 0.04" 0.07" C 5.13' 42.62' 10X12 0.96 D.88 N 0.19" L/999 0.55 11556 0.04" 0.08" D 10.54' 42.85' 3X5 0.96 0.35 N 0.30" 1/999 0.90" 11343 0.03" 0.05" E 15.94' 42.9T 5X10 0.96 0.70 N 0.29" U999 0.86' L/359 0.02" 0.02" F 20.79' 42.9T 3X10 0.96 0.69 N 0.19" U999 0.55" U563 -0.02' 0.03" G 25.93' 42.9T 3X5 0.96 0.99 N 0.02" U141 0.03" L/96 -0.03" 0.04" H 28.99 42.9T 3X5 0.96 0.73 N -0.09" U427 -0.24" U161 -0.03' 0.04" I 28.99' 40.93' 1.5X4 0.96 0.81 N -0.09' U427 -0.24" U162 0.05" 0.10" J 25.69 40.93' 0.00" 11999 0.00" U999 0.05' 0.10" J 25.93' 40.93' 4X16 0.96 0.74 N 0.02" U153 0.03" U104 0.05" 0.10" K 20.50' 40.93' 4X5 0.96 0.73 N 0.19" U999 0.57" U540 0.04" 0.08" L 15.3T 40.93' 3X5 0.96 0.47 N 0.30" U999 0.88" U351 0.03" 0.05" M 14.00' 40.93' H0308 0.96 0.86 N *WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tree Components o&Oregon.su. "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling shipping,installing and bracing.;Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI end SBCA)fdr safely practices prior to perfo8nng these functions. Installers shall provideI1 tempos (503)357-2118 bracing per SCSI.Unless noted otherwise,top chord shall nave proper) attached structural sheathin and bottomchord shall 3aye7a prey attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63 or as applicable Apply plates to each face or truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE . drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI PI 1, or for handling, shipping,_installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engineering responsibility solely-for the design shown.The suitability and use o this North em drawing for any srcture is the responsibility of the Building-DDesigner per ANSI/TPI 1 c.2. Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 80025 SEQN:340772 HIPM Ply: 1 Job Number: 0722001 Cuat:R7175 JRe1:1XL17175W02 T90 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 4 of 5 Truss Label: B54 ... I ... 11/28/2022 0.25 12 IIIBXB =10X 12 E3X5 =5X10 E =3X10 F 1113X5G =3X5H A g Ti C _ W2 ---- r�R � 0(a) W11 �� Pal O N M L K J I 1113X5 =6X8 a4X5 _H03O8 3X5 =4X5 =4X16 1111.5X4 N 10.25' 40.93' 4X5 0.96 0.91 N 0.30" U999 0.89" L1346 0.01" 0.02" O 5.13' 40.93' 6X8 0.96 0.74 N 0.19" U999 0.55" U560 0.00" 0.00" P 0.00' 40.93' 3X5 0.96 0.92 N 0.00- U999 0.00" L1999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD)(OC 24.00][DF 1.151[NM 1] [Partial Unbal.Lt](OC 24.00)1DF 1.251[NM 1] [MWFRS-WS2][0C 24.00][DF 1.60][NM 1) Load Case:1 User Modified:Yes Load Case:6 User Modified:Yes Load Case:47 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=46.11( 0%] 22 PLF @-3.5 to 22 @ 5.1(y=46.1][ 0%] 11 PLF @-3.5 to 11® 5.1(y=46.11[ 0%] 22 PLF @ 5.1 to 22 @ 15.9[y 46.1]( 0%) 22 PLF @ 5.1 to 22 @ 15.9(y=46.1][ 0%) 11 PLF @ 5.1 to 11 @ 17.9[y-48.1]( 0%] 22 PLF @ 15.9 to 22 @ 29.0[y--46.1]1 0%] 22 PLF @ 15.9 to 22 @ 29.0[y-46.11[ 0%1 11 PLF @ 17.9 to 11 @ 29.0(y=48.1][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.81( 0%1 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%) 2 PLF @-3.5 to 2 @ 0.0(y=35.81( 0%) 50 PLF @-3.5 to 50 @ 5.1[y--46.1][100%1 50 PLF @ 25.7 to 50 @ 29.0[y-46.1][100%] 24 PLF @-3.5 to 24 @ 5.1[y--46.11[100%1 50 PLF @ 5.1 to 50 @ 15.9[y=46.1](100%1 18 PLF T. 0.0 to 18 @ 14.0[y=35.8]1 0%) 24 PLF @ 5.1 to 24 @ 17.9[y=46.111100%1 50 PLF @ 15.9 to 50 @ 29.0[y--46.11[100%1 18 PLF @ 14.0 to 18 @ 29.0[y=35.8][ 0%] 24 PLF @ 17.9 to 24 @ 29.0[y--46.11[100%1 18 PLF @ 0.0 to 18 @ 14.0(y=35.8][ 0%) 128.00 Lbs.@ 10.8,46.1 Angle=270 -24 PLF @-3.5 to -24 @ 29.0[y=46.11[100%) 18 PLF @ 14.0 to 18 @ 29.0[y=35.8][ 0%] 128.00 Lbs.@ 17.0,46.1 Angle=270 9 PLF @ 0.0 to 9 @ 14.0[y=35.8]( 0%] 128.00 Lbs.@ 10.8,46.1 Angle=270 Brg.#1 Vert.R= 709.7#Hor.R= -0.0# 9 PLF r- 14.0 to 9 @ 29.0(y=35.81[ 0%1 128.00 Lbs.@ 17.0,46.1 Angle=270 Brg.#2 Vert.R= 962.2#Hor.R= -0.0# 623.93 Lbs.@ 26.1,46.2 Angle=270 Brg.#1 Vert.R= 1538.8#Hor.R= -0.0# ----_-__-_-_-===__________________= 383.96 Lbs.@ 26.2,43.1 Angle=360 Brg.#2 Vert.R= 1592.5#Hor.R= -0.0# [Partial Unbal.Rt][OC 24.00][DF 1.251[NM 1] Brg.#1 Vert.R= 267.2#Hor.R= -384.0# _-----_-________-______________ ------ Load Case:7 User Modified:Yes Brg.#2 Vert.R= 994.6#Hor.R= -0.0# [WS1][OC 24.00][DF 1.60)[NM 1] Repetitive Factors Used:No Load Case:2 User Modified:Yes 22 PLF @-3.5 to 22 @ 5.1[y=46.1][ 0%] [MWFRS-STD.AUTO.LOAD][OC 24.00][DF 1.60](NM 1] Repetitive Factors Used:No 22 PLF @ 5.1 to 22 @ 15.9]y-46.1]( 0%] Load Case:48 User Modified:Yes 22 PLF @-3.5 to 22 @ 5.1(y--46.1]( 0%) 22 PLF @ 15.9 to 22 @ 29.0[y--46.1)[ 0%] Repetitive Factors Used:No 22 PLF @ 5.1 to 22 @ 17.9[y=46.111 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.81[ 0%) 11 PLF @-3.5 to 11 @ 5.1[y=46.1]1 0%] 22 PLF @ 17.9 to 22 @ 29.0[y--46.11[ 0%] 50 PLF @-3.5 to 50 @ 5.1(y=46.11[700%1 11 PLF @ 5.1 to 11 @ 15.9[y=46.1][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%1 50 PLF @ 5.1 to 50 @ 15.9[y=46.11[100%] 11 PLF @ 15.9 to 11 @ 29.0(y=46.1][ 0%] 50 PLF -3.5 to 50 @ 5.1[y=46.1][100%1 50 PLF @ 15.9 to 50 @ 25.7[y-46.1)(100%] 2 PLF @-3.5 to 2 @ 0.0(y=35.8][ 0%] 50 PLF @ 5.1 to 50 @ 17.9[y--46.11[100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.81[ 0%] -24 PLF @-3.5 to -24 @ 5.1[y=46.1)(100%) 50 PLF 2 17.9 to 50 I. 29.0[y=46.1][100%] 18 PLF @ 14.0 t0 18 @ 29.0[y=35.81( 0%1 -24 PLF @ 5.1 to -24 @ 15.9[y=48.1][100%) -50 PLF @-3.5 to -50 @ 29.0[y==46.11[100%1 128.00 Lbs.@ 10.8,46.1 Angle=270 -24 PLF @ 15.9 to -24 @ 29.0[y--46.1][100%1 18 PLF @ 0.0 to 18 @ 14.0[y=35.8]( 0%] 128.00 Lbs.@ 17.0,46.1 Angle=270 9 PLF @ 0.0 to 9 @ 14.0[y=35.81( 0%] 18 PLF CO 14.0 to 18 @ 29.0[y=35.8][ 0%] Brg.#1 Vert.R= 1549.4#Hor.R= -0.0# 9 PLF @ 14.0 to 9 @ 29.0(y=35.81[ 0%] 1300.00 Lbs.@ 26.1,46.2 Angle=270 Brg.#2 Vert.R= 1416.7#Hor.R= -0.0# 65.28 Lbs.@ 10.8,46.1 Angle=270 800.00 Lbs.@ 26.2,43.1 Angle=360 ----------------------------------- 85.28 Lbs. 17.0,46.1 Angle=270 Brg.#1 Vert.R= 519.0#Hor.R= -800.0# [MWFRS-WS1][0C 24.00][OF 1.60][NM 1] Brg.#1 Vert.R= -25.5#Hor.R= 0.0# Brg.#2 Vert.R= 2031.8#Hor.R= -0.0# Load Case:46 User Modified:Yes Brg.#2 Vert.R= 14.3#Hor.R= -0.0# _________-_-_=_-__-_-_-_--_-__=_-_-= Repetitive Factors Used:No - [WS2](OC 24.00]]DF 1.601[NM 1] 11 PLF @-3.5 to 11 @ 5.1[y=48.1][ 0%] Load Case:3 User Modified:Yes 11 PLF @ 5.1 to 11 @ 17.9[y=46.1)1 0%] Repetitive Factors Used:No 11 PLF @ 17.9 to 11 @ 29.0[y=46.1)[ 0%] 22 PLF @-3.5 to 22 @ 5.1[y--46.11( 0%] 2 PLF @-3.5 to 2 @ 0.0[y=35.8)1 0%) 22 PLF @ 5.1 to 22 @ 17.9(y=46.1)[ 0%) -24 PLF @-3.5 to -24 @ 5.1[y-46.1][100%1 22 PLF @ 17.9 to 22 @ 29.0[y--46.11( D%] -24 PLF @ 5.1 to -24 @ 17.9[y--46.11[100%) 4 PLF @-3.5 to 4 @ 0.0[y=35.6)( 0%) -24 PLF @ 17.9 to -24 @ 29.0[y=46.11[100%1 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Canpanenu of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating pip�o�ddliny shipping,installing and bracing.. Refer to and follow the latest edition of SCSI(Buildingg Cornelius OR 97113 Component gg fety Information,by TPI and SBCA)fbr safety practices plior to pertorfning these functions. Installers shall.provide terhporarY (553I3m-211e bracing per BCSI..Unless noted Otherwise,top chord shall have properly attactlhed structural shea]hin and bottom c ord shall have a propel y attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63,97 or 610, ..644164. as applicable. Appl plates to each face o truss and position as shown above and on the Joint-Details., unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW BuU I n CComponents Group Inc.shall not be responsiblefor qn deviation from this drawing,an .failure to build the fruss in conformance with ANSITTPI 1, or for handling, shipping, installation an brad of of trusses. A seal on this drawl or cover page Harlem listing this drawing indicates acceptance of professional engineering responsibility solelyT r the design shown.The suite bi ity and use Of this 155nh Harlem A Avee Floor drawing for any structure is the responsibility of the Building-DDesigner per ANSIITPI 1 c.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview.IL 60025 SEON:340772 HIPM Ply: I Job Number: 0722001 Oust:R 7175 JRef:1XL171750002 T90 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 5 of 5 Truss Label: BS4 ... I ... 11/28/2022 0.25 12 1116X8 Ti = w 10X12 3XX5 =5'10 =3X10 1113X5 m3X5 A B �` ,,,t:\ (a) Wit W2 tit 1I13X5 =6X8 =4X5 -H M 9 3X5 =4X5 m4X16 1111.5X4 -50 PLF @-3.5 to -50 @ 5.1[y 46.1j[100%] 24 PLF @-3.5 to 24 @ 29.0[y=46.1][100%] -50 PLF @ 5.1 to -50 @ 17.9(y--46.1][700%] 9 PLF @ 0.0 to 9©14.0[y=35.8]t 0%j -50 PLF @ 17.9 to -50 @ 29.0[y=46.111100%( 9 PLF @ 14.0 to 9 @ 29.0[y=35.8]1 0%] 50 PLF @-3.5 to 50 @ 29.0[y=46.111100%1 -623.93 Lbs.@ 26.1,46.2 Angle=270 18 PLF @ 0.0 to 18©14.0[y=35.811 0%] -383.96 Lbs.@ 26.2,43.1 Angle=360 18 PLF @ 14.0 to 18 @ 29.0(y=35.8]( 0%] Brg.#1 Vert.R= 347.4#Hor.R= 384.0# -1300.00 Lbs.@ 26.1,46.2 Angle=270 Brg.#2 Vert.R= -333.5#Hor.R= -0.0# -800.00 Lbs.@ 26.2.43.1 Angle=360 ==_-_-=_-_-_-=-"-=-_-_-_-_-_-_-_-_-_-_-_-_-_ Brg.#1 Vert.R= 686.1#Hor.R= 800.0# Brg.#2 Vert.R= -735.4#Hor.R= -0.0# • II "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! inns Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 4e8 Trusses require extreme care in fabricating,handling ship Ing,installing and brae ng. Refer to and follow the latest edition of SCSI(Buildin? Corns OR 97113 Component Safety Information,b TPI and SBCA)(Or safetyt practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracingper BCSI.Unless noted otherwise,topchord shall have properly attached structural sheathingand bottom chord shall have a attachd raid ceili Locations shown for permanent lateral restraint of webs shall have bracinaimslaalled per SCSI sections 03,B7 orroB10, as applicable. Aprggy plates to each face of truss and position as shown above and on the JoinmDetalls, unless noted otherwise. Refer to ALPINE drawings 180A-Z for standard plate positions.Refer to job's General Notes page for additional Informat!on. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSITTPI 1• or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professionl en neenng responsibility solely'Tor the design shown.The suitability and use of this North Building.4th Floor drawing for any structure is the responsibility of the Building-DDesigner per ANSI/TPI 1 Sec.2. g• For more information see these web sites:Alpine:alpineitw.com;WI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:304779/ HIPM PA': 1 Job Number: 0722001 Cost:R 7175 JRaf:1XL171750002 T29 FROM:MG Qty. 1 Tigard Senior Housing DrwNo: 332.22.0740.12092 Page 1 of 3 Tnns Label: BS5 BFR / RTT 11/28/2022 17'8"2 9'8"6 /0`9'I T490 2'0"4 1b9tl 0.25 12 v _ a 3X5 .-3X5 1111.5X4 E T � W0I 1 W2 ' 1 1113X7 w3X5F Ji" T6"2 *- 3'0"14 T194 3'4"6 �jj� T4"10 10'9' 92 2 2 Loading Criteria(pal) Wind Criteria Snow Criteria (Pg,PI In PSF) DNI/CSI Criteria J1 Maximum Reactions(lb.) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in toe Udefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pi:11.0(specified) Ce:1.0 VERT(LL): -0.020 D 999 360 Loc R+ I R- /Rh I Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): -0.043 D 999 240 I 1147 /-910 /800 /123 /434 /385 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.019 C - - G 701 I- I- /352 /66 /- Des Ld: 45.00 EXP.B Kzt:NA HORZ(TL): 0.022 C - - Wind reactions based on MWFRS Mean Height:43.26 fti BrgWid=- Min NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor.2.0Reg=- Soffit: 2.00 BCDL:4.2psi IBC 2018 Max TC CSI: 0.770 G Brg Wid=5.5 Min Req= 1.5(Truss) WI Std: 2014 Max BC CSI: 0.273 Bearing G is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.928 Members not listed have forces less than 375# Loc.from endwall:Any FTIRT:4(0)14(0) Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver.21.02.006.1108.20 B-C 772 -723 Lumber Special loads Maximum Bot Chord Forces Per Ply(Ibs] Top chord 2x4 HF#2 -(Lumber Dur.Fac.=1.60/Plate Dur.Fac.=1.60) Bot chord 2x4 HF#2 TC:From 72 plf at 0.00 to 72 plf at 10.75 Chords Tens.Comp. Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; TC:From -50 plf at 0.00 to -50 plf at 10.75 H-G 630 -794 BC:From 18 plf at 0.00 to 18 pB at 10.75 TC:1300 lb Conc.Load at 0.23 Puriins PL- 800 lb Conc.Load at(0.32,43.13)(1.2 deg] Maximum Web Forces Per Ply(Ibs) InSpecial loads TWebs Tens.Comp. Webs _Tens. Comp_ lieu of structural panels use purlins to brace all flat Lumber Dur.Fac.=1.60/Plate Dur.Fac=1.60) B-H 969-1090 G-C 289 -543 TC Q 24"oc.oc. TC:--( C From -28 plf at 0.00 to -28 pit al 10.75 B-G 772 -863 Wind TC:From 50 Of at 0.00 to 50 plf at 10.75 Wind loads based on MWFRS with additional C&C BC:From 18 plf at 0.00 to 18 plf at 10.75 member design. TC:-1300 lb Conc.Load at 0.23 PL- -800 lb Conc.Load at(0.32,43.13)(1.2 deg) End verticals not exposed to wind pressure. Special load cases occur non-concurrently and separate Right cantilever is exposed to wind from the standard load case. Additional Notes Negative reaction(s)of-910#MAX.from a non-wind c)PROF load case requires uplift connection.See Maximum "R FS Reactions. \rb't G I M F Sib The maximum horizontal reaction is BOD# 83294PE�� 9 OREGON r �(Y 14.Rom QI 13' SOfl Tat' Renewal 6/30/2024 11/28/2022 "'WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components at Oregon,Inc **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boz488 Trusses require extreme care in fabricating headline,shipping,installing end bracing. Refer to and follow the latest edition of BCSI(Buildin Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fbr safety practices prior to performing these functions. Installers shall provide tempora (503)357 2118 bracingper BCSI.Unless npted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pr pe y attachd rigid ceiling.Locations shown for permanent lateral resraint of webs shall have bracing installed per SCSI sections 53,B7 or B10, as applicable. Apply plates to each face o tru s and position as shown above and on the Join Details, unless noted otherwise. Refer to A PIN E drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not.be responsible for any deviation from this drawing,any failure to build the .,,,,„row„„' Bliss in conformance with ANSI/TPI 1, or for handling, shipping installation and bracing of trusses. A seal on this drawing or cover page155 Harlem Ave listing this drawing,indicates acceptance of professional engme8enng responsibility solely Tor the design shown.The suitability and use of this North 4M Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TP!1 Sec.2. Building, For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304779 HIPM Ply: 1 Job Number: 0722001 Gust R 7175 JR41XL171750002 T29 FROM:MG Oty: 1 Tigard Senior Housing OrwNo: Page 2 of 3 Truss Label: BS5 ... I ... 11/28/2022 0.25 12 5X5 _3X5 =3X5 I]I1.5E4 AB w2 I H G III 3X7 =3X5 =3X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 0.12 -0.00 - - - 1 2x4 HF#2 1.00" Plywd B - C 771.96 -723.35 0.014 0.756 0.T70 1 2x4 HF#2 91.13" Plywd C - ID 5.40 -3.85 - 0.696 0.696 1 2x4 HF#2 36.92" Plywd D - E 7.58 -3.07 0.001 0.136 0.137 7 2x4 HF#2 36.92" Purl 24 1 - H 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph H - G 829.68 -793.86 0.125 0.147 0.273 4 2x4 HF#2 87.65" Diaph G - F 96.77 -98.16 - 0.202 0.202 2 2x4 HF#2 40.37" Diaph B - H 969.12 -1090.29 0.355 0.069 0.424 5 2x4 HFStand+HFStud 21.65" - B - G 771.98 -862.89 0.928 - 0.928 4 2x4 HF#2 86.89" - G - C 288.72 -543.49 0.120 - 0.120 1 2x4 HFStand+HFStud 23.48" - C - F 122.40 -129.24 0.057 - 0.057 6 2x4 HFStand+HFStud 40.81" - E - F 81.47 -68.38 0.038 0.073 0.111 7 2x4 HFStand+HFStud 23.98" -- Joint x ' y Plate Cq JSI Method deflY(L) defiY(T) detX(L) deflX(T) A 0.00' 43.02' 0.00" L/999 -0.02" U44 0.02" 0.02" B 0.08' 43.02' 5X5 0.96 0.87 N 0.00" U999 0.00" L/999 0.02" 0.02" C 7.68' 43.18' 3X5 0.96 0.34 N 0.00" U999 0.00" L/999 0.02" 0.02" D 9.70' 43.22' 3X5 0.96 0.63 N -0.02" U999 -0.07" U424 0.02" 0.02" E 10.75' 43.22' 1.5X4 0.96 0.87 N 0.01" U999 0.02" 1/999 0.02" 0.02" F 10.75' 40.93' 3X5 0.96 0.77 N 0.01" U999 0.02" Ll999 0.00" 0.01" G 7.39' 40.93' 3X5 0.96 0.47 N 0.00" U999 0.00" L/999 0.00" 0.01" H 0.08' 40.93' 3X7 0.96 0.83 N 0.00" U999 0.00" L/999 0.00" 0.00" I 0.00' 40.93' 0.00" U999 0.00" 1/999 0.00" 0.00" Loads using option:User Modified Load Cases [S-TD.AUTO.LOAD][OC 24.00HDF 1.15][NM 1] [WS2][OC 24.00][DF 1.60][NM 1] [Partial Unbal Rt][OC 24.00][DF 1.25][NM 1] Load Case:1 User Modified:No Load Case:5 User Modified:Yes Load Case:7 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:No Repetitive Factors Used:Yes 22 PLF @ 0.0 to 22 @ 9.7[y=46.41 0%J 22 PLF(g 0.0 to 22 @ 9.7[y--46.4][ 0%] 22 PLF Ca 0.0 to 22 Q 9.7[r-46.4][ 0%] 22 PLF @ 9.7 to 22 @ 10.8[y--46.4][ 0%] 22 PLF @ 9.7 to 22 @ 10.8[y=46.41[ 0%] 22 PLF @ 9.7 to 22 @ 10.8[y=46.4][ 0%] 50 PLF @ 0.0 to 50 @ 9.7[y=46.41[100%] -50 PLF @ 0.0 to -50 @ 9.7[y=46.41[100%] 50 PLF @ 0.0 to 50 @ 7.5[y-46.4][100%] 50 PLF @ 9.7 to 50 @ 10.8[y--46.4][100%] -50 PLF @ 9.7 to -50 @ 10.8(y=46.4][100%] 18 PLF @ 0.0 to 18 @ 10.8[y=35.8)[ 0%] 18 PLF @ 0.0 to 18 @ 10.8[y=35.8][ 0%] 50 PLF @ 0.0 to 50 @ 10.8[y=46.41[100%I Brg.#1 Vert.R= 305.2#Hor.R= 0.0# Brg.#1 Vert.R= 266.5#Hor.R= 0.0# 18 PLF @ 0.0 to 18 @ 10.8[y=35.8][ 0%] Brg.#2 Vert.R= 497.4#Hor.R= 0.0# Brg.#2 Vert.R= 701.2#Hor.R= -0.0# -1300.00 Lbs.@ 0.2,46.4 Angle=270 ------------------------------------------ ------------------------------------- -800.00 Lbs.@ 0.3,43.1 Angle= 1 (MWFRS-WS1][OC 24.00][DF 1.60][NM 1] [Roof Snow Load][OC 24.00][DF 1.151[NM 1] Brg.#1 Vert.R= -910.0#Hor.R= 799.8# Load Case:44 User Modified:Yes Load Case:2 User Modified:No Brg.#2 Vert.R= 56.7#Hor.R= 0.0# Repetitive Factors Used:No Repetitive Factors Used:Yes ==_-____-_-_- -_-_-_-_-_-_-_-_-_-__-_-_-= 11 PLF @ 0.0 to 11 @ 9.7[y-46.4][ 0%] 22 PLF @ 0.0 to 22 @ 9.7[y=46.41 0%] [Partial Unbal.Lt][OC 24.00][DF 1.25][NM 1] 11 PLF @ 9.7 to 11 @ 10.8[y=46.4)[ 0%s] 22 PLF @ 9.7 to 22 @ 10.8[y=46.4][ 0%] Load Case:6 User Modified:No -24 PLF @ 0.0 to -24 @ 9.7(y=46.4][100%] 22 PLF @ 0.0 to 22 @ 9.7[y=46.4][100%] Repetitive Factors Used:Yes -24 PLF @ 9.7 to -24 @ 10.8[y==46.4](100%] ""WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc. '*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses reuire extreme care in fabricating,handling,shipping,installing,and bracing., Reer to end follow the latest edition of BCSI(Buildin Cornelius OR 97113 ComponentSafety Information,by TPI and SBCA)fo safety practices prior to performing these nct ons. Installers shall provide temporaryg l553Iss7-2na bracingr BCSI.Unless noted olherwi to chord shall h ve r attach d `ructural sheathin and bottom chord shall have a ro erri attachonaid ceiling Locations shown isor'permanent latera�res�i o webs sgial�have bracingQ installed per BCSI sections 83,B7 or B10, as applicable. Apply totes to each face of truss and position as shown above and on th JoinFOetails, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the - truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional enUgeenng responsibility solely for the design shown.The suitabif and use of this drawing for any structure is the responsibility of the BuiBuilding-DesignerNorth esigner per ANSI/TPI 1 Sec.2. Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinsiorq;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304779 HIPM Ply: 1 Job Number: 0722001 Cast R 7775 JRaf:1XL171750002 129 FROM:MG Qty. 1 Tigard Senior Housing D1wNo: Page 3 of 3 Truss Label: BS5 ... / ... 11/28/2022 0.25 12 =5X5 =3X5 =3XX5 III1.5E4 AB --- -1 I _ W2 III 3X7 3X5 =3X5F 22 PLF @ 9.7 to 22 6110.8(y--48.4)[100%] 22 PLF @ 0.0 to 22 @ 9.7[y--46.411 0%] 24 PLF @ 0.0 to 24 @ 10.8[y=46.41[100%) 18 PLF @ 0.0 to 18 1 10.8[y=35.811 0%) 22 PLF @ 9.7 to 22 @ 10.8[y=46.4][ 0%j 9 PLF @ 0.0 to 9 62110.8(y=35.811 0%) Brg.#1 Vert.R= 183.6#Hor.R= 0.0# 50 PLF @ 7.5 to 50 @ 9.7[y=46.4][100%] -625.39 Lbs.@ 0.2,46.4 Angle=270 Brg.#2 Vert.R= 483.1#Hor.R= -0.0# 50 PLF @ 9.7 to 50(dl 10.8[y=46.41[100%1 -384.85 Lbs.@ 0.3,43.1 Angle= 1 -------------------------------------_-__= 18 PLF @ 0.0 to 18 CO 10.8[y=35.81[ 0%) Brg.#1 Vert,R= -434.4#Hor.R= 384.8# [WS1)(OC 24.00j[DF 1.80](NM 1] Brg.#1 Vert.R= 79.7#Hor.R= -0.0# Brg.#2 Vert.R= 36.3#Hor.R= -0.0# Load Case:4 User Modified:Yes Brg.#2 Vert.R= 515.5#Hor.R= -0.0# _-_•_-_-_-_===_-_-_-_-=_- Repetitive Factors Used:No -- -------•-•-•-•-•-•-•-•------- 22 PLF @ 0.0 to 22 @ 9.7(y--46.411 0%] 22 PLF @ 9.7 to 22 @ 10.8[y=46.4][ 0%j 50 PLF @ 0.0 to 50 @ 9.7[y==46.4][100%] 50 PLF @ 9.7 to 50 6110.8[y--46.41[100%) -50 PLF @ 0.0 to -50 @ 10.8[y=36.41(100%1 18 PLF @ 0.0 to 18 @ 10.8[y=35.811 0%) 1300.00 Lbs.@ 0.2,46.4 Angle=270 800.00 Lbs. 0 0.3,43.1 Angle= 1 Brg.#1 Vert.R= 1146.9#Hor.R= -799.8# Brg.#2 Vert.R= 566.7#Hor.R= -0.0# "WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING! hose Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box 4813 Trusses require extreme care in fabricating,handltn shipping,Installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)rgor safelypractices prior to performing these functions. Installers shall provide temporary 1503),357.2118 bracing per BCSI.Unless noted otherwise,top chord shall have proper) attached structural siealhin and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint or webs shall have brawno9�nstalled per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Jointuelails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping,_installs ion and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professionl en meenng respoQn�ggtibirddvv solely-tor the design shown.The suitability and use of flits North arlemn drawing for any strcture is the responsibility of the Building-DDesigner per ANSI/TPI 1 Sac.2. g,4th Floor For more Information see these web sites:Alpine:alpineitw.com;TPI:tpinstorq;SBCA:sbcacomponents.com;ICC:Iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEQN:340762/ HIPM Ply: 1 Job Number: 0722001 Cust:R7175 JRel:1 xL171750002 185 FROM:MG Oty. 1 Tigard Senior Housing Diw NO: 332.22.0740.13824 Page 1 of 5 Truss Label: BS6 BFR I RTI' 11282022 51"10 I 10'6"8 15'8" I 1711•4 20'1r I 25'9"4 28'11'14, 5'1"10 5'4"14 5'1"8 2'3"4 I 2'11"12 4'10"4 3'2"10 0.25 12 a 5X5 IIIBXB =10X72 1114X5 E =3X5 =3X10 F G H 1111.5X4 I =3X5 Ti C —3D J A B — = T T u1. N W2 II�II - 1 S; R Q P 0 N M � itsr L K III3X5 =6X8 =4X5 —HU308 3X5 =3X5 =3X5 =4X12 III1.5X4 l 25'11" ) 39"14--I 5'1" 5'2" 3'9• 1 1'4 5'3"4 3'2"10 —36" 5'1" 10'3" 14' ' 15'4"8 F 2'0"1 20'8"I 25'9"4 28'11.14� 3'0"14 I 18'5"6 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) DsMCSI Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pp:10.0 Ct:1.0 CAT:II PP Deflection in toe Udell U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.530 0 583 360 Loc R+ /R- /Rh /Rw /U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.594 D 520 240 S 1567 /- /800 /633 /125 /384 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.100 L - - L 1702 1-190 /- /686 /90 /- Des Ld: 45.00 FXP.B HORZ(TL): 0.124 L - - Wind reactions based on MW FRS Mean Height:42.93 ft NCBCLL:0.00 TCDL:6.0 psi Building Code: Creep Factor:2.0 S Brg Wid=5.5 Min Req=1.7(Truss) Soffit: 2.00 IBC 2018 Max TC CSI: 0.764 L Brg Wid=5.5 Min Req= 1.5(Truss) BCDL:4.2 psf Bearings S&L are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist h2 to h TPI Std: 2014 Max BC CSI: 0.982 Rep Fac:Varies by Ld Case Max Web CSI: 0.704 Members not listed have forces less than 375# Spacing: 24.0" C&C Dist a:3.00 ftMaximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FT/RT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver:21.02.008.1168.20 B-C 398-3035 E-F 1721 -4120 C-D 798-4309 F-G 1720 -4118 Lumber D-E 2583-5577 G-H 1128 -3034 Top chord 2x4 HF#2 T1 2x10 DF-L#2; Bot chord 2x4 DF-L#2 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Maximum Bot Chord Forces Per Ply(lb.) Chords Tens.Comp. Chords Tens. Comp. Bracing S-R 811 -796 O-N 5637 -2677 (a)Continuous lateral restraint equally spaced on R-Q 3313 -948 N-M 3955 -1823 member. 0-P 4839-1638 M-L 2876 -1059 P-O 4839-1638 Purlins use udins to brace all flat Maximum Web Forces Per Ply(lb.) In lieu of structural panelsP Webs Tens.Comp. Webs Tens. Comp. TC @ 24"oc. B-S 282-1521 E-N 1185 -1882 Wind B-R 3127 -408 N-G 1176 -700 Wind loads based on MWFRS with additional C&C C-R 161 -763 G-M 766 -1426 member design. C-Q 1546 -679 M-H 1139 -498 End verticals not exposed to wind pressure. Q-D 302 -396 H-L 1068 -3141 Right cantilever is exposed to wind ��RED PROFESS D-O 822-1045 I•L 110 -444 Additional Notes 0,� �aGINF�� /by O•E 490 -242 Negative reaction(s)of-190#MAX.from a non-wind 83294Pe 9 load case requires uplift connection.See Maximum Reactions. The maximum horizontal reaction is 8001/ \\"ss. .r� OREGON ~ ,LrE ON QI cSsell Tang Renewal 6/30/2024 II/28/2022 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc. '*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Son 488 Trusses require extreme care in fabricating handling shi pin Installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI end'SBCAI fl'sat practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall Rave proper attached structural shealhin and bottom chord,shall ha a pr0 rly attacheri id ceiling.Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSIsectons 3,07 or 610, as applicable. App plates to each face of russ and position as shown above and on the Join�9petails, unless noted otherwise. ffefer to ALPINE' drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ""IIM<OMPRM truss in conformance with ANSI/TPI PI 1, or for handling, shipping,_installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance f professional en ineenng resp ns yi solely T r the design shown.The suitability and use of this North Building,4th Floor drawing for any srcture is the responsibility of the Building-DDesigner per ANSI I 1 c.o2. g• - For more information see these web sites:Alpine:alpineitw.com;WI:tpinst.orq;SBCA:sbcacornponents.com;ICC:Iccsafe.org;AWC:awc.org Glenview,IL 60025 • SEON:340762 / HIPM Ply: 1 Job Number. 0722001 Gust R7175 JRet 1XL171750002 T85 FROM:MG Qty. 1 Tigard Senior Housing DnvNo: 332.22.0740.13624 Page 2 of 5 Truss Label: BS6 BFR I RTT 11/28/2022 Special Loads 1 —(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) • TC:From 72 plf at -3.50 to 72 pit at 28.99 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 plf at 0.00 to 18 plf at 28.99 TC: 128 lb Conc.Load at 10.77,16.98,23.19 Special loads 2 —(Lumber Dur.Fad=1.601 Plate Dur.Fac.=1.80) TC:From 22 pH at -3.50 to 22 pH at 28.99 BC:From 4 pH at -3.50 to 4 plf at 0.00 BC:From 18 plf at 0.00 to 18 pH at 28.99 TC:1300 lb Conc.Load at 15.52 PL- BOO lb Conc.Load at(15.54,43.07)[1.2 deg] Special loads 3 --(Lumber Dur.Fac.=1.60/Plate Dur.Fac.=1.60) TC:From 22 plf at -3.50 to 22 plf at 28.99 BC:From 4 plf at -3.50 to 4 pH at 0.00 BC:From 18 plf at 0.00 to 18 pH at 28.99 TC:-1300 lb Conc.Load at 15.52 PL- -800 lb Conc.Load at(15.54,43.07)0.2 deg) Note:Special load cases cccur non-concurrently with other load cases. PROFS ��GIN�F� /OZ 83294PE 9 OREGON 4, `ZLr 14,26 0 88011 Tan' Renewal 5130/2024 11/28/2022 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.o Boa 488 Trusses require extreme care in fabricating,handling,shipping,installi and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius Oi 87113 tt c� gg p �. rin (503)357.2118 Comngne per SafetySI. Information,lss noted by TPI end SBCA)chord)hall havepractices ly attached pe structural i these sheathingh an. ott m_ s has provide temporary attache ceil UnlLoLocations shownf r ter aner shall lre aint o ebs sha lheta and per BCrcSLI chord,ct shall 3. a preppg,ly attached rigid.ceiling to each fa er permanent truss positionlats restraint showns on abovebov shall have bracingJo installed s noted otherwise.her �e7 f r to as10, wings 160A-Ze. forort'plates deach pose of .Refer and as atNotes g and on the nalinDemati unless Refer to ALPINE drawings standard plate positions. to job's General page for additional information. Alpine,a division of ITW Building_CComponents Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSI/ PI 1, or for handling shipping installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional encLmeanng responsibility solely-for the design shown.The suitability and use of this North Building.Ave Floor drawing for any structure is the responsibility of the Building-esigner per ANSI/TPI 1 Sec.2. N Buil g nth For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.org SEON:340762 HIPM Ply: 1 Job Number: 0722001 Cost:R7175 JRef:1XL171750002 T85 FROM:MG City: 1 Tigard Senior Housing DrwNo: Page 3 of 5 Truss Label: BS6 ... I ... 11128/2022 0.25 12 =5X5 --10X12 � 10X12 III4X5 =3X5 =3X10 1111.5X4 =3X5 ' IIIBXB Ti C 3D5 E F G H I J A B W2 fl\1- (a) S R Q P O N M MIL K 1113X5 =6X8 =-4X5 =3X5 =3X5 =3X5 =4X12 1111.5X4 =H0308 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.78 - 0.177 0.177 1 2x10 DF-L#2 42.01" Plywd B - C 397.70 -3035.04 0.019 0.179 0.198 1 2x10 OF-L#2 61.56" Plywd C - D 796.32 -4308.81 0.313 0.452 0.764 1 2x4 HF#2 85.02" Plywd D - E 2583.17 -5576.74 0.274 0.308 0.582 1 2x4 HF#2 61.51" Plywd E - F 1720.89 -4119.72 0.169 0.236 0.405 1 2x4 HF#2 36.92" Plywd F - G 1719.84 -4117.67 0.399 0.090 0.489 4 2x4 HF#2 36.92" Pun 24 G - H 1128.01 -3034.05 0.205 0.330 0.535 7 2x4 HF#2 24.82" Purl24 H - I 126.62 -32.13 0.017 0.527 0.543 1 2x4 HF#2 59.75" Pun 24 I - J 126.62 -32.13 0.017 0.529 0.546 1 2x4 HF#2 38.83" Purl24 S - R 810.86 -795.81 0.112 0.075 0.187 4 2x4 DF-L#2 61.50" Diaph R - Q 3313.00 -948.42 0.574 0.138 0.712 1 2x4 DF-L#2 61.50" Diaph O - P 4839.26 -1637.65 0.824 0.158 0.982 1 2x4 DF-L#2 61.50" Diaph P - 0 4839.26 -1637.65 0.824 0.120 0.945 1 2x4 DF-L#2 61.50" Diaph O - N 5637.08 -2676.88 0.778 0.083 0.881 4 2x4 DF-L#2 36.88" Diaph N - M 3954.58 -1622.76 0.614 0.078 0.693 1 2x4 DF-L#2 24.62" Diaph M - L 2876.00 -1058.91 0.484 0.204 0.688 1 2x4 DF-L#2 63.25" Diaph L - K 1.09 -3.31 - 0.209 0.209 1 2x4 DF-L#2 38.63" Diaph B - S 282.01 -1521.37 0.091 0.068 0.159 1 2x4 HFStand+HFStud 11.32" - B - R 3127.42 -008.18 0.651 - 0.651 1 2x4 HF#2 58.52" - C - R 160.74 -762.86 0.158 - 0.158 1 2x4 HFStand+HFStud 18.35" - C - 0 1545.87 -678.85 0.673 - 0.873 1 2x4 HFStand+HFStud 60.83" - O - D 302.08 -395.78 0.111 - 0.111 5 2x4 HFStand+HFStud 19.63" - D - 0 822.31 -1044.63 0.623 - 0.623 5 2x4 HFStand+HFStud 61.23" - O - E 490.19 -241.83 0.180 - 0.180 5 2x4 HFStand+HFStud 20.92" - E - N 1185.33 -1881.86 0.527 - 0.527 4 2x4 HFStand+HFStud 39.39" - N - 0 1175.50 -699.79 0.431 - 0.431 4 2x4 HFStand+HFStud 21.48" - G - M 766.28 -1425.75 0.287 - 0.287 4 2x4 HFStand+HFStud 30.13" - M - H 1139.23 -098.02 0.417 - 0.417 4 2x4 HFStand+HFStud 21.48" - H - L 1067.52 -3140.71 0.704 - 0.704 1 2x4 HFStand+HFStud 61.85" a 1x4 CLB I - L 109.58 -443.90 0.096 - 0.096 1 2x4 HFStand+HFStud 21.48" - L - J 41.08 -151.99 0.046 - 0.046 6 2x4 HFStand+HFStud 39.69" - J - K 46.06 -15.53 0.002 0.027 0.029 7 2x4 HFStand+HFStud 21.48" - Joint x y Plate Cq JSI Method defY(L) deflY(T) de11X(L) deflX(T) A -3.50' 42.32' -0.19" U217 -0.32" U133 0.00" 0.00" B 0.00' 42.40' 6X8 0.96 0.91 N 0.00" L/999 0.00" U999 0.07" 0.09" C 5.13' 42.62' 10X12 0.96 0.91 N 0.30" 11999 0.56" U550 0.08" 0.10" D 10.54' 42.85' 3X5 0.96 0.52 N 0.51" U608 0.91" U340 0.06" 0.07" E 15.66' 42.96' 4X5 0.96 0.81 N 0.53" U587 0.B7" U356 0.02" 0.03" F 17.94' 43.01' 5X5 0.96 0.92 N 0.45" U692 0.77" U401 0.00" 0.00" G 18.74' 43.01' 3X5 0.96 0.90 N 0.42" Lf731 0.70" U439 0.00" 0.00" H 20.79' 43.01' 3X10 0.96 0.76 N 0.33" 1/941 0.55" U559 0.00" 0.02" I 25.7T 43.01' 1.5X4 0.96 0.53 N 0.00" 11999 0.00" L/999 0.00" 0.02" "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components of Oregon,Inc. "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P. acx48B Trusses require extreme care in fabricating,handlin shipping,installing and bracing., Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component gg ffaety Information,by TPI and SBCA) r safely practices prior to erforfn these functions. Installs shall r vide temporary (503)357.2118 bracing per BCSI.Unless noted otherwise,top ch8 sall nave propery attached structural sheathing and bottom chord sf1811 have a prope y attachad rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10 as applicable. Appl plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to' ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installationbracing and bracing of trusses. A seal on this drawing or Cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional en ineenng responsibility solelylor the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building-DDesigner per ANSIITPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 I SEQN:340782 HIPM Ply: 1 Job Number: 0722001 Cast:R7175 JRe1;IXL171750002 T85 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 4 of 5 Truss Label: BS6 ... / ... 11/28/2022 0.25 12 5X5 =10X12 III4X5 3X5= =3X10 1111.5X4 =3X5 IIB T1 C -D5 E F G H I J W2 ----------------------:------„ Nca (8) u17:7.:7 3 X X P X XX 2111X5 =68 =45 =35 =35 =35 =4XX1 1111.5X4 H0308 J 28.99' 43.01' 3X5 0.96 0.80 N -0.1T L/229 -0.29" L/135 0.00" 0.02" K 28.99' 40.93' 1.5X4 0.96 0.58 N -0.1T L/229 -0.29" L/135 0.10" 0.12" L 25.77' 40.93' 4X12 0.96 0.77 N 0.00" L/999 0.00" L/999 0.10" 0.12" M 20.50' 40.93' 3X5 0.96 0.95 N 0.34" U896 0.58' 1/534 0.08" 0.10' N 18.45' 40.93' 3X5 0.98 0.92 N 0.44" 1J708 0.73" U426 0.07" 0.09" O 15.3T 40.93' 3X5 0.96 0.52 N 0.53" 1/583 0.88" U352 0.05" 0.07" P 14.00' 40.93' H0308 0.96 0.88 N Q 10.25' 40.93' 4X5 0.96 0.94 N 0.50" L/615 0.90' U343 0.02" 0.03" R 5.13' 40.93' 6X8 0.96 0.76 N 0.30" U999 0.56' 11553 0.00" 0.00" S 0.00' 40.93' 3X5 0.96 0.92 N 0.00" L/999 0.00' U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOADJ[OC 24.00)]DF 1.15][NM 1] [Partial Unbal.Lt][OC 24.00][DF 1.251[NM 1] [MWFRS-WS1]1OC 24.00](DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:6 User Modified:Yes Load Case:46 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=46.21( 0%J 22 PLF @-3.5 to 22 @ 5.1[y=46.2][ 0%] 11 PLF @-3.5 to 11 @ 5.1]y-46.2]( 0%] 22 PLF @ 5.1 to 22 @ 17.9[y=46.21( 0%] 22 PLF @ 5.1 to 22(g 17.9[y=46.2][ 0%] 11 PLF @ 5.1 to 11 @ 17.9 Iy=46.2)( 0%] 22 PLF @ 17.9 to 22 @ 29.0[y-46.2][ 0%] 22 PLF @ 17.9 to 22 @ 29.0[y=446.2]( 0%] 11 PLF @ 17.9 to 11 @ 29.0[y 46.2][ 0%] 4 PLF @-3.5 to 4 @ 0.0(y=35.81[ 0%J 4 PLF @-3.5 to 4 @ 0.0[y=35.81( 0%] 2 PLF @-3.5 to 2 @ 0.0[y=35.8]( 0%) 50 PLF @-3.5 to 50 @ 5.1[y=46.2][100%] 50 PLF @ 25.7 to 50 @ 29.0[y'-48.2][100%] -24 PLF @-3.5 to -24 @ 5.1[y--46.2][100%] 50 PLF @ 5.1 to 50 @ 17.9[y=46.2][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.81[ 0%] -24 PLF @ 5.1 to -24 @ 17.9[y=46.4100%1 50 PLF @ 17.9 to 50 @ 29.0[y--46.2][100%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8]( 0%] -24 PLF @ 17.9 to -24 @ 29.0[y=46.2][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.811 0%] 128.00 Lbs.@ 10.8,46.2 Angle=270 24 PLF @-3.5 to 24 @ 29.0[y-46.2][100%) 18 PLF @ 14.0 to 18 @ 29.0(y=35.8]( 0%] 128.00 Lbs.@ 17.0,46.2 Angle=270 9 PLF @ 0.0 to 9 @ 14.0[y=35.811 0%] 128.00 Lbs.@ 10.8,46.2 Angle=270 128.00 Lbs.@ 23.2,46.2 Angle=270 9 PLF @ 14.0 to 9 @ 29.0(y=35.81 0%) 128.00 Lbs.@ 17.0,46.2 Angte=270 Brg.#1 Vert.R= 725.6#Hor.R= 0.0# -624.02 Lbs.@ 15.5,46.2 Angle=270 128.00 Lbs.@ 23.2,46.2 Angle=270 Brg.#2 VerLR= 1074.3#Hor.R= -0.0# -384.01 Lbs.@ 15.5,43.1 Angle= 1 Brg.#1 Vert.R= 1556.7#Hor.R= -0.0# ------------------- ------------ Brg.#1 Vert.R= 93.6#Hor.R= 383.9# 8rg.#2 Vert.R= 1702.5#Hor.R= 0.0# [Partial Unbal.Rt][OC 24.00][DF 1.25][NM 1] Brg.#2 Vert.R= -71.8#Hor.R= 0.0# -------'--------------------- -- Load Case:7 User Modified:Yes =-_-_-_-_-_-_-_-_-_-_-=-_-_-_-_-_-_-_-=-_-_ (WS11[OC 24.00](DF 1.601[NM 1] Repetitive Factors Used:No (MWFRS-STD.AUTO.LOAD][OC 24.00][OF 1.60][NM 1] Load Case:4 User Modified:Yes 22 PLF @-3.5 to 22 @ 5.1[y=46.211 0%] Load Case:47 User Modified:Yes Repetitive Factors Used:No 22 PLF C- 5.1 to 22 @ 17.9(y=46.21 0%] Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1(y-46.2]( 0%] 22 PLF @ 17.9 to 22 @ 29.0[y=46.2]( 0%] 11 PLF @-3.5 to 11 @ 5.1[y--46.21[ 0%] 22 PLF @ 5.1 to 22 @ 17.9(y=46.21( 0%] 4 PLF @-3.5 to 4 ).t 0.0[y=35.8)] 0%] 11 PLF @ 5.1 to 11 @ 17.9[y=46.2][ 0%] 22 PLF @ 17.9 to 22 @ 29.0[y--46.21( 0%] 50 PLF @-3.5 to 50 @ 5.1[y=46.2][100%] 11 PLF C 17.9 to 11 @ 29.0]y=46.2][ 0%] 4 PLF @-3.5 to 4 @ 0.0]y=35.8]( 0%] 50 PLF @ 5.1 to 50 @ 17.9[y--46.2][100%] 2 PLF C-3.5 to 2 @ 0.0[y=35.81( 0%] 50 PLF @-3.5 to 50 @ 5.1[y=46.2][100%] 50 PLF @ 17.9 to 50 @ 25.7[y=46.2][100%] -24 PLF @-3.5 to -24 @ 5.1[y--46.2j100%) 50 PLF @ 5.1 to 50 @ 17.9(y=46.2][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] -24 PLF @ 5.1 to -24 @ 17.9[y--46.2][100%] 50 PLF @ 17.9 to 50 @ 29.0[y=46.21[100%1 18 PLF d 14.0 to 18 C 29.0[y=35.8][ 0%] -24 PLF @ 17.9 to -24 @ 29.0[y=46.2)(100%) -50 PLF @-3.5 to -50 @ 29.0[y=46.2][100%] 128.00 Lbs.@ 10.8,46.2 Angle=270 9 PLF 0 0.0 to 9 @ 14.0[y=35.8]] 0%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8)[ 0%] 128.00 Lbs.@ 17.0,46.2 Angle=270 9 PLF @ 14.0 to 9 @ 29.0[y=35.8]( 0%] 18 PLF @ 14.0 to 18 @ 29.0[y--35.8][ 0%] 128.00 Lbs.@ 23.2,46.2 Angle=270 65.28 Lbs.@ 10.8,46.2 Angle=270 1300.00 Lbs.@ 15.5.46.2 Angle=270 Brg.#1 Vert.R= 1566.8#Hor.R= -0.0# 65.28 Lbs.@ 17.0,46.2 Angle=270 800.00 Lbs. .@_ 15.5,43.1 Angle= 1 Brg.#2 Vert.R= 1527.3#Hor.R= -0.0# 65.28 Lbs.@ 23.2,46.2 Angle=270 Brg.#1 Vert.R= 1052.0#Hor.R= -799.8# =__----__-=-=-=-=-_-_-=_-_-_-=-=-_-_-= Brg.#1 Vert.R= -19.0#Hor.R= 0.0# Brg.#2 Vert.R= 1482.1#Hor.R= 0.0# Brg.#2 Vert.R= 72.9#Hor.R= 0.0# "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues cmnponenu of Oregon,Inc. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box488 Trusses require extreme care In fabricating,handlin shipping,ingtalling,and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safely Information,byTPI and SBCA)f�r safety practices prior to performing these functions. Installers shell provide tempora f5031357.2n8 bracing per BCSI Unless noted oherwise,top chord shall have rgperl attached structural sheathing and bottom chord sall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracin installed per SCSI sections B3,B or B10, Iidlik as applicable. Apply plates to each face of truss end position as shown above and on the Join Details, unless noted otherwise. afar to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildinag�ppo pon nts Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI r1,, ore for handling, shipping,_installation and bracing oftrusses,. A seal on this drawing or cover page 155 Harlem listing this drawing,indicates acceptance f prof ssiorll engmeenng responsibilitysolely-for the design shown.The suitability and use of this North Building,Avea4 Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/7PI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340762 HIPM Ply: 1 Job Number: 0722001 Cost:R 7175 JRef:1XL171750002 T85 FROM:MG Oty. 1 Tigard Senior Housing DnvNa: Page 5 of 5 Truss Label: BS6 ... I ... 11/28/2022 0.25 12 =5X5 g =_10X12 1114X5 =3X5 =3X10 1111.5X4 =3X5 A II T1 C $3p F G H I rz:j -meiguiciw-o00.0• W2 III3X5 • ®6X8 =4X5 P =3X5 3X5 =3X5 w4X12 1111.5X4 H0308 (WS2][OC 24.00][DF 1.601(NM 1]--------- ----------'------------- ----- Load Case:5 User Modified:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=46.2][ 0%] 22 PLF @ 5.1 to 22 @ 17.9[y--46.2]( 0%] 22 PLF @ 17.9 to 22(@ 29.0(y=46.2][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8]( 0%] -50 PLF @-3.5 to -50 @ 5.1(y--46.21100%] -50 PLF @ 5.1 to -50 @ 17.9[y=46.21000%1 -50 PLF @ 17.9 to -50 @ 29.0(y--46.2][700%] 50 PLF @-3.5 to 50 @ 29.0[y=46.21100%1 18 PLF @ 0.0 to 18 @ 14.0[y=35.81[ 0%] 18 PLF @ 14.0 to 18 @ 29.0(y=35.8][ 0%] -1300.00 Lbs.@ 15.5,46.2 Angle=270 -800.00 Lbs.@ 15.5,43.1 Angle= 1 Brg.#1 Vert.R= 157.3#Hor.R= 799.8# Brg.#2 Vert.R= -189.9#Hor.R= 0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components or Oregon,Inc. 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safely Information,by TPI end SBCA) r safety practices prior to oerfor in Corneliusg these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top ch8 shall Have properly attached structural sheathing and bottom chord shall ha @@a proppearly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracin�nstalled per BCSI sections B3,�7 or 10, as applicable. Appl plates to each race of truss an position as shown above and on the Jan etails, unless noted otherwise. Rater to ALPINE drawings 160A-Z far sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW BuildingComponents Group Inc.shall not be responsible.for any deviation fromthis drawing,an failure to build the truss in confomlance with ANSI/TPI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engineering responsibility sot I 1 r the design shown.The suitability and use of ,is North Building,4th Floor • drawing for any srcture is the responsibility of the Building-DDesigner per ANSI/TPI 1 Sec.2. Glenview,IL soo25 For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org SEON:340760/ HIPM Ply: 1 Job Number: 0722001 Cue:R 7175 JRet:1XL171750002 Tee ' FROM:MG oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.13546 Page 1 of 5 Truss label: B87 BFR I RTT 1126/2022 5'110 10'6"8 15'11'4 18'814 20'11'I 25'9"4 I 28'1194 " ' " F " 5110 544 5412 29" 0 222 3210 0.25 12 =5X10 =3X5 w3X10 1111.5X4 =3X5 IIB8X8 =10C12 =3D5 T2 E F G T3 H I A T ` u T tir r W2 tx 1 i 1 i I �K J 1113X5 w8X8 m4X5 —H0908 3X5 m3X5 =3X5 w4X12 1111.5X4 1 25'11" A 3'0"14—{ ---38" 5'1" 3 ✓8 2" 3'9• I 1'4" 2'0"1Q 5'3"4 3'2"10 5y- 10'3" 14' 154 20'8"I- 25'9"4 28'1114 1 3'0"14 18'5"6 1 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CBI Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt11.0(specifled) Ce:1.0 VERT(LL): 0.507 N 609 380 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.569 D 543 240 R 1587 /- /800 /633 /125 /384 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.101 K - - K 1702 1.190 /- /686 /90 /- EXP:B Kzt:NA HORZ(TL): 0.124 K - - Wind reactions based on MWFRS Des Ld: 45.00 Mean Height 42.91 fl R BrgWid=5.5 Min Req= 1.7(Truss) NCBCLL:0.00 Building Code: Creep Factor:2.0 TCDL:4.2 psf IBC 2018 Max TC CSI: 0.960 K Brg Wid=5.5 Min Req= 1.5(Truss) Soffit; 2.00 BCDL:4.2 psf Bearings R&K are a rigid surface. Load Duration 2 toTPI Std: 2014 Max BC CSI: 0.974:1.15 MWFRS Parallel Dist:hhMembers not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fec:Varies by Ld Case Max Web CSI: 0.714 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwell:Any FT/RT:4(0p4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver:21.02.008.1108.20 B-C 396-3027 E-F 1750 -4194 C-D 821 -4317 F-G 1150 -3094 Lumber D-E 2501 -5483 Top chord 2x10 DF-L#2 T2 2x4 HF#1&Bet.; T3 2x4 HF#2;Bot Maximum Sot Chord Forces Per Ply(Ibs) Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2;chord 2x4 DF-L#2 Chords Tens.Comp. Chords Tens. Comp. R-Q 811 -796 N-M 5558 -2645 Bracing Q-P 3299 -940 M-L 4029 -1848 (a)Continuous lateral restraint equally spaced on P-O 4871 -1664 L-K 2933 -1081 member. O-N 4871 -1664 Maximum Web Forces Per Ply(lbs) Putting Webs Tens.Comp. Webs Tens. Comp. In lieu of structural panels use purlins to brace all flat TC@24"oc. B-R 282-1521 E-M 1153 -1758 B-0 3119 -407 M-F 1167 -724 Wind C-Q 160 -761 F-L 762 -1431 Wind loads based on MWFRS with additional C&C C-P 1591 -714 L-G 1136 -491 member design. P-D 318 -412 G-K 1086 -3192 End verticals not exposed to wind pressure. •( 'i("O PROFESS/ N-E � -926 89 H-K 110 -445 Right cantilever is exposed to wind 0`y ��G 1 N E- O,y Additional Notes 47 63294PE 9 Cr Negative reaction(s)of-190#MAX.from a non-wind �- load case requires uplift connection.See Maximum Reactions. The maximum horizontal reaction is 800# OREGON - r 4 �Lr 14,20°° ce/ °sellTane Renewal 6/30/2024 11/28/2022 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "`IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 466 Trusses require extreme care in fabiim,ting,handling shipping,installing.and bracing. Refer to and follow the latest edition of SCSI(Buildin Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fbi safety practices pnor to performing these functions. Installers shall provide tempos (so31357dne bracingper Bc..SI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall hav a prope y attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing Installed peer SCSI sections 3,B7_ or B10, as applicable. Appl Plates to each face,of truss and position as shown above and on the JoinCDetails, u less noted otherwise. Refer to ALPINE drawings 180A-Z for standard plate positions.Refer to Job's General Notes page for additional information. Alpine,a division of ITW B ildin Components Group Inc.shall not be responsible for any deviation from this drawing,an failure to build the AVM rese w truss in conformance with ANSIf1TPI 1, or for handling, shipping,.installs ion and bracingof trusses. A seal on this dram)g or cover Pape 155 Harlem Ave listing this drawing indicates acceptance of professionl engineenng responsibili solely-for the esign shown.The suitability and use of Blis NorthBuilding,4th Floor drawing for any structure is the responsibility of the Building-Designer per NSI I 1 Sec2. For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEON:340760 / HIPM Py: 1 Job Number: 0722001 Oust:R7175 JRef:1XL171750002 788 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: 332.22.0740.13548 Page 2 of 5 Truss Label: BS7 BFR I RTT 11/2&2022 Special Loads 1 —(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 72 pH at -3.50 to 72 pff at 28.99 BC:From 4 plf at -3.50 to 4 ptf at 0.00 BC:From 18 plf at 0.00 to 18 plf at 28.99 TC: 128 lb Conc.Load at 10.77,16.98,23.19 Special loads 2 —(Lumber Dur.Fac.=1.60/Plate Dur.Fac.=1.60) TC:From 22 plf at -3.50 to 22 plf at 28.99 BC:From 4 plf at -3.50 to 4 pI at 0.00 BC:From 18 plf at 0.00 to 18 p11 at 28.99 TC:1300 lb Conc.Load at 15.52 PL- 800 lb Conc.Load at(15.54,43.07)(1.2 deg] Spools!loads 3 —(Lumber Dur.Fac.=1.60 I Plate Dur.Fac.=1.60) TC:From 22 plf at -3.50 to 22 plf at 28.99 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 plf at 0.00 to 18 plf at 28.99 11, TC:-1300 lb Conc.Load at 15.52 • PL- -800 lb Conc.Load at(15.54,43.07)(1.2 degj • • Note:Special load cases cccur non-concurrently with other load cases. • 4.. -'i - PROFESS O. �. GIN�c• /0 2 Lid 83294PE 9 It / . OREGON �Cr 14,26�' QJ 4'28ell Tang Renewal 6/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Twos Component.of Oregon,Ina. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O,605488 Trusses require extreme care in fabricating,handlin shipping installing,and bracing. Refer to and follow the latest edition of BCSI(Buildin Cornelius OR 97113 Component Safety Information,by TPI and SBCA) r safety practices prior to performing these functions. Installs shall p vide tempora (503)357.2118 bracing per SCSI.Unless noted otherwise,top chrr shall have properil attached structural sheathing and bottom cord shall ha a prople y attached rigid ceiling Locations shown for permanent lateral restraint o webs shall have bracing installed per BCSI sections 3,Be7 or 0, as applicable. AqgopTy dates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z'for standard plate positions.Refer to lob's General Notes page for additional information. Alpino,a division of ITW Building Components Group Inc.shall not,be responsible for any deviation from this drawing,an failure to build the truss inconformance with ANSI/PI 1, or for handling, shippin installation and bracing of trusses. A seal on this drawing or cover pogo 155 Harlem Ave listingthisdrawing,indicates acceptance of professional en me nn responsibilitysolely-for the design shown.The suitability and use of this North Building,4th Floor drawing g for any srcture is the responsibility of the Building-Des gner per ANSI/II-PI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340760 HIPM Ply: 1 Job Number: 0722001 Gust:R7175 JRe/:1XU71750002 T86 FROM:MG Qty: 1 Tigard Senior Housing DnwNo: Page 3 of 5 Truss Label: BS7 ... / ... 11/28/2022 0.25 12 1116X8 ,-- 10X12 _ w5X10 re 3X5 =3X10 T3 1111.5X4 =3X5 A B C p5 T2 E F G W2 ` \\ (a) - o \\\`\lam 0 Rill IrK J III3 5 = = F---3X5 6X8 4X5 O =3X X 5 35 3X5 --4X12 1111.5X4 H0308 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.78 - 0.177 0.177 1 2x10 DF-L#2 42.01" Plywd B - C 396.13 -3027.48 0.019 0.179 0.198 1 2x10 DF-L#2 61.58" Plywd C - D 820.58 -4316.54 0.278 0.316 0.594 1 2x4 HF#1&Bet 65.02" Plywd D - E 2500.69 -5482.76 0.312 0.648 0.960 2 2x4 HF#1&Bet. 64.80" Plywd E - F 1750.21 -4193.98 0.414 0.316 0.730 2 2x4 HF#2 33.62" Purl 24 F - G 1150.15 -3093.84 0.213 0.327 0.540 7 2x4 HF#2 24.62" Purl 24 G - H 128.51 -33.01 0.017 0.528 0.544 1 2x4 HF#2 59.75" Purl 24 H - I 128.51 -33.01 0.017 0.532 0.549 1 2x4 HF#2 38.63" Purl 24 R - Q 810.83 -795.76 0.112 0.074 0.186 2 2x4 OF-L#2 61.50" Dlaph Q - P 3299.11 -939.61 0.573 0.135 0.708 1 2x4 DF-L#2 81.50" Dlaph P - 0 4870.57 -1664.44 0.826 0.148 0.974 1 2x4 DF-L#2 61.50" Diaph O - N 4870.57 -1664.44 0.826 0.109 0.935 1 2x4 DF-L#2 61.50" Diaph N - M 5558.29 -2644.91 0.767 0.079 0.846 2 2x4 DF-L#2 38.88" Diaph M - L 4028.93 -1647.83 0.626 0.085 0.711 1 2x4 DF-L#2 24.62" Diaph L - K 2933.08 -1080.67 0.493 0.207 0.701 1 2x4 DF-L#2 63.25" Diaph K - J 1.12 -3.42 - 0.214 0.214 1 2x4 OF-L#2 38.63" Diaph B - R 282.06 -1521.32 0.091 0.068 0.159 1 2x4 HFStand+HFStud 11.32" - B - 0 3119.44 -406.52 0.650 - 0.650 1 2x4 HF#2 58.52" - C - 0 160.30 -761.19 0.158 - 0.158 1 2x4 HFStand+HFStud 18.35" - C - P 1590.89 -714.23 0.881 - 0.681 1 2x4 HFStand+HFStud 60.83" - P - D 315.58 -412.40 0.116 - 0.116 3 2x4 HFStand+HFStud 19.83" - D - N 686.37 -925.84 0.552 - 0.552 3 2x4 HFStand+HFStud 61.23" - N - E 453.11 -188.59 0.166 - 0.166 3 2x4 HFStand+HFStud 20.92" - E - M 1152.88 -1757.97 0.492 - 0.492 2 2x4 HFStand+HFStud 39.39" - M - F 1167.11 -723.81 0.428 - 0.428 2 2x4 HFStand+HFStud 20.98" - F - L 761.86 -1431.46 0.285 - 0.285 2 2x4 HFStand+HFStud 29.78" - L - G 1136.06 -491.00 0.416 - 0.416 2 2x4 HFStand+HFStud 20.98" - G - K 1086.16 -3192.24 0.714 - 0.714 1 2x4 HFStand+HFStud 61.68" a 1x4 CLB H - K 109.67 -444.87 0.096 - 0.096 1 2x4 HFStand+HFStud 20.98" - K - I 43.14 -153.33 0.046 - 0.046 6 2x4 HFStand+HFStud 39.42" - I - J 46.03 -15.54 0.002 0.027 0.028 7 2x4 HFStand+HFStud 20.98" - Joint x y Plate Cq JSI Method deflY(L) detlY(T) deflX(L) de6X(T) A -3.50' 42.32' -0.19" L/225 -0.30" L/138 0.00" 0.00" B 0.00' 42.40' 6X8 0.96 0.90 N 0.00" L/999 0.00" U999 0.07" 0.08" C 5.13' 42.62' 10X12 0.96 0.93 N 0.29" U999 0.54" U570 0.07" 0.09" D 10.54' 42.85' 3X5 0.96 0.44 N 0.49" U633 0.87" U355 0.06" 0.07" E 15.94' 42.9T 5X10 0.96 0.94 N 0.50" U618 0.82" U375 0.02" 0.03" F 18.74' 42.9T 3X5 0.96 0.89 N 0.41" U752 0.69" U450 0.00" 0.00" G 20.79' 42.9T 3X10 0.96 0.75 N 0.32" L/961 0.54" U570 0.00" 0.01" H 25.7T 42.9T 1.5X4 0.96 0.53 N 0.00" L/999 0.00" U999 0.00" 0.01" I 28.99' 42.9T 3X5 0.96 0.80 N -0.16" U237 -0.28" L/139 0.00" 0.01" J 28.99' 40.93' 1.5X4 0.96 0.58 N -0.16" U237 -0.28" U139 0.10" 0.12" "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.80x468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,byTPI and SBCA)t&safety practices prior to performing these functions. Installers shell provide temporary (503)357-2118 bracingpor SCSI.Unless noted oherwise,top chord shall have Properly attached structural sheathingand bottom chord shall have a properly attache rigid ceiling.Locations shown for permanent lateral restraint o webs shall have bracingt installed per BCSI sections B3,B7 or B10, as applicabl AppT plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to L PI N E drawings 160A-Z0 forstandard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW BuildingqComponents Group Inc.shall not,be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSI/TPI 'I, or for handling, shipping,,installation and bracing of truses. A seal on this drawing or cover page 155 Harlem fisting this drawing,indicates acceptance of professional en meerin responsibility solelyior the design shown.The suitability and use of this 155 Building,AveA e4 Floor drawing for any srcture is the responsibility of the Building-Designbr per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview.IL 60025 SEQN:340760 HIPM Ply: 1 Job Number. 0722001 Gust:R 7175 JRM:1XL171750002 T66 FROM:MG My: 1 Tigard Senior Housing DrwNo: Page 4 of 5 Truss Label: B57 ... / ... 11/28/2022 0.25 12 IT =10X12 =5X10 =3X5 =3X10 III1.5X4 =3X5 1118X8 C =3p5 72 E F G T3 H I A e B wz Q P 0 N M L n( J 1113X5 =6X8 =4X5 =3X5 =3X5 =3X5 =4X12 1111.5X4 =H0308 K 25.77' 40.93' 4X12 0.96 0.78 N 0.00" L1999 0.00" L/999 0.10" 0.12" L 20.50' 40.93' 3X5 0.96 0.95 N 0.34" L1916 0.57" L/545 0.08" 0.10" M 18.45' 40.93' 3X5 0.96 0.89 N 0.42" 11728 0.71" U438 0.07" 0.09" N 15.37 40.93' 3X5 0.96 0.47 N 0.51" U609 0.84" U367 0.05" 0.07" O 14.00' 40.93' H0308 0.96 0.88 N P 10.25' 40.93' 4X5 0.96 0.95 N 0.48" U641 0.86" U359 0.02" 0.03" Q 5.13' 40.93' 6X8 0.96 0.76 N 0.29" U999 0.54" L/574 0.00" 0.00" R 0.00' 40.93' 3X5 0.96 0.92 N 0.00" 11999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases _ [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 1] [Partial Unbal.LI][OC 24.00][DF 1.25][NM 1] [MWFRS-WS1][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:6 User Modified:Yes Load Case:46 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y--46.1][ 0%] 22 PLF l -3.5 to 22 @ 5.1[y=46.1][ 0%] 11 PLF @-3.5 to 11 l 5.1[y 46.2][ 0%] 22 PLF @ 5.1 to 22 @ 15.9[y==46.1]1 0%] 22 PLF @ 5.1 to 22 @ 15.9[y-46.1]( 0%] 11 PLF @ 5.1 to 11 @ 17.9[y=46.2][ 0%] 22 PLF @ 15.9 to 22 @ 29.0[y-46.1]( 0%] 22 PLF @ 15.9 to 22 @ 29.0[y--46.1)[ 0%] 11 PLF @ 17.9 to 11 CO 29.0[y=46.2][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 2 PLF @-3.5 to 2 @ 0.0(y=35.8][ 0%] 50 PLF @-3.5 to 50© 5.1(y--46.1][100%] 50 PLF @ 25.7 to 50•29.0[y--46.1][100%) -24 PLF @-3.5 to -24 @ 5.1[y-46.2][100%] 50 PLF @ 5.1 to 50 15.9[y--46.1][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] -24 PLF @ 5.1 to -24 @ 17.9[y=46.2][100%] 50 PLF @ 15.9 to 50 @ 29.0[y=46.1][100%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8)[ 0%] -24 PLF @ 17.9 to -24 @ 29.0[y=46.2][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.81 0%] 128.00 Lbs.@ 10.8,46.1 Angle=270 24 PLF @-3.5 to 24 @ 29.0[y=46.2][100%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8]( 0%] 128.00 Lbs.@ 17.0,46.1 Angle=270 9 PLF @ 0.0 to 9 @ 14.0(y=35.8][ 0%] 128.00 Lbs.@ 10.8,46.1 Angle=270 128.00 Lbs.© 23.2,46.1 Angle=270 9 PLF @ 14.0 to 9 @ 29.0[y=35.6]( 0%] 128.00 Lbs.@ 17.0,46.1 Angte=270 Brg.#1 Vert.R= 725.6#Hor.R= -0.0# -624.02 Lbs.@ 15.5,46.2 Angle=270 128.00 Lbs.E 23.2,46.1 Angle=270 Brg.#2 Vert.R= 1074.3#Hor.R= -0.0# -384.01 Lbs.@ 15.5,43.1 Angle= 1 Brg.#1 Vert.R= 1556.7#Hor.R= -0.0ff _-_-_-_-_-_-_-_- -•-•- - -_-_-_-_-_-_-_-_-_-_-= Brg.#1 Vert.R= 93.6#Hor.R= 383.9# Brg.#2 Vert.R= 1702.5#Hor.R= -0.0# [Partial Unbal.Rt][OC 24.00][DF 1.25][NM 1] Brg.#2 Vert.R= -71.8#Hor.R= 0.0# -------------------------------- ------ Load Case:7 User Modified:Yes ------------------------___---------------_ [WS1][OC 24.00][DF 1.60][NM 1] Repetitive Factors Used:No [MWFRS-STD.AUTO.LOAD](OC 24.00][DF 1.60][NM 1] Load Case:2 User Modified:Yes 22 PLF @-3.5 to 22 @ 5.1[y=46.11 0%] Load Case:47 User Modified:Yes Repetitive Factors Used:No 22 PLF @ 5.1 to 22 @ 15.9[y=46.1][ 0%] Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y--46.2)[ 0%] 22 PLF @ 15.9 to 22 @ 29.0[y=46.1][ 0%] 11 PLF @-3.5 to 11 @ 5.1[y=46.1][ 0%] 22 PLF @ 5.1 to 22 @ 17.9[y=46.2][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 11 PLF @ 5.1 to 11 @ 15.9[y=46.1][ 0%] 22 PLF @ 17.9 10 22 @ 29.0[y=46.21( 0%) 50 PLF @-3.5 to 50 @ 5.1[y=46.1][100%] 11 PLF @ 15.9 to 11 @ 29.0(y 46.1]( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 50 PLF @ 5.1 to 50 @ 15.9[y=46.1][100%] 2 PLF @-3.5 to 2 @ 0.0(y=35.8]] 0%] 50 PLF @-3.5 to 50 @ 5.1(fir=46.2]]100%] 50 PLF @ 15.9 to 50 @ 25.7[y=46.1][100%] -24 PLF C -3.5 to -24 @ 5.1[y-46.1][100%] 50 PLF @ 5.1 to 50 @ 17.9(y=46.2][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8]( 0%] -24 PLF Si 5.1 to -24 @ 15.9 1y--46.11[100%] 50 PLF @ 17.9 to 50 @ 29.0[y-46.2][100%] 18 PLF @ 14.0 to 18(g129.0[y=35.8]1 0%] -24 PLF @ 15.9 to -24 @ 29.0[y=46.11[100%1 -50 PLF @-3.5 to -50 @ 29.0[y=46.2][100%] 128.00 Lbs.@ 10.8,46.1 Angle=270 9 PLF @ 0.0 to 9 @ 14.0[y=35.8]1 0%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.81 0%] 128.00 Lbs.([2] 17.0,46.1 Angle=270 9 PLF @ 14.0 to 9 @ 29.0[y=35.8]( 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.81[ 0%] 128.00 Lbs.@ 23.2,46.1 Angle=270 65.28 Lbs.@ 10.8,46.1 Angle=270 1300.00 Lbs.@ 15.5,46.2 Angle=270 Brg.#1 Vert.R= 1566.8#Hor.R= -0.0# 65.28 Lbs.@ 17.0,46.1 Angle=270 800.00 Lbs.@ 15.5.43.1 Angle= 1 Brg.#2 Vert.R= 1527.3 4 Hor.R= -0.0# 65.28 Lbs.@ 23.2,46.1 Angle=270 Brg.#1 Vert.R= 1052.0#Hor.R= -799.8# _-_-_-_-_-_-_-_-_-_-_-_-_===_-_-_-_-_-_-_-= Brg.#1 Vert.R= -18.9#Hor.R= -0.0# Brg.#2 Vert.R= 1482.1#Hor.R= -0.0# Brg.#2 Vert.R= 73.0#Hor.R= -0.0# -----F 1----- ------ ------- -___-----------------'-'---------_-----....... [W32][OC 24 M "'WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Toss Components or Oregon,Ire. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 87113 Component Safely Information,by TPI and SBCA f5 safety practices prior to performing these functions. Installs shell r vide tempora (5036157.2118 bracing per BS!.Unless noted otherwise,top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached. rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections p3,B7 or B10, as applicabl¢ AppTy plates to each face o truss and position as shown above and on the Jot: Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z forstandard plate positions.Refer to Job's General Notes page for additional information. Alpine,a division of ITW BuildingComponents Group Inc.shall not be responsible for any Ovation from this drawing,any failure to build the truss in conformance with ANSI/ PI 1, or(or handling, shipping,installation and bracing o trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional eng nen responsibility soleellor the design shown.The suitability and use Of This North Building,4th Floor drawing for any structure a the responsibility of the Building-Designer per ANSI/TPi 1 5ec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340760 HIPM Ply: 1 Job Number: 0722001 Gust R7175 JRd1XLt71750002 Tee FROM:MG City: 1 Tigard Senior Housing DrwNo: Page 5 of 5 Truss Label: BS7 ... / ... 1112812022 0.25 12 v =5X10 =3X5 m3X10 1111.5X4 =3X5 III BXB =10C12 -D T2 E F G T3 H I A W2 '''''''''::'':'''''''''.'""---'''al.a.%- (a) u N J 1113X5 =6X8 =4X5 _H0308 3X5 =3X5 =3X5 L =4X12 III1.5X4 Load Case:3 User Modified:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=46.2][ 0%] 22 PLF @ 5.1 to 22 @ 17.9[y=46.2][ 0%] 22 PLF @ 17.9 to 22 @ 29.0[y=46.2][ 0%] 4 PLF©-3.5 to 4 1, 0.0[y--35.B][ 0%j -50 PLF @-3.5 to -50(fg 5.1[y-46.2][100%] -50 PLF @ 5.1 to -50 @ 17.9[y--46.2][100%] -50 PLF @ 17.9 to -50 @ 29.0(y=46.2](100%) 50 PLF @-3.5 to 50 0 29.0[y=46.2][100%] 18 PLF @ 0.0 to 18 @ 14.0(y=35.8][ 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.81 0%] -1300.00 Lbs.@ 15.5,46.2 Angle=270 -800.00 Lbs.@ 15.5,43.1 Angle= 1 Brg.#1 Vert.R= 157.3#Hor.R= 799.8# Brg.#2 Vert.R= -189.9#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating hhaenpddling,shipping installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius Oa 97113 Component Safety Information,by TPI and SBCA)for safety practices 7ior to performing these functions. Installersshall.provide temporary (803)357.211s bracing per BCSI.Unless noted olherwi�se,top chord shall have Proper attached structural sheathing and bottom chord stall have a properly attached rigid ceiling Locations shown or permanent lateral restraint ofwebs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join. Details, unless noted otherwise. Refer to ALPINE drawings 160A-2 for sandard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Building1 Components Group Inc.shall not be responsible for any deviation fro this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,,i mnstallation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional en meenng responsibility solely-or the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building-Designer North Building,per ANSI/TPI 1 Sec.2. g,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEON:340747/ HIPM Ply: 1 Job Number: 0722001 Cast:R7175 JRec 1XL171750002 T12 FROM:MG Qty: 4 Tigard Senior Housing DrwNo: 332.22,0740.1413E Page 1 of 5 Truss Label: BS9 BFR / RTT 11128/2022 5'1'10 106'8 15'8' 19'11'4 20'i," 25'11"2 28'11"14 5'1'10 5'4"14 5'1'8 -I 4'3'4 111 2 S0"2 .I 3'0.12 0.25 12 1113X5 T3 IIIBXB w10X12 =3X T2 s4E5 F Gt0 H 3X5= I C rT T ❑ W2 (a) W11 N 111I w6X8 w4X5 N =3X5 =4X5 w4XX1M L 16 1111.5X4 =H0308 1 25'11" A 3'0'14--{ I---3'6' 5'1" I 5'2' I 3'9" I 1'4"8 5'"B 5'5"2 , 3'0"12 5'1" 10'3" 14' 15'4 8 20'6" 25'11"2 28'11 14 1 Loading Criteria(pap Wind Criteria Snow Criteria IPg,Pf in PSF) DeVICSI Criteria •Madmum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:I1 PP Deflection in lac I./deft tJ# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.297 D 999 360 Loc R+ I R- /Rh I Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.604 D 510 240 0 1562 /- /800 /631 /125 /384 Risk Category:II BCDL: 9.00 Snow Duration:1.15 HORZ(TL): 0.051 J - - K 2034 /-738 /0 1689 /335 /0 i Des Ld: 45.00 EXP.B Kzt:NA HORZ(TL): 0.104 J - - Wind reactions based on MWFRS Mean Height:42.95 ft Building Code: Creep Factor:2.0 Q Brg Wid=5.5 Min Req= 1.7(Truss) NCBCLL:SoRt: 2.0.00 TCDL:4.2 psf K Brg Wid=5.5 Min Req= 1.8(Truss) Duration: TPI Std: 2014 Max BC CSI: 0.965 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.916 Bearings Q&K are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist h/2 to h Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 1.000 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FT/RT:4(0y4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver.21.02.006.1108.20 B-C 396-3022 F-G 356 -2632 C-D 553-4276 G-H 1021 -865 Lumber D-E 537-4122 H-I 1021 -865 Top chord 2x10 DF-L#2 T2 2x4 HF#2; E-F 355-2638 T3 2x4 DF-L#1&Bet.; Bot chord 2x4 DF-L#2 Maximum Bot Chord Forces Per Ply fibs)Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; W11 2x8 DF-L#2; Chords Tens.Comp. Chords Tens. Comp. Q-P 804 -789 N-M 4314 -575 Bracing P-O 3008 -407 M-L 4088 -545 (a)Continuous lateral restraint equally spaced on 0-N 4314 -575 L-K 5087 -704 member. Maximum Web Forces Per Ply(ms) Purlins Webs Tens.Comp. Webs Tens. Comp. In lieu of structural panels use purlins to brace all flat B-0 281 -1517 E-L 220 -1807 TC @ 24"oc. B-P 3114 -406 L-G 658 -31 C-P 160 -758 G-K 371 -2813 Wind C-O 1323 -175 H-K 1158 -1385 Wind loads based on MWFRS with additional C&C its()PROp . member design. (G� SS, End verticals not exposed to wind pressure. G.dJ a G1 N FF '0 Right cantilever is exposed to wind Li/a 83294PE y Additional Notes Negative reaction(s)of-738#MAX.from a non-wind load case requires uplift connection.See Maximum Reactions. O R EG O N The maximum horizontal reaction is 800# 13 e C 4, ,-.0 14.20° 0 SS ell Tang Renewal 6/30/2024 11/28/2022 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss components of Oregon,ins "'IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handlin shipping installing and bracing. Refer to and follow the latest edition of BCSI(Buildin cornecos OR 37113 Component Safety Information,by TPI ana SBCA)ig0r safety practices prior to performing these functions. Installers shall provide tempora (503)35z-211s bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall ha�L a p pe y attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 3,eel or B10, as applicants. Appl plates to each face.of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions.Refer to Jobs General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ""mvrow"v truss in conformance with ANSI/TPI 1, or for handling,ashipping Installation and yybracing of trusses.d A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional en�neenng responsibility the esign shown.The suitability and use of glia North 4th Floor drawing for any structure is the responsibility of the Building-Designer pera North Bw Building,L g 4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.orq:AWC:awc.org • SEQN:340747 / HIPM Ply: 1 Job Number. 0722001 Cust:R7175 JRetlXL171750002 712 FROM:MG Oty: 4 Tigard Senior Housing DrwNo: 332.22.0740.14138 Page 2 of 5 Truss Label: BS9 BFR I RTT 11/28/2022 • Spacial Loads 1 • —(Lumber Dur.Fac=1.151 Plate Dur.Fac.=1.15) TC:From 72 plf at -3.50 to 72 plf at 28.99 BC:From 4 plf at 3.50 to 4 pif at 0.00 BC:From 18 pif at 0.00 to 18 plf at 28.99 TC: 128 lb Conc.Load at 10.77,16.98,23.19 Special bads 2 —(Lumber Dur.Fac.=1.60 I Plate Dur.Fac.=1.60) TC:From 22 plf at -3.50 to 22 pit at 28.99 BC:From 4 plf at -3.50 to 4 pif at 0.00 BC:From 18 p6 at 0.00 to 18 pif at 28.99 TC:1300 lb Conc.Load at 26.08 PL- 800 lb Conc.Load at(26.08,43.11)[360.0 deg] Special loads 3 —(Lumber Dur.Fac.=1.60/Plate Dur.Fac.=1.60) TC:From 22 plf at 3.50 to 22 ptf at 28.99 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 plf at 0.00 to 18 plf at 28.99 TC:-1300 lb Conc.Load at 26.08 PL- -800 lb Conc.Load at(26.08,43.11)(360.0 deg] Note:Special load cases occur non-concurrently with other load cases. ��REp PROFESS O�5 0�GINe�R Z L 83294PE OREGON 13 `Vtt 14.2o°�' 44" sell Tall. Renewal 6/30/2024 1 1/28/2022 .WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Irts. **IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricatinrgw hhaynpdling shipping,installing and bracing. Refer to and follow the latest edition of SCSI(Building Camellia OR 97113 Component 55 fety Information,by TPI and SBCA)18i safely practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted Otherwise,top chord shall have properlyattached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face o truss and position as shown above and on the Join[Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW B ilddin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the 'tru;;s in conformance with ANSIITPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem • listing this drawing,indicates acceptance of professional engineering responsibility solelyTor the design shown.The suitability and use of This North Building,AveA4th Floor drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. Glenview,orth fi 4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq SEON:340747 HIPM Ply. I Job Number: 0722001 Cost:R7175 JRef:1XL171750002 T12 FROM:MG Qly: 4 Tigard Senior Housing DrwNo: Pags 3 of 5 Truss Label: BS9 ... / ... 11128,2022 0.25 12 III 3X5 T3 1116X8 =10X12 -3X5 T2 _4X5 F 3X10H =3X5 A g C ` (e) u W11 W2 0 �K J 1113X5 =6X8 =4%5 _��3X5 =4X5 =4X16 III1.5X4 , 1 , Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.78 - 0.177 0.177 1 2x10 DF-L#2 42.01" Plywd B - C 395.73 a022.45 0.019 0.179 0.198 1 2x10 DF-L#2 61.56" Plywd C - D 552.56 -4275.93 0.307 0.493 0.800 1 2x4 HF#2 65.02" Plywd D - E 537.00 -4121.68 0.281 0.271 0.553 1 2x4 HF#2 61.51" Plywd E - F 355.18 -2638.37 0.193 0.483 0.676 1 2x4 HF#2 61.55" Plywd F - G 355.95 -2632.31 0.766 0.150 0.916 3 2x4 DF-L#1&Bet. 61.55" Pud 24 G - H 1020.88 -864.69 0.022 0.359 0.382 1 2x4 DF-L#1&Bet. 61.63" Purl 24 H - I 1020.88 -864.69 0.022 0.380 0.402 1 2x4 OF-L#1&Bet. 36.75' Purl 24 1 Q - P 804.43 -789.47 0.111 0.070 0.181 2 2x4 OF-L#2 61.50" Diaph P - 0 3008.04 -406.66 0.572 0.142 0.713 1 2x4 DF-L#2 61.50" Diaph O - N 4314.37 -574.89 0.817 0.144 0.961 1 2x4 DF-L#2 61.50' Diaph N - M 4314.37 -574.89 0.817 0.093 0.910 1 2x4 DF-L#2 61.50" Diaph M - L 4087.65 -545.08 0.770 0.195 0.965 1 2x4 DF-L#2 61.50" Diaph L - K 5087.44 -703.78 0.468 0.456 0.924 1 2x4 DF-L#2 2.88" Diaph K - J 6.32 -3.84 - 0.294 0.295 2 2x4 DF-L#2 36.75" Diaph B - Q 281.41 -1516.59 0.091 0.067 0.158 1 2x4 HFStand+HFStud 11.32" - B - P 3114.46 -406.14 0.648 - 0.648 1 2x4 HF#2 58.52" - C - P 160.38 -758.32 0.157 - 0.157 1 2x4 HFStand+HFStud 18.35" - C - 0 1323.02 -174.71 0.661 - 0.661 1 2x4 HFStand+HFStud 60.83" - O - D 99.04 -339.30 0.070 - 0.070 1 2x4 HFStand+HFStud 19.63" - D - M 83.01 -289.50 0.173 - 0.173 2 2x4 HFStand+HFStud 61.23" - M - E 219.97 -0.00 0.102 - 0.102 1 2x4 HFStand+HFStud 20.92" - E - l 219.83 -1606.95 1.000 - 1.000 1 2x4 HFStand+HFStud 61.66" - L - G 655.92 -31.40 0.334 - 0.334 1 2x4 HFStand+HFStud 21.98" - G - K 370.85 -2813.22 0.705 - 0.705 1 2x4 HFStand+HFStud 82.03" a 1x4 CLB H - K 1158.41 -1385.47 0.096 - 0.096 3 2x8 DF-L#2 21.98" - K - I 83.39 -276.48 0.070 - 0.070 2 2x4 HFStand+HFStud 36.89" - I - J 99.13 -19.42 0.040 0.033 0.073 1 2x4 HFStand+HFStud 21.98' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) defIX(L) deflX(T) A -3.50' 42.32' -0.10" U407 -0.32" U131 0.00" 0.00" B 0.00' 42.40' 6X8 0.96 0.90 N 0.00" L/999 0.00" U999 0.04" o.or C 5.13' 42.62' 10X12 0.96 0.90 N 0.18" U999 0.57" L/541 0.04" 0.08" D 10.54' 42.85' 3X5 0.96 0.35 N 0.30" U999 0.92" 1/334 0.03" 0.05" E 15.66' 42.96' 4X5 0.96 0.75 N 0.29" L/999 0.89" L/344 0.02" 0.02" F 19.94' 43.05' 3X5 0.96 0.98 N 0.21" U999 0.64" U485 -0.02" 0.03" G 20.79' 43.05' 3X10 0.96 0.71 N 0.18" U999 0.55" L1556 -0.02" 0.03" H 25.93' 43.05' 3X5 0.96 0.86 N 0.02" U140 0.03" U95 -0.03" 0.04' I 28.99' 43.05' 3X5 0.96 0.82 N -0.09" L/454 -0.25" 1./160 -0.03" 0.04" J 28.99' 40.93' 1.5X4 0.96 0.83 N -0.09" 1/453 -0.25' U160 0.05" 0.10' K 25.69' 40.93' 0.00" U999 0.00" L1999 0.05" 0.10" K 25.93' 40.93' 4X16 0.96 0.75 N 0.02" U153 0.03" U104 0.05" 0.10" L 20.50' 40.93' 4X5 0.96 0.78 N 0.19" U999 0.58' L/533 0.04" 0.08" "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components of Oregon.Inc. "'IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 465 Trusses require extreme care in fabricating,handling shipping,installing and bracing., Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)for safety pactices nor to rfodnng these functions Installs shall provide temporary (5031357.21'1B bracin er BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord,shall have a propQfly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 3,B7 or B10, aas ap licable. Apply plates to each face,of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drewl�igs 160A-Z for standard plate positions.Refer to mob's General Notes page for additional information. Alpine.a division of ITW Buildin CCo ponents Group Inc.shall not.be responsible for any deviation from this drawing,any.failure to build the truss in conformance with ANSIITPI 1,, or for handling, shipping installation and d bracing of trusses. A seal on this drawingor cover page 155 Hanem listingthis drawing,indicates acceptance of professional engineering responsibility solea) T r the design shown.The suitability and use Of this North Building,Avea Floor drawing g for any strcture is the responsibilityof the Building Designer per ANSI/TPI 1 Sec.2..2 For more information see these web sites:Alpine:alpinellw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview.IL 60025 SEON:340747 HIPM Ply: 1 Job Number: 0722001 Oust:R7175 JRef:1XL171750002 712 FROM:MG Qty. 4 Tigard Senior Housing DrwNo: Page 4 of 5 Truss Label: BS9 ... ! ... 11/28/2022 0.25 12 ® III 3X5 =3X5 T3 1116X8 10X12 -3X5 =- T2 4X5 F X10 H 3X5= A B _ (a) u W11 W2 `= - `= , 11133XX5 6X8= =4X5 N =3X5 =4X5 =4XX118 I111.5X4 H0308 M 15.37' 40.93' 3X5 0.96 0.48 N 0.29" L/999 0.90" U340 0.03" 0.05" N 14.00' 40.93' H0308 0.96 0.87 N O 10.25' 40.93' 4X5 0.96 0.92 N 0.29" L/999 0.91" U337 0.01" 0.02" P 5.13' 40.93' 6X8 0.96 0.75 N 0.18' U999 0.57" U545 0.00" 0.00' O 0.00' 40.93' 3X5 0.96 0.91 N 0.00' L1999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 1] [Partial Unbal.Lt](OC 24.00][DF 1.25][NM 1] [MWFRS-WS1][OC 24.00][DF 1.60)[NM 1] Load Case:1 User Modified:Yes Load Case:6 User Modified:Yes Load Case:46 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y--46.2][ 0%] 22 PLF at-3.5 to 22 @ 5.1[y--46.2][ 0%] 11 PLF @-3.5 to 11© 5.1[y=46.2]1 0%] 22 PLF @ 5.1 to 22 @ 19.9(y=46.2][ 0%) 22 PLF @ 5.1 to 22 @ 19.9[y--46.21( 0%] 11 PLF @ 5.1 to 11 @ 17.9(y=46.2]( 0%] 22 PLF @ 19.9 to 22 @ 29.0[y--46.2][ 0%] 22 PLF at 19.9 to 22 f 29.0[y=46.211 0%] 11 PLF @ 17.9 to 11 @ 29.0(y--46.2)[ 0%] 4 PLF @-3.5 t0 4 @ 0.0[y=35.8][ 0%] 4 PLF C:-3.5 to 4 @ 0.0[y=35.B][ 0%] 2 PLF @-3.5 to 2 @ 0.0[y=35.8)( 0%) 50 PLF @-3.5 to 50 @ 5.1[y--46.2][100%] 50 PLF @ 25.7 to 50 @ 29.0[y-46.2][100%] -24 PLF @-3.5 to -24 @ 5.1[y=46.2][100%) 50 PLF @ 5.1 to 50 @ 19.9[y--46.2][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8]( 0%] -24 PLF @ 5.1 to -24 @ 17.9[y=46.2][100%] 50 PLF C+ 19.9 to 50 @ 29.0[y--46.2][100%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.8]( 0%1 -24 PLF @ 17.9 to -24 @ 29.0[y=46.2](100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8]( 0%] 128.00 Lbs.@ 10.8,46.2 Angle=270 24 PLF @-3.5 to 24 @ 29.0[y=46.21[100%1 18 PLF @ 14.0 to 18 @ 29.0[y=35.8]( 0%] 128.00 Lbs.@ 17.0,46.2 Angle=270 9 PLF @ 0.0 to 9 @ 14.0[y=35.81[ 0%] 128.00 Lbs.@ 10.8,46.2 Angle=270 128.00 Lbs.@ 23.2,46.2 Angle=270 9 PLF @ 14.0 to 9 @ 29.0[y=35.8)( 0%] 128.00 Lbs.@ 17.0,46.2 Angle=270 Brg.#1 Vert.R= 722.1#Hor.R= -0.0# -384.01 Lbs.@ 26.1,43.1 Angle=360 128.00 Lbs.@ 23.2,46.2 Angle=270 Brg.#2 VeA.R= 1077.7#Hor.R= -0.0# -824.02 Lbs.@ 26.1,46.2 Angle=270 Brg.#1 Vert.R= 1551.2#Hor.R= -0.0# ----______---______------------------ Brg.#1 Vert.R= 348.7#Hor.R= 384.04t Brg.#2 Vert.R= 1708.0#Hor.R= -0.0# [Partial Unbal.Rt][OC 24.00][DF 1.25](NM 1] Brg.#2 Vert.R= -334.8#Hor.R= -0.0# _____-------______- --________------ Load Case:7 User Modified:Yes --------__________---________---------------- (WS1j[OC 24.00][DF 1.60][NM 1] Repetitive Factors Used:No [MWFRS-STD.AUTO.LOAD][OC 24.00][DF 1.6011NM 1] Load Case:2 User Modified:Yes 22 PLF©-3.5 to 22 @ 5.1]y--46.2][ 0%] Load Case:47 User Modified:Yes Repetitive Factors Used:No 22 PLF @ 5.1 to 22 @ 19.9[y--46.2][ 0%] Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y=46.2][ 0%] 22 PLF @ 19.9 to 22 @ 29.0[y-46.2]1 0%] 11 PLF @-3.5 to 11 @ 5.1(y=46.2][ 0%] 22 PLF© 5.1 to 22 @ 17.9(y=46.21[ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ ON 11 PLF @ 5.1 to 11 @ 19.9(y=46.2)[ 0%] 22 PLF @ 17.9 to 22 @ 29.0[y--46.2][ 0%] 50 PLF @-3.5 to 50 B 5.1[y--46.2][100%] 11 PLF @ 19.9 to 11 @ 29.0[y--46.2]1 0%) 4 PLF @-3.5 to 4 @ 0.0[y=35.81( 0%] 50 PLF @ 5.1 to 50 @ 19.9 ty=46.2][100%] 2 PLF @-3.5 to 2 @ 0.0[y=35.81[ 0%j 50 PLF @-3.5 to 50 @ 5.1[y--46.2][100%) 50 PLF @ 19.9 to 50 @ 25.7[y=46.2](100%] -24 PLF @-3.5 to -24 @ 5.1[y=46.2][100%] 50 PLF @ 5.1 to 50 @ 17.9[y--46.21[100%1 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] -24 PLF @ 5.1 to -24 @ 19.9[y=46.2][100%] 50 PLF @ 17.9 to 50 @ 29.0[y--46.2][100%1 18 PLF @ 14.0 to 18 @ 29.0[y=35.81 0%] -24 PLF @ 19.9 to -24 @ 29.0[y==46.2][100%] -50 PLF @-3.5 to -50 @ 29.0[y=46.2](100%] 128.00 Lbs.@ 10.8,46.2 Angle=270 9 PLF @ 0.0 to 9 @ 14.0(y--35.131[ 0%] 18 PLF @ 0.0 to 18 @ 14.0(y=35.8][ 0%] 128.00 Lbs.@ 17.0,46.2 Angle=270 9 PLF @ 14.0 to 9 @ 29.0[y=35.811 0%j 18 PLF @ 14.0 to 18 @ 29.0[y=35.8]( 0%] 128.00 Lbs.@ 23.2,46.2 Angle=270 65.28 Lbs.@ 10.8,46.2 Angle=270 800.00 Lbs.@ 28.1,43.1 Angle=360 Brg.#1 Vert.R= 1561.8#Hor.R= -0.0# 65.28 Lbs.© 17.0,46.2 Angle=270 1300.00 Lbs.@ 26.1,46.2 Angle=270 Brg.#2 Vert.R= 1532.3#Hor.R= -0.0# 65.28 Lbs.@ 23.2,46.2 Angle=270 Brg.#1 Vert.R= 518.4#Hor.R= -800.0# =-__-=-=-_-_-_-_-_-_-_-__-_-_-_-_-__-_=-= Brg.#1 Vert.R= -19.3#Hor.R= 0.0# Brg.#2 Vert.R= 2034.4#Hor.R= -0.0# Brg.#2 Vert.R= 73.1#Hor.R= -0.0# ___ _ _ _ ________________________ [W52][OC 24.00][DF 1.60][NM 1] ________-____ ____________-�___________._._.___._._.___ Load Case:3 User Modified:Yes Repetitive Factors Used:No 22 PLF at-3.5 to 22 @ 5.1[y=46.2]( 0%) **WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tmas Components of Oregon,Inc. **IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Camillus OR 57113 Component Sagfety Information,byTPI and SBCA)for safely practices prior to performing these functions. Installs shall vide temporary1503)357-2N8 bracing per BCS].Unless noted oherwise,topchord shall have roper attached structural sheathing and bottom chord sl�al have a propey attached rigid ceiling.Locations shown for pemanent lateral restraint ofwebs shall have bracing9 installed per BCSI secoons B3,B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to A I__PI N E drawings 16 -ZTgr standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deaviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engineering responsibility solelvior the design shown.The suitability and use of this drawing for any sructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEON:340747 HIPM Ply: 1 Job Number: 0722001 Cost:R7175 JR14:1XL171750002 T12 FROM:MG Oty: 4 Tigard Senior Housing DrwNo: Page 5 of 5 Truss Label: BS9 ... / ... 11/28/2022 0.25 12 0 1113X5 T3 IIIBXB =10C12 =3X5 T2 w4X5 3G10 H =3X5 A -E - ...eiviiimitiiiiiiiiiiiiiim-......14 .41441114,W Gam- P 0 N M L �K -_J 1113X5 =6X8 =4X5 =-H0308 3X5 =4X5 =4X16 1111.5X4 22 PLF @ 5.1 to 22 @ 17.9(y'-46.21( 0%1 22 PLF Co 17.9 to 22 @ 29.0(y--48.2]( 0%1 4 PLF @-3.5 to 4 @ 0.0(y=35.811 0%] -50 PLF @-3.5 to -50 @ 5.1(y--46.2](100%] -50 PLF @ 5.1 to -50 @ 17.9[y=46.4100%1 -50 PLF @ 17.9 to -50 @ 29.0[y=46.2((100%] 50 PLF @-3.5 to 50 @ 29.0[y--46.2](100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.81( 0%] 18 PLF @ 14.0to 18 @ 29.0[y=35.81 0%1 -800.00 Lbs. 26.1,43.1 Angle=360 -1300.00 Lbs.@ 26.1,46.2 Angle=270 Brg.#1 Vert.R= 688.7#Hor.R= 800.0# Brg.#2 Vert.R= -738.0#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Compensated Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box eee Trusses require extreme care in fabricating,handling.shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 9/113 Component Saafe Information,by�T�p� tin Ia d SBCA Mr safely practices prior to perforfningct these functions. Installers shall provide temporary (503)357.2118 bracing per SCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall he a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections 83,ae7 or B110, as applicable. Apply platesto each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE. drawings 160A-Z'for standrd plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any.failure to build the truss in conformance with ANSI/IPI 1, or for handling, shipping,installation and bracing of trusses. seal on thisdrawing or cover page 155 Harlem Ave listing thi drawing,indicates acceptance_f professional engineering, responsibilityy sole) Tor the design shown.The suitability and use o ails North Building,4th Roar drawing for any sructure is the responsibility of the Building-Designer per ANSI I 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:Iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340764/ HIPM Pty. 1 Job Number: 0722001 Cuat:R 7175 JRef:1XL171750002 T117 FROM:MG Qty. 1 Tigard Senior Housing DrwNo: 332.22.0740.14435 Page 1 of 5 Truss Label: BS8 BFR / RTT 11/28/2022 L_19'11"4 1'2"8 5'1'10 1 10'6"8 15'8" 1 18'8'141 120'11" 258"4 _1 21311"141 I5'1"10 5'4"14 5'1'8 3'0"14 11 2 4'10"4 32"10 0.25 1122 =4X5 a6X8 a10X12 =3X5 1114X5 =3F5 G 3X10 1111.5X4 =3X5 A B T1 C al I 1113X5 =5X8 -4X5 aH 308 3X5 =3X5 =3X5 a4X12 1111.5X4 A 25'11" A 3'0"14--I �3'6' 51" 1 5R" 1 3'9" 1 1448 210'19 53"4 1 32"10 5'1" 10B" 14' 15'4 8 206 25'9"4 28'11 14 3'0"14 18'5"6 Loading Criteria(pelf Wind Criteria Snow Criteria (Pg.Pf in PSF) DMICSI Criteria •Maximum Reactions(Ibs) • TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct 1.0 CAT:II PP Deflection in loc Udell LI# Gravity Non-Gravity Speed: 96 mph pf 11.p TCDL: 11.00 (specified) Ce:1.0 VERT(LL): 0.528 O 586 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.592 D 522 240 S 1567 /- /800 /633 /125 /384 • BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.100 L - - L 1702 /-190 I- /686 /90 I- FRC Des Ld: 45.00 P.B Kzt:NA HORZ(TL): 0.123 L - - Wind reactions based on MWFRS NCBCLL:0.00 Mean Height:42.95 ft Buildkg Code: Creep Factor:2.0 S Brg Wid=5.5 Min Req= 1.7(Truss) TCDL:4.2 psf IBC 2018 Max TC CSI: 0.772 L Brg Wid=5.5 Min Req= 1.5(Truss) Soffit: 2.00BCDL:4.2 psf Bearings S&L are a rigid surface. Load Duration:n:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.982 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.692 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FTIRT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver.21.02.008.1108.20 B-C 398-3005 E-F 1715 -4099 • C-D 796-4308 F-G 1109 -2980 Lumber D-E 2585 55-5581 G-H 1109 -2930 Top chord 2x4 HF#2 T1 2x10 DF-L#2; • Bot chord 2x4 DF-L#2 • Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Maximum Bot Chord Forces Per Ply(lbs) • Chords Tens.Comp. Chords Tens. Comp. Bracing S-R 811 -796 O-N 5642 -2679 (a)Continuous lateral restraint equally spaced on R-Q 3313 -949 N-M 3934 -1818 member. Q-P 4838-1637 M•L 2818 -1038 P-O 4838-1637 Purlins Maximum Web Forces Per Ply Pe) In lieu of structural panels use purins to brace all flat Webs Tens.Comp. Webs Tens. Comp. TC t 24"oc. B-S 282-1521 E-N 1195 -1914 Wind B-R 3128 -408 N-F 1193 -705 Wind loads based on MWFRS with additional C&C C-R 161 -763 F-M 790 -1483 member design. C-Q 1544 -678 M-H 1188 -519 End verticals not exposed to wind pressure. Q•D 302 -395 H-L 1050 •3087 Right cantilever is exposed to wind �• Cr PROFESS DO-E -1 7 I-L 110 -449 Additional Notes �‘9 �v4G(NI FF� to Negative reaction(s)of-190#MAX.from a non-wind !q 63294PE 9 load case requires uplift connection.See Maximum ft Reactions. The maximum horizontal reaction is 800# OREGON ,r1 .r SLY 14,2000 1L 4ssell Ta��A Renewal 6/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Theis Components of Oregon.Ina "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box48a Trusses require extreme care in fabricating,handlin shipping,installingand bracing. Refer to and follow the latest edition of BCSI(Buildin Cornelius OR 87113 Component Safety Information,by TPI endBCA)trr safely practices prior to performing these functions. Installers shall provide temporary (5031357-2118 bracing per BCSI.Unless noted otherwise,top chord shall nave property attached structural sheathingand bottom hor t shall have a argotflfl y attached rigid ceiling.Locations shown for permanentlateral restraint of webs shall have bracing instlled per BC5i sections B3,B7 or 1 , as applicable. Appl plates to each face a truss andposition as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buildin2Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the n"nw ro.rn„. truss in conformance with ANSI/TPI 1, or for handling,hIIn shipping,.installation and bracing oftrusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional enaeenng responsibil� sol T r the design shown.The suitabili and use of this North Building,41h Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340764 / HIPM Ply- 1 Job Number: 0722001 Cull:R7175 JRN:1XL171750002 7117 FROM'MG f3ty: 1 Tigard Senior Housing D*wNo: 332.22.0740.14435 Page 2 of 5 Truss Label: BS8 BFR / RTT 11/28/2022 Special Loads 1 —(Lumber Dur.Fac=1.15/Plate Dur.Fac.=1.15) TC:From 72 pit al -3.50 to 72 plf at 28.99 BC:From 4 or at -3.50 to 4 plf at 0.00 BC:From 18 plf at 0.00 to 18 ptf at 28.99 TC: 128 lb Conc.Load at 10.77,16.98,23.19 Special loads 2 —(Lumber Dur.Fac=1.60/Plate Dur.Fac.=1.60) TC:From 22 plf at -3.50 to 22 plf at 28.99 BC:From 4 plf at -3.50 to 4 pit at 0.00 BC:From 18 per at 0.00 to 18 pit at 28.99 TC:1300 lb Conc.Load at 15.52 PL- B00 lb Conc.Load at(15.54,43.07)11.2 deg] Special loads 3 —(Lumber Dur.Fac.=1.60 I Plate Dur.Fac=1.60) TC:From 22 ph at -3.50 to 22 plf at 28.99 BC:From 4 plf at -3.50 to 4 p8 at 0.00 BC:From 18 pif at 0.00 to 18 pH at 28.99 TC:-1300 lb Conc.Load at 26.08 PL- -800 lb Conc.Load al(15.54,43.07)0.2 deg] Note:Special load cases occur non-concurrently with other load cases. PROFESS Oco "GIN 'O EER 44/ 83294PE OREGON Lr 1a,Yoe 4 tC ssell Tan` Renewal 6/30/2024 I1128/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trees components of Oregon.*no **IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.838168 Trusses require extreme care in fabricating,handling shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building Comerus OR 87113 Component Safely Information,byTPI and SBCA)ibr safety practices 0 or to er�arming the functions. Installers shelf provide temporary (503)357-2118 bracing per BCS!.Unless noted oherwise,top chord shall have gperly atladlad structural sheathing and bottom chord shall ha a propr y attaches rigid ceiling.Locations shown for permanent lateral restraint Of webs shall have bracing installed per BCSI sections 83,8s7 or B10, as applicable. Apply plates to each face of truss and positionas shown above and on the JoinrDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z'foar standard plate positions.Refer to job's eneral Notes page for additional information. Alpine,a division of ITW Building Components Groyop Inc.shall not be responsible for any deviation fromthis drawing,any,failure to build the truss in conformance with ANSIfTPI 1, or for handling shipping installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem listing thisdrawing indicates acceptance of profess* rnS l en meenng responsibility solelyior the design shown.The suitabilny and use o Is 155 Building,AAvee Floor drawing or any structure is the responsibility of the profess* per ANSITTPI 1 Sec.2. North Buil g 4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.org SEQN:340764 HIPM Ply: 1 Job Number: 0722001 Cush R7175 JRef:1XL171750002 Till FROM:MG Qty: 1 Tigard Senior Housing DnvNo: Page 3 of 5 Truss Label: BS8 ... / ... 1128/2022 0.25 12 =4X5 III6X8 w10X12 =3X5 1114%5 =3X5 G 3X10 1111.5X4 a 3X5 A g T1 C \ 4 g X- R Q P O N M rIL K III3X5 =6X8 =4X5 _H0 3X5 =3X5 =3X5 =4X12 1111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.78 - 0.177 0.177 1 2x10 OF-L#2 42.01' Plywd B - C 397.52 -3035.41 0.019 0.179 0.198 1 2x10 DF-L#2 61.56' Plywd C - D 795.91 -4307.88 0.312 0.459 0.772 1 2x4 HF#2 65.02' Plywd D - E 2584.81 -5580.86 0.278 0.302 0.580 1 2x4 HF#2 61.51" Plywd E - F 1715.13 -4098.87 0.144 0.244 0.388 1 2x4 HF#2 36.88" Plywd F - G 1109.30 -2979.92 0.168 0.052 0.219 3 2x4 HF#2 24.66" Plywd G - H 1109.03 -2979.59 0.195 0.247 0.442 1 2x4 HF#2 24.68" Purl 24 H - I 123.57 -31.70 0.016 0.541 0.557 1 2x4 HF#2 59.75" Purl 24 I - J 123.57 -31.70 0.016 0.538 0.554 1 2x4 HF#2 38.83" Purl 24 S - R 810.87 -795.81 0.112 0.075 0.187 2 2x4 DF-L#2 61.50" Diaph R - Q 3313.41 -948.58 0.574 0.137 0.712 1 2x4 DF-L#2 61.50" Diaph Q - P 4838.12 -1637.20 0.824 0.158 0.982 1 2x4 DF-L#2 61.50" Diaph p - 0 4838.12 -1637.20 0.824 0.121 0.945 1 2x4 DF-L#2 61.50" Diaph O - N 5641.58 -2678.68 0.779 0.083 0.862 2 2x4 OF-L#2 36.88" Diaph N - M 3933.86 -1617.51 0.609 0.075 0.684 1 2x4 DF-L#2 24.62" Diaph M - L 2817.91 -1038.46 0.473 0.200 0.673 1 2x4 DF-L#2 63.25" Diaph L - K 1.06 -3.30 - 0.203 0203 1 2x4 DF-L#2 38.63" Diaph B - S 281.97 -1521.35 0.091 0.068 0.159 1 2x4 HFStand+HFStud 11.32' - B - R 3127.81 -408.00 0.651 - 0.651 1 2x4 HF#2 58.52' - C - R 160.70 -763.02 0.158 - 0.158 1 2x4 HFStand+HFStud 18.35" - C - Q 1544.34 -678.24 0.672 - 0.672 1 2x4 HFStand+HFStud 80.83" - Q - D 301.83 -395.14 0.111 - 0.111 3 2x4 HFStand+HFStud 19.63" - D - 0 828.02 -1046.92 0.625 - 0.625 3 2x4 HFStand+HFStud 81.23" - O - E 491.18 -244.24 0.180 - 0.180 3 2x4 HFStand+HFStud 20.92' - E - N 1195.31 -1913.77 0.536 - 0.536 2 2x4 HFStand+HFStud 39.39" - N - F 1193.03 -705.20 0.437 - 0.437 2 2x4 HFStand+HFStud 21.68" - F - M 790.42 -1483.40 0.300 - 0.300 2 2x4 HFStand+HFStud 30.27" - M - H 1188.22 -518.67 0.435 - 0.435 2 2x4 HFStand+HFStud 21.98" - H - L 1050.47 -3086.82 0.692 - 0.892 1 2x4 HFStand+HFStud 62.03" a 1x4 CLB I - L 110.25 -448.66 0.097 - 0.097 1 2x4 HFStand+HFStud 21.98" - L - J 41.93 -149.19 0.046 - 0.046 6 2x4 HFStand+HFStud 39.97" - J - K 46.09 -15.53 0.002 0.027 0.030 7 2x4 HFStand+HFStud 21.98" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) dellX(T) A 3.50' 42.32' -0.19" U218 -0.31" L/133 0.00' 0.00' O 0.00' 42.40' 6X8 0.96 0.91 N 0.00' U999 0.00" U999 0.07" 0.09' C 5.13' 42.62' 10X12 0.96 0.91 N 0.30' U999 0.56" U551 0.08' 0.09" D 10.54' 42.85' 3X5 0.96 0.53 N 0.51" U810 0.91" L1341 0.05" 0.0r E 15.66' 42.96' 4X5 0.96 0.81 N 0.52" U590 0.86' U357 0.02" 0.02" F 18.74' 43.03' 3X5 0.96 0.91 N 0.42" U737 0.70' 11442 0.00" 0.00" G 19.94' 43.05' 4X5 0.96 0.83 N 0.3" L/846 0.59" 11522 0.00" 0.02" H 20.79' 43.05' 3X10 0.96 0.79 N 0.32" 11953 0.55" L/565 -0.01" 0.02" I 25.7T 43.05' 1.5X4 0.96 0.53 N 0.00" U999 0.00" L/999 -0.01" 0.02" "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.a Box 468 g,inslalli and bracing. Refer to and follow the latest edition of BCSI(BuildingCornelius OR 97113 Trusses ent5afty extremea care infabricating,end BCdgo shipping, rq (503)357-2119 Component gggS!. Information,note,by TPI and SBCA) safety practices prgpe prior tc rfstruitu these aching an. Installersttomchord,ordshall provide tempos bracingtta per eil Unless bins stherwi top caned lateral havere pain of attached shd l have br sheathing and BC csect shall have_a B 10,y attached rigid r Apply Locations each a for f t permanent positionrestraint sho on bov shall have oJoint-intails; per s ihe B7 or r tO, as wings e. ort'tplatesnda d face on s.Re end b s as rat aboveg and on nap formats unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard ate positions.Refer to lobs General Notes page for additional information. Alpine,a division of ITW Buildin Cpomponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/1-P! 1, oro for handling, shipping installation,and bracing of trusses. A seal on this drawing or cover pae 155 Harlem Ave listing this drawing indicates acceptance I professional engineering responsbility solely tor the design shown.The suits i i and use o this North 4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/T I 1 Sec.2. Glenview,orth Building, For more information see these web sites:Alpine:alpineitw.com:TPI:1pinstorg;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org SEON:340764 HIPM Ply: 1 Job Number: 0772001 Cult:R 7175 JRef:1XL171750002 T117 FROM:MG Oty: 1 Tigard Senior Housing D,WNo: Page 4 of 5 Truss Label: BS8 ... / ... 11/28/2022 0.25 12 =4X5 6a10X12 1114X5 =3X5 =3X10 1111.5X4 =3X5 A IIIBXB T1 C -3D E F G H 1 J W2 S al R Q P O N M ML K 1113X5 =6X8 =4X5 =H0308 3X5 3X5 =3X5 =4X12 III1.5X4 J 28.99' 43.05' 3X5 0.96 0.81 N -0.1T L1231 -0.28" U135 -0.01" 0.02" K 28.99' 40.93' 1.5X4 0.96 0.58 N -0.17" U231 -0.28" U135 0.10" 0.12" L 25.77' 40.93' 4X12 0.96 0.75 N 0.00" U999 0.00" 11999 0.10' 0.12" M 20.50' 40.93' 3X5 0.96 1.00 N 0.34" L/906 o,ST L/539 0.08" 0.10" N 18.45' 40.93' 3X5 0.96 0.94 N 0.43" U713 0.72" U429 0.0T 0.09" O 15.3T 40.93' 3X5 0.96 0.52 N 0.53" U586 0.87" U353 0.05" 0.07" P 14.00' 40.93' H0308 0.96 0.88 N Q 10.25' 40.93' 4X5 0.96 0.94 N 0.50" U617 0.90" U344 0.02" 0.03" R 5.13' 40.93' 6X8 0.96 0.76 N 0.30" U999 0.56" U555 0.00" 0.00" S 0.00' 40.93' 3X5 0.96 0.92 N 0.00" U999 0.00" L/999 0.00" 0.00" Loads using option:User Modified load Cases [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 1] [Partial Unbal.Lt][OC 24.00][DF 1.25)(NM 1] [MWFRS-WS1](OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:6 User Modified:Yes Load Case:46 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1[y--46.21[ 0%] 22 PLF @-3.5 to 22 @ 5.1[y=46.2]( 0%] 11 PLF(-3.5 to 11 2 5.1(y--46.2]( 0%] 22 PLF @ 5.1 to 22 @ 19.9[y--46.21[ 0%] 22 PLF @ 5.1 to 22 @ 19.9[y=46.2][ 0%] 11 PLF @ 5.1 to 11 @ 17.9[y=46.2][ 0%1 22 PLF @ 19.9 to 22 @ 29.0[y-46.2]( 0%] 22 PLF @ 19.9 to 22 @ 29.0[y--46.2][ 0%) 11 PLF @ 17.9 to 11 @ 29.0(y=46.2]1 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%1 4 PLF -3.5 to 4© 0.0[y=35.8][ 0%1 2 PLF @-3.5 to 2 @ 0.0[y=35.8]1 0%] 50 PLF @-3.5 to 50 @ 5.1(y-46.2][100%] 50 PLF @ 25.7 to 50 @ 29.0[y--46.2][100%] -24 PLF @-3.5 to -24 @ 5.1[y=46.2][100%] 50 PLF @ 5.1 to 50 @ 19.9[y=46.21[100%1 18 PLF @ 0.0 to 18 G 14.0[y=35.8][ 0%1 -24 PLF @ 5.1 to -24 @ 17.9[y--46.2][100%] 50 PLF @ 19.9 to 50 @ 29.0[y==46.2](100%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.81 0%) -24 PLF @ 17.9 to -24 @ 29.0[y-46.2][100%1 18 PLF C 0.0 to 18 @ 14.0[y=35.81[ 0%] 128.00 Lbs.@ 10.8,46.2 Angle=270 24 PLF @-3.5 to 24 @ 29.0[y=46.2](100%] 18 PLF cf 14.0 to 18 C 29.0[y=35.8][ 0%] 128.00 Lbs.@ 17.0,46.2 Angle=270 9 PLF @ 0.0 to 9 @ 14.0[y=335.8][ 0%] 128.00 Lbs.@ 10.8,48.2 Angle=270 128.00 Lbs.@ 23.2,46.2 Angie=270 9 PLF @ 14.0 to 9 @ 29.0[y=35.8][ 0%] 128.00 Lbs.f 17.0.46.2 Angle=270 Brg.#1 Vert.R= 725.6#Hor.R= 0.0# -624.02 Lbs.@ 15.5,46.2 Angle=270 128.00 Lbs.@ 23.2,46.2 Angle=270 Brg.#2 Vert.R= 1074.3#Hor.R= -0.0# -384.01 Lbs.@ 15.5,43.1 Angle= 1 Brg.#1 Vert.R= 1556.7#Hor.R= -0.0# ------------------------------------ Brg.#1 Vert.R= 93.6#Hor.R= 383.9# Brg.#2 Vert.R= 1702.5#Hor.R= -0.0# [Partial Unbal.Rt][OC 24.00][DF 1.25][NM 1] Brg.#2 Vert.R= -71.8#Hor.R= -0.0# -------------------------------- Load Case:7 User Modified:Yes ----------------------------------------- [WS1)[OC 24.00][DF 1.60][NM 1] Repetitive Factors Used:No [MWFRS-STD.AUTO.LOAD][OC 24.00][DF 1.60][NM 1] Load Case:2 User Modified:Yes 22 PLF @-3.5 to 22 @ 5.1[y=46.2][ 0%] Load Case:47 User Modified:Yes Repetitive Factors Used:No 22 PLF @ 5.1 to 2212 19.9[y=46.21[ 0%] Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.1(y--46.2]( 0%] 22 PLF @ 19.9 to 22 @ 29.0[y-46.21[ 0%] 11 PLF @-3.5 to 11 @ 5.1[y=46.2][ 0%] 22 PLF @ 5.1 to 22 @ 17.9[y--46.2][ 0%] 4 PLF @-3.5 to 4 C 0.0(y=35.8]( 0%] 11 PLF @ 5.1 to 11 @ 19.9(y=462][ 0%] 22 PLF @ 17.9 to 22 @ 29.0[y-46.2][ 0%] 50 PLF @-3.5 to 50 @ 5.1[y--46.2][100%] 11 PLF @ 19.9 to 11 @ 29.0[y=46.21[ 0%] 4 PLF(-3.5 to 4 @ 0.0[y=35.8][ 0%] 50 PLF @ 5.1 to 50 @ 19.9[y=46.2][100%] 2 PLF @-3.5 to 2 @ 0.0[y=35.8][ 0%] 50 PLF @-3.5 to 50 i 5.1[y==46.2][100%] 50 PLF @ 19.9 to 50 @ 25.7[y=46.2][100%] -24 PLF @-3.5 to -24( 5.1(y=46.2][100%] 50 PLF @ 5.1 to 50 @ 17.9[y--46.2][100%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.8][ 0%] -24 PLF @ 5.1 to -24 @ 19.9[y==46.2][100%] 50 PLF @ 17.9 to 50 @ 29.0[y--46.2][100%] 18 PLF @ 14.0 to 18 @ 29.0(y=35.8][ 0%] -24 PLF @ 19.9 to -24 @ 29.0[y=46.2][100%] -50 PLF @-3.5 to -50 @ 29.0[y=46.21[100%1 128.00 Lbs.@ 10.8,46.2 Angle=270 9 PLF @ 0.0 to 9©14.0(y=35.8][ 0%] 18 PLF @ 0.0 to 18 @ 14.0[y=35.81[ 0%] 128.00 Lbs.@ 17.0,46.2 Angle=270 9 PLF @ 14.0 to 9 @ 29.0[y--35.8][ 0%] 18 PLF @ 14.0 to 16 @ 29.0[y=35.81 0%1 128.00 Lbs.@ 23.2,46.2 Angle=270 65.28 Lbs.@ 10.8,46.2 Angle=270 1300.00 Lbs.@ 15.5,46.2 Angle=270 Brg.#1 Vert.R= 1566.8#Hor.R= -0.0# 65.28 Lbs.@ 17.0,46.2 Angle=270 800.00 Lbs.@ 15.5,43.1 Angle= 1 Brg.#2 Vert.R= 1527.3#Hor.R= -0.0# 65.28 Lbs.@ 23.2,48.2 Angle=270 Brg.#1 Vert.R= 1052.0#Hor.R= -799.8# ----- ----------------------- Brg.#1 Vert.R= -19.0#Hor.R= 0.0# Brg.#2 Vert.R= 1482.1#Hor.R= -0.0# Brg.#2 Vert.R= 72.9#Hor.R= -0.0# "'YARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Taus Components of dragon,Ina "IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boe468 Trusses require extreme care in fabricating,handling,shipping.installing,and bracing. Refer to and follow the latest edition of BCSI(Buildingg �^Biu•OR 97113 Component Safety Information,by TPI and SBCA)fo safety practices pnor to performing these functions. Installers shall provide temporary (503)367.2118 bracing per BCSI.Unless noted otherwise,top chord shall have proper attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,87 or 810, as applicable. AppT plates to each face,of truss and position as shown above and on the Joint Details, unless noted otherwise. Neter to ALPINE drawings 160A-Z for sandard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/PI 1, or for handling, shippppin$ installation and bracing o1 trusses. A seal on this drawing or cover page 155 Harlem Ave listing thisdrawing,indicates acceptance of professional en ire nng responsibilitysolelylor the design shown.The suitability and use of this North 41h Floor drawing for any structure is the responsibility of the Building-Designer per ANSIIT I 1 Sec.2. Glenview,orth Building,4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org SEON:340764 HIPM Ply: 1 Job Number. 0722001 Gust R 7175 JRe1:1XL171750002 T117 FROM:MG Oty: 1 Tigard Senior Housing DIWNO: Page 5 of 5 Truss Label: BS8 ... I ... 11/2812022 0.25 12 =-4X5 -10X72 _ 1114X5 =3X5 =3X10 1111.5X4 3X5= A B IIIBXB T1 C D5 E F G H I J W2 0 [ L K 1113X5 m6X8 =4X5 P =3X5 =3X5 =3X5 =4X12 1111.5X4 H0308 ------ ------ [WS2](OC 24.00][DF 1.601MM 1] r_��- ------------ ---- Load Case:3 User Modified:Yes Repetitive Factors Used:No 22 PLF F-3.5 to 22 @ 5.1[y=46.211 0%] 22 PLF @ 5.1 to 22 @ 17.9(y--46.2]( D%] 22 PLF @ 17.9 to 22 @ 29.0[y=46.2][ 0%] 4 PLF @-3.5 to 4 @ 0.0 fy=35.8][ 0%] -50 PLF @-3.5 to -50 @ 5.1(y--46.2][700%] -50 PLF @ 5.1 to -50 @ 17.9[y--46.2][100%] -50 PLF @ 17.9 to -50 @ 29.0[y=46.4100%1 50 PLF @-3.5 to 50 @ 29.0(y=46.21[100%1 18 PLF @ 0.0 to 18 @ 14.0[y=35.8]( 0%] 18 PLF @ 14.0 to 18 @ 29.0[y=35.811 0%] -1300.00 Lbs.@ 15.5,46.2 Angle=270 -800.00 Lbs.@ 15.5,43.1 Angle= 1 Brg.#1 Vert.R= 157.3#Hor.R= 799.8# Brg.#2 Vert.R= -189.9#Hor.R= 0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! That Components olOregon,I= "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,handling shipping,installing,end bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 91113 Component Safety Information,by TPI and SBCA)f8'r safety practices prior to perfo ing these functions. Installers shall provide temporary (503)357-2118 bracingper BCSI.Unless noted otherwise,topchard shall hove properly attached structural sheathin and bottom chord shall have a properly attachd rigid ceiling.Locations shown for pemanent lateral restrraint of webs shall have bracing installed per BCSI sections B3,B7 or B10 as applicable. App plates to each face or truss and position as shown above and on the JoirlmDetails., unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin CCompo nt GroupInc.shall not be responsible for any deviation from this drawing,any failure to build the trues in conformance with ANSI/TM1, orrf for h1 ndlig, shipping,,installation and bracing of trusses, A seal on this drawingor cover page 155 Harlem listing this drawing,indicates acceptanceof proldessiional engineering responsibility solely-for the design shown.The suitabili and use Of this North Building,emAvea4 Floor drawing for any structure is the responility of the Building'Designer per ANSI/TPI 1 Sec.2. - For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:ewc.oro Glenview,IL 60025 SEQN:340789/ HIPS Ply: 1 Job Number: 0722001 Cust:R7175 JR41XL171750002 T88 FROM:MG Qy: 1 Tigard Senior Housing DrwNo: 392.22.0740.13373 Page 1 of 4 Tress Label: Cl BFR I RTT 11/28/2022 V645 11' 4'4 13 , 8'11'2 , 11'11'4 1T10"4 , 21'5'4 , 26'9'2 , 31'013 , 35'3"4 I 38'514 3'11'13 4'6'5 3'0"2 4411 3'7' 5'3'14 4'3"11 4'2"7 3710 0.25 12 mpg -4X8T4 I111.5X4 1113X5 =6X70 m12X14 If 1.5X4 -H0508 =4X5 =3X1D A B T1 C 0 E F G H .II JJ KT 64 - " al la) wt fe W Y X W V U T 5 R B2 Q *P 0 III3X7 man w4X12 m990514 m5X5 w4X8 w6XX10 I111.5X4 A -- 35'5" A 3'0'14--I 1--3'8" I 4'4"3 , 4'6"15 , 4'215 , 4'4'11 _I 25'4� I 4'4'11 ) 4'4'3 4'6"15 3'2"10 4'4'3 8'11"2 13'2'1 17'6.12 20' 26'4"2 30'8"5 35'3"4 38'5'14 L1'11"7 21'11"7 Loading Criteria east) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl1C81 Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection In lac L/defl LI# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.664 U 637 360 Loc R+ /R- /Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 1.272 U 332 240 y 2005 /- /- /814 /50 /12 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.082 P - - P 1989 /- /- /865 I- I- EXP:Des Ld: 45.00 B KzL NA HORZ(TL): 0.158 P - - Wind reactions based on MWFRS Mean Height:33.05 ft Building Code: Creep Factor:2.0 Y Brg Wld=5.5 Min Req=3.3(Truss) NCBCLL:0.00 TCDL:6.0 psf P Brg Wid=5.5 Min Req= 1.6(Truss) Soffit: 2.00 BCDL:4.2 psi IBC 2018 Max TC CSI: 0.976 Bearings Y&P are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.890 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.85 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.924 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS,1856 VIEW Ver:21.02.0013.1108.20 B-C 268-3945 0-H 571 -8216 C-D 431 -6261 H-I 557 -7763 Lumber D-E 433-6250 I-J 558 -7766 Top chord 2x4 DF-L 2400f-2.OE T1 2x10 DF-L#2; E-F 525-7691 J-K 441 -5904 T4 2x6 DF-L 2400f-2.OE; F-G 525-7690 K-L 262 -3245 Bot chord 2x6 HF SS B2 2x6 DF-L 24001-2.0E; Webs 2x4:HF Standard+HF Stud:W2, W4 2x4 HF#2;W19 2x4 DF-L#2; Maximum got Chord Forces Per Ply(lba) Chords Tens.Comp. Chords Tens. Comp. Bracing X-W 3928 -282 T•S 8236 -589 (a)Continuous lateral restraint equally spaced on W-V 7046 -497 S-R 7720 -571 member. V-U 7763 -546 R-Q 5763 -446 Special Loads U-T 8236 -589 Q-P 3069 -261 -(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) Ply Web F imumForces Per TC:From 72 plf at -3.50 to 72 Of at 38.49 Max (Ibs) BC:From 4 p11 at 3.50 to 4 p8 at 0.00 Webs Tens.Comp. Webs Tens. Comp. BC:From 18 pif at 0.00 to 18 ptf at 38.49 TC: 128 lb Conc.Load at 12.33,18.54 B-Y 196-1946 H-S 43 -542 B-X 4102 -276 J-R 141 -2002 Plating Notes EOQROF C-X 125-1146 R-K 923 -23 All plates are 3X5 except as noted. A. FSS, C-W 2458 -182 K-Q 205 -2793 Partin C./ (G�GIN�FiQ /Oy E-V 867 1-54 L049 Q-P 1244 -3284 In lieu of structural panels use purlins to brace all flat 83294PE 9 V-G 718 --38 M-P 71 •404 TC @ 24"oc. �- G-U 498 -38 Wind Wind loads based on MW FRS with additional C&C OREGON member design. .73 End verticals not exposed to wind pressure. (, �Ly 14,20(f� �e Right cantilever is exposed to wind sself Tao Renewal 6/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components of Oregon,Inc. 'IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 469 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI ensSBCA)nor sapry practices prior to perfoi'fning these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise top chord shall have rgper attached structural sheathing and bottom chord shall have a properly attached n id ceiling.Locations shown for permanent lateral restraint o,webs shall have bracing installed per BCSI sections 3,B B7 or B10, as applicable. Appl plates to each face oftruss and positionas shown above and on the Join Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for sandard plate positions.Refer to job's aeneral Notes page for additional information. Alpine,a division of ITW Buildin Components GroupInc.shall not be responsible for any deviation from this drawing,any failure to build the .vmvcoev.sr russ in conformance with ANSI/TPI 1, or for h ndng, shipping installation and bracing of truses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of proffessiional engineering responsibility solely-for the design shown.The suitability and use of this North Building,drawing for any structure is the responsibility of the Building-Designer per ANSVTPI 1 Sec.2. 4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340789 HIPS Ply 1 Joh Number: 0722001 Coat R7175 JRef:1XL171750002 T68 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 2 of 4 Truss Label: C1 ... I ... 11/2812022 0.25 12 4X8 T4 III1.554X4 1113X5 =6X70 =12X14 1111.5X4 =H0508 =H0-48X5 =3X1D A B T1 C D E F G H I J K W4 (aj (a) W1 Y X W V U T S R B2 Q XP O HI3)(7 =6X8 =4X12 =SS0514 =5X5 a4X8 m6X10 1111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.54 - 0.229 0.230 1 2x10 DF-L#2 42.01" Plywd B - C 267.68 -3944.62 0.033 0.234 0.267 1 2x10 DF-L#2 52.75" Plywd C - D 431.47 -6260.93 0.310 0.244 0.554 1 2x4 OF-L 2400f-2.OE 54.46" Plywd D - E 433.06 -6249.61 0.260 0.071 0.352 1 2x4 DF-L 2400f-2.OE 26.35" Plywd E - F 525.27 -7691.44 0.661 0.088 0.749 1 2x4 DF-L 2400f-2.OE 28.13" Plywd F - G 525.38 -76139.80 0.649 0.100 0.748 1 2x4 DF-L 2400f-2.OE 28.13" Purl 24 G - H 570.58 -8215.86 0.738 0.203 0.941 1 2x4 DF-L 2400f-2.OE 52.69" Purl 24 H - I 556.56 -7762.89 0.655 0.321 0.976 1 2x4 DF-L 24001-2.0E 52.64" Purl 24 I - J 557.71 -7765.54 0.395 0.044 0.439 1 2x6 DF-L 2400f-2.0E 52.64' Plywd J - K 441.05 -5904.48 0.100 0.117 0.218 1 2x6 OF-I 2400f-2.0E 52.70' Plywd K - L 262.01 -3244.57 0.029 0.101 0.130 1 2x6 DF-L 2400f-2.OE 52.70' Plywd L - M 107.14 -97.92 - 0.145 0.146 1 2x6 DF-L 2400f-2.0E 50.95" Plywd M - N 107.44 -97.23 - 0.145 0.146 1 2x6 DF-L 2400f-2.DE 38.69' Plywd Y - X 15.49 -18.97 0.001 0.061 0.063 1 2x6 HF SS 52.69' Diaph X - W 3927.73 -281.96 0.343 0.147 0.490 1 2x6 HF SS 54.44" Diaph W - V 7046.13 -496.93 0.614 0.150 0.764 1 2x6 HF SS 50.94" Diaph ✓ - U 7762.95 -545.97 0.676 0.139 0.815 1 2x6 HF SS 52.69" Diaph U - T 8236.22 -588.52 0.716 0.174 0.890 1 2x8 HF SS 52.69" Diaph T - S 8236.22 -588.52 0.447 0.132 0.580 1 2x6 DF-L 2400f-2.0E 52.69" Diaph S - R 7719.93 -570.74 0.418 0.121 0.539 1 2x6 DF-L 2400f-2.0E 52.69" Diaph R - Q 5762.85 -445.65 0.310 0.073 0.383 1 2x6 OF-L 2400f-2.OE 52.69" Diaph Q - P 3069.39 -260.61 0.162 0.108 0.270 1 2x6 DF-L 2400f-2.0E 54.44" Diaph P - 0 0.11 -0.74 - 0.108 0.108 1 2x6 OF-L 2400f-2.0E 38.63" Diaph B - Y 195.64 -1946.38 0.149 0.081 0.230 1 2x4 HFStand+HFStud 9.32" - B - X 4102.35 -276.00 0.858 - 0.858 1 2x4 HF#2 49.53" - C - X 125.09 -1146.14 0.235 - 0.235 1 2x4 HFStand+HFStud 16.17" - C - W 2457.85 -182.34 0.514 - 0.514 1 2x4 HF#2 51.78" - D - W 55.98 -106.02 0.022 - 0.022 1 2x4 HFStand+HFStud 17.27" - W - E 76.39 -1048.52 0.256 - 0.256 1 2x4 HFStand+HFStud 30.35" - E - V 867.45 -53.88 0.437 - 0.437 1 2x4 HFStand+HFStud 30.35" - ✓ - G 70.63 -477.91 0.098 - 0.098 1 2x4 HFStand+HFStud 17.98" - G - U 497.99 -37.79 0.245 - 0.245 1 2x4 HFStand+HFStud 52.37" - U - H 55.47 -132.38 0.026 - 0.026 1 2x4 HFStand+HFStud 17.98" - H - S 42.53 -541.85 0.255 - 0.255 1 2x4 HFStand+HFStud 52.37" - S - J 270.40 -0.00 0.138 - 0.138 1 2x4 HFStand+HFStud 16.19" - J - R 141.25 -2001.65 0.924 - 0.924 1 2x4 HFStand+HFStud 51.78" - R - K 923.09 -22.57 0.470 - 0.470 1 2x4 HFStand+HFStud 17.28" - K - Q 205.16 -2793.28 0.839 - 0.639 1 2x4 HFStand+HFStud 52.14" a 1x4 CLB Q - L 1206.21 -44.61 0.615 - 0.615 1 2x4 HFStand+HFStud 18.38' - L - P 244.01 -3283.56 0.752 - 0.752 1 2x4 HFStand+HFStud 52.51" a 1x4 CLB M - P 70.83 -403.51 0.085 - 0.085 1 2x4 HFSland+HFStud 19.48" - P - N 115.10 -127.32 0.026 - 0.026 4 2x4 DF-L#2 39.00" - N - 0 42.21 -29.78 0.015 0.002 0.017 32 2x4 HFStand+HFStud 20.25" - "'WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Thus Componenu of Oregon,ine "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fa tin .handling shipping,installing,and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)Nor safety practices prior to rforinin these functions. Installers shall provide terhpora (509)357.2118 bracing per BCSI.Unless noted olherw! e,top chord shall have properly attached structural sheathingand bottom_chortl shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instlled per SCI sections 83,B7 or 10, as applicable. AppT plates to each face,of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITyy B ildinlComponents Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSIITPI 1, or for handling, shippingg installation and bracing of trusses. A seal on this drawing or cover pap 155 Harlem Ave listing this drawing,indicates acceptance of professional engpneenng responsibility sol lyTor the design shown.The suitability and use Ofthis drawing for any structure is the responsibility of the Building-Designer per ANSIIT I 1 Sec. . North Building,4th Floor For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:icesafe.org;AWC:awc.org Glenview,IL 60025 SEON:340789 HIPS Ply 1 Job Neater: 0722001 Gust R 7175 JRef:1XL171750002 Tel FROM.MG Qty: 1 Tigard Senior •!p[ng DrwNo: Page 3 of 4 Truss Label: C1 ... / ... 1112812022 0.25 12 _ =H0508 =4X8 II11.5X4 1113X5 A B 1T1 =12X14 II11.D 4 m H0508 G H m4X5J =3K10 L T4 M N 4 (al (a) Nylo Y X W V U T S R B2 Q rip 0 11133(7 =6X8 m4X12 mSS0514 =5X5 =4X8 =6X70 1111.53(4 Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflY(L) deflX(T) A -3.50' 32.32' -0.20" L/212 -0.56" L/74 0.00" 0.00" B 0.00' 32.40' 6X10 0.96 0.99 N 0.00" U999 0.00" U999 0.07' 0.13" C 4.39' 32.61' 12X14 0.96 0.77 N 0.28" L1999 0.80" U531 0.08" 0.15" D 8.92' 32.82' 1.5X4 0.96 0.39 N 0.50" U838 1.44" U293 0.07" 0.13' E 11.12' 32.87' 3X5 0.96 0.90 N 0.57" U736 1.64" U257 0.06' 0.12' F 11.94' 32.88' H0508 0.96 0.83 N 0.60' U710 1.70" U248 0.06' 0.11" G 13.46' 32.88' 3X5 0.96 0.43 N 0.63" U673 1.80" U235 0.05" 0.10" H 17.85' 32.88' 3X5 0.96 0.44 N 0.66" U638 1.90" U223 0.03" 0.06" I 21.44' 32.84' H0508 0.96 0.84 N 0.62" U680 1.78" U237 0.02" 0.03" J 22.24' 32.82' 4X5 0.96 0.94 N 0.60" U706 1.72' U246 0.01' 0.03" K 28.63' 32.91' 3X10 0.96 0.85 N 0.44" L/958 1.27' 1/334 0.00" 0.00" L 31.02' 33.00' 4X8 0.96 0.88 N 0.23" U999 0.66" U636 0.00" 0.02' M 35.2T 33.09' 1.5X4 0.96 0.39 N 0.00" U999 0.00' U999 -0.01" 0.03" N 38.49' 33.16' 3X5 0.96 0.66 N -0.15" U258 -0.43" U89 -0.02" 0.03" O 38.49' 31.01' 1.5X4 0.96 0.68 N -0.15" L1258 -0.43' U89 0.08' 0.16" P 35.2T 31.01' 6X10 0.96 0.95 N 0.00" 1/999 0.00" 1/999 0.08" 0.16' Q 30.73' 31.01' 4X8 0.96 0.76 N 0.25" 1/999 0.71' 11598 0.08" 0.15" R 26.34' 31.01' 5X5 0.96 0.87 N 0.45' U931 1.30' U325 0.07" 0.13" S 21.95' 31.01' 3X5 0.96 0.48 N 0.61" 1/697 1.74" U243 0.05" 0.10" T 20.00' 31.01' S80514 0.96 0.75 N U 17.56' 31.01' 3X5 0.96 0.44 N 0.66" L/637 1.90' U222 0.04" 0.07" ✓ 13.1T 31.01' 3X5 0.96 0.89 N 0.82' U679 1.78' 11237 0.02" 0.04" W 8.93' 31.01' 4X12 0.96 0.83 N 0.50" U838 1.44' U293 0.00" 0.02" X 4.39' 31.01' 6X8 0.96 0.99 N 0.28" U999 0.79" U535 0.00" 0.00" Y 0.00' 31.01' 3X7 0.96 0.83 N 0.00" 11999 0.00' 1/999 0.00" 0.00' Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 1] [Partial Unbal.RtI[OC 24.00][DF 1.25][NM 1] (C&C ASCE WindHRt-+)(OC 24.00](DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:5 User Modified:Yes Load Case:32 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 4.4[y=36.41 0%] 22 PLF @-3.5 to 22 @ 4.4 ly=36.4][ 0%] -27 PLF @-3.5 to -27 @ 4.4 L[y=32.B][100%] 22 PLF @ 4.4 10 22 @ 11.9[y=36.4]( 0%] 22 PLF @ 4.4 to 22 @ 11.9[y=36.411 0%] -27 PLF @ 4.4 to -27 @ 11.9 L[y=33.0)[100%] 22 PLF @ 11.9 to 22 @ 21.4[y=36.4]1 0%] 22 PLF @ 11.9 to 22 @ 21.4[y=36.4][ 0%] 12 PLF @-3.5 to 12 @ 11.9[y=36.4]1 0%] 22 PLF @ 21.4 to 22 @ 38.5[y=36.4]( 0%] 22 PLF Ci 21.4 to 22 @ 38.5[y=36.4]( 0%] -27 PLF @ 11.9 to -27 @ 21.4[y=33.01[100%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8)[ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%) 12 PLF @ 11.9 to 12 @ 21.4[y=36.4][ 0%] 50 PLF @-3.5 to 50 @ 4.4[y=36.4][100%] 50 PLF @-3.5 to 50 @ 4.4(y=36.4)[100%] -27 PLF @ 21.4 to -27 @ 38.5 L(y=33.3][100%] 50 PLF @ 4.4 to 50 @ 11.9[y=36.4][100%] 50 PLF @ 4.4 to 50 @ 11.9[y=36.4][100%] 12 PLF @ 21.4 to 12 @ 38.5[y=36.41 0%1 50 PLF @ 11.9 to 50 @ 21.4[y=36.41[100%] 50 PLF @ 11.9 to 50 @ 21.4(y=36.4][100%] 8 PLF @ 0.0 to 8 @ 35.4(y=25.8][ 0%] 50 PLF @ 21.4 to 50 @ 38.5[y=36.4][100%] 50 PLF @ 21.4 to 50 T. 35.2(y=36.4][100%] 20 PLF @ 35.4 to 20 @ 38.5[y=30.8][100%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.8][ 0%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.81 0e/] 8 PLF @ 35.4 to 8 @ 38.5[y=25.8]( 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.81( 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8][ 0%) ----------------------------------------- 128.00 Lbs.@ 12.3,36.4 Angle=270 128.00 Lbs.@ 12.3,36.4 Angle=270 128.00 Lbs.@ 18.5,36.4 Angle=270 128.00 Lbs.@ 18.5,36.4 Angle=270 Brg.#1 Vert.R= 1997.2#Hot R= 0.0# Brg.#1 Vert.R= 2004.6#Hor.R= 0.0# Brg.#2 Vert.R= 1989.0#Hor.R= 0.0# Brg.#2 Vert.R= 1816.6#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Ins. "IMPORTANT^ FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 168 CorneliuTrusses require extreme care in fabricating,handling,shipping,installingand bracing.. Refer to end follow the latest edition of BCSI(Building (503)35-0t 57113 dSBCA) Dry , 9 9 (503)357-2118 ComponentSafety Information,byTPI is top Mir halepractices prior to performing these sheathing Installers ohaIIprpwas temporary attached rigid id eil Unlessnoted s for ter chord lateralaall a ve p y b have br cing inst and bo SC I sect sns 3,Bar 10rly attached rb a cg Locationsto shownc e f trues permanent e asrestraint of webs shall have eragn1 installed per s e 87 or 10, asr wings 16e. Zf Apply plates each fositi°ns.uRs and positions as shownl above and on thenamTDemati unless noted otherwise. Refer to ALPINE drawings i60A•Z fr standard plate positions.Refer to job s General Notes page for additional information. Alpine,a division of ITW BuildinaComponents Group Inc.shall not,be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping„installation and bracing of trusses. A seal or,this drawing or cover paga 155 Harlem Ave listing this drawing indicates acceptance of professional entanennq responsibility solelyfor the design shown.The suitability and use of this North Building 4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2 For more Information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.carn;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEON:340789 HIPS Ply. 1 Job Number: 0722001 Gust:R7175 JRet 1XL171750002 T88 FROM:MG Oty: 1 Tigard Senior Housing DmNo: Page 4 of 4 Trues Label: C1 ... I ... 11/2812022 0.25 2 -4X8 1111.54X4 1113XN =6X1 T1 m1 X14 llll.5 =E0F508 G�\ H�\-H054X5`` =3X10 L T4 Y' X W V U T S R 82 Q ^P 0 III3X7 ==6X8 =4X12 =SS0514 =5X5 m4X8 m6X10 1111.5%4 [Partial Unbal.Lt][OC 24.00][DF 1.25][NM 1] [MWFRSSTD.AUTO.LOAD][OC 24.00][DF 1.60][NM 1] Load Case:4 User Modified:Yes Load Case:10 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.510 22 @ 4.4[y=36.411 0%] 11 PLF @-3.5 to 11 @ 4.4[y=36.4]( 0%] 22 PLF @ 4.4 to 22 @ 11.9[y=36.4][ 0%] 11 PLF @ 4.4 to 11 c. 11.9[y=36.4][ 0%] 22 PLF @ 11.9 to 22 @ 21.4[y=36.4][ 0%] 11 PLF @ 11.9 to 11 @ 21.4[y=36.4]( 0%] 22 PLF @ 21.4 to 22 @ 38.5[y=36.4][ 0%] 11 PLF @ 21.4 10 11 @ 38.5]y=36.4][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.81 0%1 2 PLF @-3.5 to 2 @ 0.0[y=25.8][ 0%] 50 PLF @ 35.2 to 50 @ 38.5[y=36.4][100%] -21 PLF @-3.5 to -21 @ 4.4[y=36.4][100%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.8][ 0%] -21 PLF @ 4.4 to -21 @ 11.9[y=36.4][100%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.81{ 0%] -21 PLF @ 11.9 to -21 @ 21.4[y=36.4][100%] 128.00 Lbs.@ 12.3,36.4 Angle=270 -21 PLF @ 21.4 to -21 @ 38.5[y=36.4][100%] 128.00 Lbs.@ 18.5,36.4 Angle=270 9 PLF @ 0.0 to 9 @ 20.0[y=25.8][ 0%] Brg.#1 Vert.R= 931.8#Hor.R= -0.0# 9 PLF @ 20.0 to 9 @ 38.5[y=25.8][ 0%] Brg.#2 Vert.R= 1120.1#Hor.R= -0.0# 65.28 Lbs.@ 12.3,36.4 Angle=270 - 65.28 Lbs.@ 18.5,36.4 Angle=270 Brg.#1 Vert.R= 42.9#Hor.R= 0.0# Brg.#2 Vert.R= 54.2#Hor.R= 0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Ina "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa 458 Trusses reuire extreme care in fabricatin handling'shipping installing,and bracing.. Refer to endfoollow the latest edition of BCSI(Buildin Cornelius OR 97113 'ComponentSafety Information,by TPI and'SBCA tar safety PPradices prior to erfo ing these fun ns. Installers shall ide terhpore (503)357-2118 bracing per SCSI..Unless noted otherwise,top chord shall have properly attached structural shea]hin and bow chord sha hs e a p attache rigid ceiling.Locations shown for permanent lateral resraint of webs shall have bracinginst lied per BCSI sections B3,87 orroB 1�0, as applicable. Appl plates to each face of tru s and position as shown above and on the Join elails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Buildin Compon nts Group Inc.shall not.be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIl1-PI 1, or for handling, shipping,,installation and bracin of trusses. A seal or}this drawing or cover papa 155 Harlem Ave listing this drawing,indicates acceptan of professional enehneenng responsibility sole) the design shown. he suitabilityand use of this North Building,4th Floor drawing for any stucture is the responsibility o the Building Designer per ANSI/TPI 1 Sec. For more Information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:340791/ HIPS Ply: 1 Job Number: 0722001 Cost:R 7175 JRet:1XL171750002 T53 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.14560 Paget of 3 Truss Label: C2 BFR / RTT 11/26/2022 1 44.13 9'0'14 13'11"4 1710"4 227'15 23'574 24'6'4 4'4'13 I 4'8.1 4'10'6 I 3'11' 4'411 1'24 2'12 0.25 12 -4X5 _ W14 _ _ II11.5X4 IIB TI m10C12 O -3E5; ms -4H I JK T T- -� � 27 T 11 - - = , 1 III =4X8 m 3X5 R -3X5 m3X5 =4X5 m5X5 ML mH0308 w12 I1I4X5 1 24'8'4 A 4'4'3 483 3'240 1'2'} 4'4'11 4'4'11 1'4'} 1"-- 4'4'3 ( 8'9'6 12' 1371 1T5'12 I 21'11'7 23'3.8 1 117 6 24'3 '4 Loading Criteria(pef) Wind Criteria Snow Criteria A Maximum Reactions Ibs (Pg,w in PSF) OsNC&Criteria TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc L/defl LJ# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.264 0 999 360 Loc Re 1 R- I Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.DD VERT(CL): 0.513 Q 575 240 U 14138 /- 1- /609 /92 /9 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.055 M - - L 1256 /- /- /491 /24 1- Des Ld: 45.00 EXP.B KzL NA HORZ(TL): 0.107 M - - Wind reactions based on MWFRS Mean Height:32.90 ft NCBCLL:0.00 TOOL:6.0 psf Building Code: Creep Factor:2.0 U Brg Wid=5.5 Min Req=2.4(Truss) L Brg Wid=- Min Req=- Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CS!: 0.670 Bearing U is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.931 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.649 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FTIRT:4(0)l4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver:21.02.00B.1108.20 B-C 333-2453 F-G 427 -3254 C-D 495-3857 G-H 202 -1536 Lumber D-E 516-3904 H-I 105 -782 Top chord 2x4 HF#2 T1 2x10 DF-L#2; E-F 428 -3257 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud:W2,W4,W6,W8, Maximum Bot Chord Forces Per Ply(Ibs) W 10,W 12,W 14 2x4 OF-L#2; Chords Tens.Comp. Chords Tens. Comp. Special Loads T-S 2438 -340 P-O 3197 -427 -(Lumber Dur.Fac.=1.15/Plate Dur.Fac=1.15) S-R 3705 -514 O-N 1406 -191 TC:From 72 p11 at -3.50 to 72 plf at 24.69 R-Q 3705 -514 N-M 695 -95 BC:From 4 Oat -3.50 to 4 plf at 0.00 Q-P 3900 -523 BC:From 18 plat 0.00 to 18 plf at 24.69 TC: 128 lb Conc.Load at 12.33,18.54 Maximum Web Forces Per Ply(Ibs) Purling Webs Tens.Comp. Webs Tens. Comp. In lieu of structural panels use pudins to brace all flat B-U 271 -1449 P-G 392 -7 TC Q 24"oc. B-T 2562 -345 G-O 249 -1849 Wind C-T 151 -727 O-H 897 -82 C-S 1293 -177 H-N 184 -1345 Wind loads based on MWFRS with additional C&C -0 PRO p S-D 101 -394 N-I 1187 -156 member design, ��S Fss E-P 106 -718 i-M 187 -1374 End verticals not exposed to wind pressure. ��C2)N E�� /O2 Deflection [(/ 83294PE 9 Max JT VERT DEFL:LL:0.26"DL:0.25".See detail tY DEFLCAMB1014 for camber recommendations. Provide for adequate drainage of roof. :LY REGONr/. 14,20- fLSII Tangs Renewal 6/30/2024 I 1/28/2022 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Than Components or Oregon,Ina 'IMPORTANT'' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box488 Trusses require extreme care in fabricating,handling shipping,installing and bracing., Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)Mr safety practices or to performing these functions. Installers shall provide temporary (503)3574118 bracingper BGSI.Unless noted o herwi e,top chord shall have properly attached structural sheathing and bottom chord shall ha @a p p y attachd rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face 01 truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW B in Components Group Inc.shall not,be responsible for any deviation from this drawing,any,failure to build the .snwmw.e. truss in conformance with ANSI/-PI 1, or for handling, shipping,,installation and bracing of truses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional en Ineenng resppn�9ibillttyv solely-for the design shown.The suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building-DDesigner per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340791 HIPS Ply: 1 Job Number: 0722001 Cast:R 7175 JRet:1XL171750002 793 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 2 of 3 Truss Label: C2 ... ! ... 11/28/2022 0.25 12 4X5 -8X8 WIII� = IN5X7 -10X12 -- 3X55 ox E5F 3X5 4X5-4X I JK5 .5X4 A g Ti C ! 11 I OI YJ2 W4 W6 WB jj---------------....._...,, 10 III =4X8 =3X5 -Hp308 3X5 =3X5 =4X5 =5X5 W12 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.65 - 0.177 0.177 1 2x10 DF-L#2 42.01" Plywd B - C 332.51 -2452.76 0.013 0.178 0.191 1 2x10 DF-L#2 52.75 Plywd C - D 494.51 -3656.71 0.208 0.269 0.477 1 2x4 HF#2 56.21" Plywd D - E 515.66 -3904.16 0.229 0.441 0.670 1 2x4 HF#2 52.70" Plywd E - F 427.80 -3256.65 0.130 0.182 0.313 1 2x4 HF#2 52.73" Plywd F - G 426.90 -3253.95 0.313 0.230 0.543 1 2x4 HF#2 52.73" Purl 24 G - H 202.22 -1535.55 0.070 0.309 0.378 1 2x4 HF#2 52.69" Purl 24 H - I 105.20 -781.83 0.018 0.220 0.238 1 2x4 HF#2 14.31" Purl 24 I - J 0.03 -3.58 - 0.017 0.017 1 2x4 HF#2 14.00" Plywd J - K 0.02 -0.12 - - - 1 2x4 HF#2 1.00" Plywd U - T 8.44 -12.77 0.002 0.078 0.080 1 2x4 HF#2 52.69' Diaph T - S 2437.76 -339.91 0.513 0.101 0.614 1 2x4 HF#2 52.69" Diaph S - R 3705.13 -514.31 0.779 0.118 0.897 1 2x4 HF#2 52.69' Diaph R - Q 3705.13 -514.31 0.779 0.090 0.869 1 2x4 HF#2 52.69" Diaph Q - P 3900.37 -523.29 0.820 0.111 0.931 1 2x4 HF#2 52.69" Diaph P - 0 3197.44 -426.75 0.673 0.090 0.762 1 2x4 HF#2 52.69" Dlaph O - N 1406.02 -191.31 0.296 0.037 0.332 1 2x4 HF#2 16.06" Diaph N - M 695.47 -94.75 0.146 0.022 0.168 1 2x4 HF#2 15.75" Dlaph M - L 0.00 -0.00 - - - 1 2x4 HF#2 1.00' Diaph B - U 271.23 -1449.23 0.084 0.046 0.130 1 2x4 HFStand+HFStud 11.32" - 8 - T 2561.63 -345.20 0.492 - 0.492 1 2x4 DF-L#2 49.80" - C - T 150.92 -727.36 0.152 - 0.152 1 2x4 HFStand+HFStud 18.17" - C - S 1293.46 -177.49 0.248 - 0.248 1 2x4 OF-1.#2 52.44" - S - D 101.27 -394.38 0.083 - 0.083 1 2x4 HFStand+HFStud 19.27" - D - Q 213.73 -8.39 0.041 - 0.041 1 2X4 DF-L#2 52.83" - Q - E 62.75 -8.76 0.027 - 0.027 3 2x4 HFStand+HFStud 20.37" - E - P 108.11 -718.32 0.252 - 0.252 1 2X4 OF-I#2 53.24" - P - G 391.77 -7.33 0.200 - 0.200 1 2x4 HFStand+HFStud 20.48" - G - 0 248.80 -1E48.93 0.649 - 0.649 1 2x4 OF-1#2 53.28" - O - H 897.04 -81.75 0.457 - 0.457 1 2x4 HFStand+HFStud 20.48" - H - N 183.64 -1345.26 0.167 - 0.167 1 2X4 OF-1#2 22.28" - N - I 1186.77 -155.91 0.605 - 0.605 1 2x4 HFStand+HFStud 20.52" - I - M 187.28 -1374.37 0.168 - 0.168 1 2x4 OF-1.#2 21.23" - J - M 14.40 -45.58 - 0.016 0.016 1 2x4 HFStand+HFStud 20.78" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A -3.50' 32.32' -0.09" U453 -0.27" U156 0.00" 0.00" B 0.00' 32.40' 5X7 0.96 0.92 N 0.00" U999 0.00" L1999 0.04" 0.07" C 4.39' 32.61' 10X12 0.96 0.47 N 0.15" U999 0.42" U701 0.04" 0.08" D 9.07' 32.82' 3X5 0.96 0.35 N 0.25" U999 0.71" U413 0.03" 0.06" E 13.46' 32.92' 3X5 0.96 0.49 N 0.26" U999 0.76" U388 0.02" 0.03" F 13.94' 32.93' 4X5 0.96 0.91 N 0.26" U999 0.74" U398 0.01" 0.03- G 17.85' 32.93' 3X5 0.96 0.87 N 0.20" U999 0.58" U505 0.00" 0.00" '"WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components or Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.elBoo on 9m3 Trusses require extreme care in fabricating,hanC1ddling,shipping,installing and bracing. Refer to and follow the latest edition of SCSI(Building Cosoiss A Component Safety Information,by WI and SBCA)for safetyP practices prior to perfor(ning these functions. Installers shall provide temporary 18 bracing per BCSI.Unless noted otherwise,top chord shall have propesy attached structural sheathin and bottom chord shall have_a prgppee y attached ngid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections 53,B7 or 510, I� as applicable. Apply plates to each face of Vu s and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Zfor sandard plate positions.Refer to Jobs General Notes page for additional information. Alpine,a division of ITW Building.1Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the con formance in with ANSITEPI 1, or for handling, shipping,.installation and bracingof trusses. A seal on this drawing or cover page 155 Harlem Ave fisting ths drawing,indicates acceptance of professional engpneenng responsibility solelyor the design shown.The suitability and use of Obis North Building.4th Floor wing for any s cture is the responsibility of the Building-Designer per ANSIIT I 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340791 HIPS Ply: 1 Job Number: 0722001 Gust:R7175 JRef:1XL171780002 T83 FROM:MG Oty: 1 Tigard Senior Housing DrwNe: Page 3 of 3 Truss Label: C2 ... / ... 11/28/2022 0.25 r� =4X5 =8X9 W14 £10X12 III1.5X4 1115X7 Ti C -3p5 -3ES F =3 G5 -4H5 I JK A B W2 WB WB W10 III3X5 w4X8 =3X5 R =3X5 =3X5 =4X5 =5X5ML =H0308 YY12 1114X5 H 22.24' 32.93' 4X5 0.96 0.77 N 0.09" U999 0.22' L./999 0.00" 0.00" I 23.44' 32.93' 6X8 0.96 0.60 N 0.04" U999 0.11' U999 0.00" 0.00" J 24.60' 32.95' 1.5X4 0.96 0.53 N 0.00" U999 0.00" L/999 0.00" 0.00" K 24.69' 32.95' 0.00" L/999 0.00" U999 0.00" 0.00" L 24.69' 30.93' 0.00" U999 0.00" L/999 0.06" 0.11" M 24.60' 30.93' 4X5 0.96 0.83 N 0.00' 1./999 0.00" U999 0.06' 0.11" N 23.29' 30.93' 5X5 0.96 0.84 N 0.04" L/999 0.13" L/999 0.05" 0.11" O 21.95' 30.93' 4X5 0.96 0.77 N 0.09" L/999 0.25" U999 0.05' 0.10" P 17.56' 30.93' 3X5 0.96 0.51 N 0.21" 1./999 0.60" U490 0.04" 0.08" O 13.17' 30.93' 3X5 0.96 0.48 N 0.26" L/999 0.76" L/387 0.02" 0.05" R 12.00' 30.93' H0308 0.96 0.91 N S 8.78' 30.93' 3X5 0.96 0.85 N 0.24" U999 0.70" L/420 0.00" 0.02" T 4.39' 30.93' 4X8 0.96 0.86 N 0.14" U999 0.42" LT707 0.00" 0.00" U 0.00' 30.93' 3X5 0.96 0.96 N 0.00" L/999 0.00" L./999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00][DF 1.15](NM 1] [Min.Roof Snow Load][OC 24.00][DF 1.15][NM 1] [MW FRS-STD.AUTO.LOAD][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:3 User Modified:No Load Case:27 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 4.4(y=38.1][ 0%1 22 PLF @-3.5 to 22 @ 4.4[y=36.11 0%] 11 PLF @-3.5 to 11 @ 4.4[y=36.1]1 0%] 22 PLF @ 4.4 to 22 @ 13.9[y=36.11[ 0%] 22 PLF @ 4.4 to 22 @ 13.9[y=36.1J[ 0%] 11 PLF @ 4.4 to 11 @ 13.9[y=36.1][ 0%] 22 PLF @ 13.9 to 22 @ 23.4[y=36.11[ 0%J 22 PLF @ 13.9 to 22 @ 23.4[y=36.1][ 0%] 11 PLF @ 13.9 to 11 @ 23.4[y=36.1]( 0%) 22 PLF @ 23.4 to 22 @ 24.7[y=36.1 J[ 0%J 22 PLF @ 23.4 to 22 24.7[y=36.1][ 0%] 11 PLF @ 23.4 to 11 @ 24.7[y=36.1]( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.811 0%] 2 PLF @-3.5 to 2 @ 0.0[y=25.8][ 0%] 50 PLF @-3.5 t0 50 @ 4.4[y=36.1][100%] 20 PLF @-3.5 to 20 4.4[y=36.1][100%] -22 PLF @-3.5 to -22 @ 4.4[y=36.1][100%] 50 PLF @ 4.4 to 50 0 13.9[y=36.1][100%] 20 PLF @ 4.4 to 20 @ 13.9[y=36.1][100%] -22 PLF @ 4.4 to -22 @ 13.9[y=36.1][100%] 50 PLF @ 13.9 to 50 @ 23.4[y=36.11[100%) 20 PLF @ 13.9 to 20 @ 23.4[y=36.1][100%] -22 PLF @ 13.9 to -22 @ 23.4[y=36.1][100%1 50 PLF @ 23.4 to 50 @ 24.7[y=36.1](100%] 20 PLF @ 23.4 to 20(11224.7[y=36.1][100%] -22 PLF @ 23.4 to -22 @ 24.7[y=36.1][100%J 18 PLF @ 0.0 to 18 @ 24.7[y=25.8][ 0%] 18 PLF @ 0.0 to 18 @ 24.7[y=25.81[ 0%J 9 PLF @ 0.0 to 9 @ 24.7[y=25.8][ 0%] 128.00 Lbs.@ 12.3,36.1 Angle=270 Brg.#1 Vert.R= 910.6#Hor.R= -0.0# 85.28 Lbs.@ 12.3,36.1 Angle=270 128.00 Lbs.@ 18.5,36.1 Angle=270 Brg.#2 Vert.R= 731.7#Hor.R= 0.0# 65.28 Lbs.@ 18.5,36.1 Angle=270 Brg.#1 Vert.R= 1487.6#Hor.R= -0.0# _--_---_-_-_-------------------------- Brg.#1 Vert.R= -7.7#Hor.R= -0.0# Brg.#2 Vert.R= 1256.5#Hor.R= 0.0# Brg.#2 Vert.R= 61.3#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inn. 'IMPORTANT`" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral resraint of webs shall have bracing_inslalled per BCSI sections B3.B7 or 810, as applicable. Apply plates to each face_of truss and position as shown above and on the Join[Delails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Al ping,a division of ITW BuildingCan n nls Group Inc.shall not.be responsible for any deviation from this drawing,any failure to build the trues in conformance with ANSIITPI 1,or for handling, shipping,.installation and bracing of trusses. A seal On_this drawing or cover pagpe 155 Harlem Ave listing this drawing,indicates acceptance of professional engqlneenng responsibility solely for the design shown.The suitability and use of Ihis North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orr;AWC:awc.orq Glenview,IL 60025 SEON:340793/ HIPM Ply: 1 Job Number: 0722001 Gust:R7175 JRef 1 XL171750002 770 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.14388 Pegs 1 of 3 Truss Label: C3 BFR / RTT 11/28/2022 258 4"8"4 4'4"13 9'0 14 I 13'5'9 15'11"4, 17'10"il 221"3 + 24'3'12 I. 4'4'13 4'8'1 4'4'11 2'5 11 1'11"I 42'15 2'2"9 0.25 12 III5 T1 =10X12 =3X5 _3X5 =-4X5 X 1111.5X4 m5X5J A D T N w2 w4 ws ws H I 1 1 1N 113X5 '•4XX8 =3X5 P =3X5 =3X5 =5X10 III3X5 H0308 1 24'8'4 i 1----3'6' 4'4"3 ( 4'5'3 I 32"10 , 1'2"Q 4'4'11 4'6'7 ) 2'4"5 4'4"3 8'9'6 12' 13' 1 17'8"12 22'1"3 24'S 8 12 24'8.'4 Loading Criteria(par) Wind Criteria Snow Criteria (Pg,Pf In PSF) Dd#CSI Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind SW: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Udefl U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(spedled) Ca:1.0 VERT(LL): 0.267 0 999 360 Loc R+ 1 R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.520 0 568 240 S 1488 /- /- 1609 /92 /10 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.053 L - - K 1256 /- I- /491 /24 1- Des Ld: 45.00 EXP:B Kzt NA HORZ(TL): 0.103 L - - Wind reactions based on MWFRS Mean Height:32.91 fl BuildingCode: Creep Factor:2.0 S Brg Wid=5.5 Min Req=2.4(Truss) NCBCLL:0.00 TCDL:6.0 psf K BrgWid=- Min Re Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.669 Bearing S is a rigid surface.q Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI SW: 2014 Max BC CSI: 0.932 Spacing:24.0' C&C Dist a:3.00 fl Rep Fac:Varies by Ld Case Max Web CSI: 0.954 Membersnot listed have forces less than 375# 9Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FTlRT:4(0j14(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver:21.02.008.1108.20 B-C 333-2453 F-G 418 -3180 C-D 494-3656 G-H 195 -1456 Lumber D-E 517-3907 H-I 195 -1456 Top chord 2x4 HF#2 T1 2x10 DF-L#2: E-F 418-3184 Bat chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud:W2,W4,W6,W8 2x4 DF-L#2; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Special Loads R-0 2438 -341 0-N 3903 -525 Lumber Dur.Fac.1.151 Plate Dur.Fac.=1.15) 0-P 3704 -514 N-M 3119 -417 TC:From 72 plf at -3.50 to 72 plf at 24.69 P-0 3704 -514 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 plf at 0.00 to 18 plf at 24.69 TC: 128 lb Conc.Load at 12.33,18.54 Maximum Web Forces Per Ply(lbs) Webs Tens.Comp. Webs Tens. Comp. Purlins In lieu of structural panels use purlins to brace all flat B-S 2562272 --345 E-N 118 - 2 TC@24"oc. C-R 1 -728345 N-M 431 -12 C-R 151 -728 G•M 246 -1848 Wind C-0 1293 -177 M-I 1872 -250 Wind loads based on MW FRS with additional C&C ���Ep PROFESS 0-D 101 -394 i-I. 178 -1238 member design. End verticals not exposed to wind pressure. �`g �, G 4 N F�� �p2 Deflection W 83294PE 9 Max JT VERT DEFL:LL:0.27"DL:0.25".See detail DEFLCAMB1014 for camber recommendations. Provide for adequate drainage of roof. VOREGON GLr 14,20. ' ell Ta Renewal 613012024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tress Components 010189e4.ins "IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P O.sox 458 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)re safely practices prior to rfortnin these functions. Installers shall provide temporary (503)357-2118 bracingper SCSI.Unless noted oytherwise,top chord shall have propery attached structural sheathin and bottom chord shall ha @a pr4RPerly attachd rioid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B33 �7 or 81 as applicable. Aoo1y plates to each face of truss and position as shown above and on the Joi fDetails, unless noted otherwise. Refer to ALPINE. drawings 160A-Z or standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building Com nents Grou Inc.shall not be responsible for anydeviation from this drawing,anyfailure to build the AY mrmws. truss Inconformance with ANSI/TPI 1,oi or handling, shipping installation and bracing off trusses. A seal on tthis�CraukIng or cover page 155 Harlem Ave listing this drawing'indicates acceptance_ professional engineering responsibility solelyTor the design shown.The suitabili and use o is North Building.4th Floor drawing for any structure is the responsibility of the Building-Deslgner per ANSI/TPI 1 Sec.2. N Buil IL 4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org 1 SEQN:340793 HIPM Py: 1 Job Number: 0722001 Cunt.R7175 JRef:1XL171750002 T70 FROM:MG Oy: 1 Tigard Senior Housing DrwNo: Page 2 of 3 Truss Label: C3 ... / ... 11/28/2022 0.25 12 v =10X12 _ =3X5 =4X5 w4X5 1111.5X4 =5X5 IIa T1 C D5 E _.. F G H I A W2 W4 W6 W8 1113X5 w4X8 =3X5 H0308 33(5 =3X5 w5X10 1II3X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.65 - 0.177 0.177 1 2x10 DF-L#2 42.01" Plywd B - C 332.56 -2452.99 0.013 0.178 0.191 1 2x10 DF-L#2 52.75" Plywd C - D 494.11 -3656.11 0.208 0.272 0.480 1 2x4 HF#2 56.21" Plywd D - E 516.68 -3906.67 0.232 0.436 0.669 1 2x4 HF#2 52.70" Plywd E - F 418.39 -3183.81 0.124 0.227 0.352 1 2x4 HF#2 52.73" Plywd F - G 418.49 -3180.23 0.299 0.212 0.511 1 2x4 HF#2 52.73' Purl 24 G - H 194.69 -1455.55 0.063 0.314 0.376 1 2x4 HF#2 50.94" Purl 24 H - I 194.70 -1455.60 0.063 0.223 0.285 1 2x4 HF#2 30.06' Purl 24 I - J 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Purl 24 S - R 8.44 -13.31 0.002 0.079 0.080 1 2x4 HF#2 52.69" Diaph R - Q 2438.00 -340.51 0.513 0.101 0.614 1 2x4 HF#2 52.69" Diaph Q - P 3704.42 -514.41 0.779 0.119 0.898 1 2x4 HF#2 52.69' Diaph P - 0 3704.42 -514.41 0.779 0.091 0.870 1 2x4 HF#2 52.69" Diaph O - N 3903.21 -524.94 0.821 0.111 0.932 1 2x4 HF#2 52.69" Diaph N - M 3119.37 -416.76 0.656 0.097 0.753 1 2x4 HF#2 54.44" Dlaph M - L 3.86 -0.65 - 0.035 0.036 1 2x4 HF#2 30.08' Diaph L - K 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph B - S 271.22 -1449.22 0.084 0.046 0.130 1 2x4 HFStand+HFStud 11.32" - B - R 2561.88 -345.26 0.492 - 0.492 1 2x4 DF-L#2 49.80' - C - R 150.95 -727.51 0.152 - 0.152 1 2x4 HFStand+HFStud 18.17" - C - Q 1292.54 -176.99 0.248 - 0.248 1 2x4 DF-L#2 52.44" - Q - D 101.07 -393.80 0.063 - 0.083 1 2x4 HFStand+HFStud 19.27" - D - 0 217.32 -10.01 0.042 - 0.042 1 2x4 DF-L#2 52.83" - O - E 62.59 -10.77 0.027 - 0.027 3 2x4 HFStand+HFStud 20.37" - E - N 118.26 -803.31 0.281 - 0.281 1 2x4 DF-1#2 53.24" - N - G 431.14 -12.47 0.220 - 0220 1 2x4 HFStand+HFStud 20.98' - G - M 246.40 -1846.05 0.899 - 0.899 1 2x4 HFStand+HFStud 53.48" - H - M 84.55 -310.07 0.067 - 0.067 1 2x4 HFStand+HFStud 20.98" - M - I 1872.25 -250.26 0.954 - 0.954 1 2x4 HFStand+HFStud 32.50" - I - L 178.22 -1237.61 0.078 0.021 0.098 1 2x4 HFStand+HFStud 20.98" - Joint x y Plate Cq JSI Method dellY(L) deflY(T) defIX(L) deflY(T) A 3.50' 32.32' -0.09" L/449 -0.27" L/155 0.00" 0.00" B 0.00' 32.40' 5X7 0.96 0.92 N 0.00" L/999 0.00" U999 0.04' 0.08" C 4.39' 32.61' 10X12 0.96 0.47 N 0.15" L/999 0.42" 1/696 0.04' 0.08" D 9.0T 32.82' 3X5 0.96 0.35 N 0.25" U999 0.72" U409 0.03' 0.06' E 13.46' 32.92' 3X5 0.96 0.49 N 0.21" U999 0.77" L/383 0.02" 0.03" F 15.94' 32.97' 4X5 0.96 0.89 N 0.24" 11999 0.69" L/430 0.00" 0.02" G 17.85' 32.9T 4X5 0.96 0.88 N 0.21" 1/999 0.60" L/496 0.00" 0.00" H 22.10' 32.97' 1.5X4 0.96 0.53 N 0.08" U999 0.24" U999 0.00" 0.00" I 24.60' 32.97' 5X5 0.96 0.99 N 0.00" 1/999 0.00" 11999 0.00" 0.01' J 24.69' 32.97' 0.00" U999 0.00' U999 0.00" 0.01" K 24.69' 30.93' 0.00' L/999 0.00" L/999 0.05" 0.10" "'WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! This,components of Oregon,Inc. "`IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box488 Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)tQQr safety practices pnor to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless npled otherwise,top chord shall have roper) attached structural sheathing and botto chord shall have_a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,87 or B10, as applicable. Appl plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for sandard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW BuildineLaComponents Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling shipping,_installation.and bracsr of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professiodal englneenna responsibility sole y or the design shown.The suitability and use o is North Building,a Floor drawing for any strcture is the responsibility of the Budding Designer per ANSI/TPI 1 Sec.2. Glenview,IL 6,4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orgI • SEON:340793 HIPM Ply. 1 Job Number: 0722001 gust R7175 JRef:IXL171750002 T70 FROM:MG Guy: 1 Tigard Senior Housing DrwNo: Page 3 of 3 Truss Label: C3 • ... / ... 11/28/2022 0.25 12 v =10X12 = =4X5 =4X5 1111.5X4 w5X5 A g T1 C 1115X7 -p --3X5 E F G H I J IN -,-- ithl _ W4 %11111.1.....11 _ III irL1 7. 3X5 X X P X 1 5III =48 =35 =35 =3X5 se5X0 1113X =-H0308 L 24.60' 30.93' 3X5 0.98 0.84 N 0.00" L/999 0.00" U999 0.05" 0.10" M 22.10' 30.93' 5X10 0.96 0.95 N 0.08" U999 0.24" U999 0.05" 0.10" N 17.56' 30.93' 3X5 0.96 0.56 N 0.21" U999 0.61" U481 0.04" 0.08" O 13.1T 30.93' 3X5 0.96 0.48 N 0.2T U999 0.77" U382 0.02" 0.05" P 12.00' 30.93' H0308 0.96 0.91 N O 8.78' 30.93' 3X5 0.96 0.85 N 0.25" U999 0.71" U416 0.00" 0.02" R 4.39' 30.93' 4X8 0.96 0.86 N 0.15" L/999 0.42" L/702 0.00" 0.00" S 0.00' 30.93' 3X5 0.96 0.96 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00][DF 1.15](NM 1] [M!n.Roof Snow Load][OC 24.00][DF 1.15][NM 1] [MWFRS-STD.AUTO.LOAD]IOC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:3 User Modified:No Load Case:27 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 4.4[y=36.1 J[ 0%1 22 PLF @-3.5 to 22 @ 4.4[y=36.1][ 0%] 11 PLF @-3.5 to 11 n 4.4[y=38.1 J[ 0%] 22 PLF @ 4.4 to 22 @ 15.9 ly=36.1]( 0%] 22 PLF @ 4.4 to 22 @ 15.9[y=36.1][ 0%) 11 PLF @ 4.4 to 11 CO 15.9[y=36.1][ 0%] 22 PLF @ 15.9 to 22 @ 24.7(y=38.11 0%] 22 PLF @ 15.9 to 22 @ 24.7[y=36.1][ 0%] 11 PLF @ 15.9 to 11 @ 24.7[y=38.1 0%] 4 PLF @-3.5 to 4 @ 0.0(y=25.811 0%] 4 PLF @-3.5 to 4 @ 0.0 ty=25.8]( 0%] 2 PLF @-3.5 to 2 @ 0.0[y=25.8J[ 0%1 50 PLF @ 3.5 to 50 @ 4.4[y 36.1J(100%J 20 PLF @-3.5 to 20 @ 4.4[y=36.1]000%1 -22 PLF @-3.5 to -22 @ 4.4(y=38.1][100%] 50 PLF @ 4.4 to 50 @ 15.9[y=36.11[100%] 20 PLF @ 4.4 to 20 @ 15.9[y=38.1][100%] -22 PLF @ 4.4 to -22 @ 15.9(y=36.1][100%] 50 PLF @ 15.9 to 50 @ 24.7[y=36.1][100%] 20 PLF @ 15.9 to 20 @ 24.7[y=36.1][100%] -22 PLF @ 15.9 to -22 @ 24.7 ty=38.1][100%] 18 PLF @ 0.0 to 18 @ 24.7[y=25.8]( 0%] 18 PLF @ 0.0 to 18 @ 24.7(y=25.81[ 0%] 9 PLF @ 0.0 to 9 @ 24.7[y=25.81( 0%] 128.00 Lbs.@ 12.3,36.1 Angle=270 Brg.#1 Vert.R= 910.6#Hor.R= 0.0# 65.28 Lbs.@ 12.3,36.1 Angle=270 128.00 Lbs.@ 18.5,36.1 Angle=270 Brg.#2 Vert.R= 731.7#Hor.R= -0.0# 65.28 Lbs.@ 18.5,36.1 Angle=270 Brg.#1 Vert.R= 1487.6#Hor.R= 0.0# ---------------------------------------- Brg.#1 Vert.R= -7.7#Hor.R= -0.0# Brg.#2 Vert.R= 1256.5#Hor.R= -0.0# Brg.#2 Vert.R= 61.3#Hor.R= -0.0# • "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss ComponenuolOregen,lne. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box488 Trusses require extreme care in fabricating,handlingg shipping,installing and bracing Refer to end follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fOr safety pactices prior to performing thessee functions. Installers shall provide temporary (50 3)3 5 7 4118 bracin per BGS!.Unless noted otherwise,top chGSrrad shall have properly attached structural speatht and bottom chord s al hawepa properly attached rigid ceiling.Locations shown for permanent lateral restraint ofwebs shall have bracing inst'�lled per BCSI sections 83,B7 or B10, ,44466. es applicable. AppTy plates to each lace of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to A LPI N , drawings 160A-Z for standard plate positrons.Refer to job's General Notes page for additional Information. Alpine,a division of ITW Building,Components Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the . truss in conformance with ANSI/i PI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover pat 155 Harlem Ave listing this drawing indicates acceptance of professional engineering respopn�s9ibilittyy solelylor the design shown.The suitability and use o s North Building,a4 Floor drawing for any structure is the responsibility of the Buildingesigner per ANSI/TPI 1 Sec.2. g� For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340795/ H1PM Ply: 1 Job Number. 0r2001 CuaL R7175 JRet:1XL171750002 T75 FROM:MG City: 1 Tigard Senior Housig DIWNo: 332.22.0740.14123 Page 1 of 3 Truss Label: C4 6FR I RTT 11/28/2022 4'4'13 9'0"14 13'5"9 1T10"4 21'0"2 24'3"4 B"4 f• 4'4'13 I 4'8'1 4'491 4'4'11 3'1"14 I 3'3"2 1 5 0.25 12 =4X5 1111.51C4 m 4X8 IU5X7 =10X12 3X5 -3E5 F ctt HI A 6 T1 C T T W1 m Zv _ W2 W4 W6 W8 N N l 1 III w4XX8 =3X5 O =3X5 =3X5 m 5X12 III3KX5 H0308 1 24'8"4 1 !--36' 4'4'3 4'5'3 3'2"10 , 1'2"1 4'4'11 1. I 3'5'6 3'5'6 4'4"3 8'9"6 12' 13'21 17'6"12 21'0"2 24'5"8 2i12 2.4'8'4 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg.P(in PSF) Defl/CSI Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in be L/defl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 98 mph Pt 11.0(specifled) Ce:1.0 VERT(LL): 0.263 N 999 360 Loc R. I R- I Rh I Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.513 N 575 240 R 1488 I- I- /609 /84 111 Risk Category:II BCDL: 9.00 Snow Duration:1.15 HORZ(LL): 0.050 K - - J 1256 /- I- EXP:B Kzt:NA HORZ(TL): 0.097 K - - Wind reactions based on MWFRS Des Ld: 45.00 Mean Height:32.93 ft R Brg Wid=5.5 Min Reg=2.4(Truss) NCBCLL:0.00 Building Code: Creep Factor:2.0 TCDL:6.0 psf IBC 2018 Max TC CSI: 0.634 J Brg Wid=- Min Reg=- Soltit 2.00 BCDL:4.2 psf Bearing R is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.935 Members not listed have forces less than 375# Spacing:24.0• C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.972 Maximum Top Chord Forces Per Ply(lb.) Loc.from endwall:Any FT/RT:4(0)l4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver.21.02.008.1108.20 B-C 328-2454 E-F 404 -3117 C-D 485-3653 F_G 254 -1914 Lumber D-E 511 -3920 G-H 254 -1914 Top chord 2x4 HF#2 T1 2x10 DF-L#2; Bot chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lb.) Webs 2x4:HF Standard+HF Stud:W2,W4,W6, W8 2x4 DF-L#2;W12 2x4 DF-L Standard+ Chords Tens.Comp. Chords Tens. Comp. DF-L Stud; Q-P 2439 -337 N-M 3918 -522 P-O 3701 -507 M-L 3049 -401 Special Loads O-N 3701 -507 -(Lumber Dur.Fac=1.15/Plate Dur.Fac.=1.15) TC:From 72 plf at -3.50 to 72 plf at 24.69 Maximum Web Fags Per Ply(p») BC:From 4 plf at -3.50 to 4 pi(at 0.00 BC:From 18 plf at 0.00 to 18 plf at 24.69 Webs Tens.Comp. Webs Tens. Comp. TC: 128 lb Conc.Load at 12.33.18.54 B_R 265_1449 E-M 134 -8135 Purlins B-Q 2563 -340 M-F 466 -27 C-Q 150 -728 F-L 176 -1359 In lieu Oi structural panels use purlins to brace all flat C-P 1288 -174 L"H 2202 -292 TC�24'oc. P-D 99 -392 H-K 183 -1220 Wind ��.�p Pep Wind loads based on MWFRS with additional C&C member design. .rO _AG IN F., '0 End verticals not exposed to wind pressure. �O 83294PE y Deflection Ct ...„,..-- Max JT VERT DEFL:LL:0.26"DL:0.25'.See detail DEFLCAMB1014 for camber recommendations. Provide for adequate drainage of roof. � OREGON r S 4 4214,20 4.0 well Tan' Renewal 6/30/2024 II/28/2022 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tnas Components of Oregon.ins. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box4138 Trusses require extreme care in to toting,handling ship ing,installing and bracing., Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Coin nent SafetyInformation,by TPI ana SBCA)tier safely practices prior to performing these functions. Installers shall provide temporary (503)357.2118 bracing per BCSI.Unless noted otherwise,top chord shall nave properly attached structural sheathing and bottom chord shall have a properly altachepi rigid ceiling Locations shown for permanent lateral restraint or webs shall have bracingg installed per BCSI sections 83,B7 or B10, as applicable. Apply plates to ach face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building components Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the A"nwcw.n. truss in conformance with ANSI/7Ft 1, or for handlinS shipping,.instalaion and bracing of trusses,. A seal on this drawing or cover paUUe" 155 Harlem Ave listing this drawing indicates acceptance pro fessio al engineering resnsibili solely-for the esign shown.The suitability and use of Otis North Building,4th Floor drawing for any structure is the responsibility of a Budding esigner petNSI I 1 Sec2. For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340795 HIPM Ply: 1 Job Number: 0722001 Cust:R7175 JRef:131171750002 T75 FROM:MG City: 1 Tigard Senior Housing DrwNo: Page 2 of 3 Truss Label: C4 ... / ... 11/28/2022 025 0 III5X7 =10X12 '----3X5 m3E5 =4F5 III1.CX4 m4XH1 A B Ti C W1 W2 W4 W6 W8 I113lX5 w4X8 w3X5 -HO Ot) 3X5 w3X5 =5X12 III3X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.66 - 0.177 0.177 1 2x10 DF-L#2 42.01" Plywd B - C 328.02 -2454.23 0.013 0.178 0.191 1 2x10 OF-1#2 52.75" Plywd C - D 485.44 -3652.86 0.207 0.290 0A97 1 2x4 HF#2 56.21" Plywd D - E 511.34 -3920.13 0239 0.395 0.634 1 2x4 HF#2 52.70" Plywd E - F 403.90 -3117.50 0.119 0.258 0.377 1 2x4 HF#2 52.74" Plywd F - G 254.35 -1914.10 0.108 0.172 0.280 1 2x4 HF#2 37.87" Purl 24 G - H 254.34 -1914.04 0.108 0.181 0.289 1 2x4 HF#2 43.12" Purl 24 H - I 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Purl 24 R - Q 8.45 -14.68 0.002 0.079 0.081 1 2x4 HF#2 52.69" Diaph Q - P 2439.26 -337.23 0.513 0.101 0.614 1 2x4 HF#2 52.69" Diaph P - 0 3700.75 -506.68 0.778 0.119 0.898 1 2x4 HF#2 52.69" Diaph O - N 3700.75 -506.68 0.778 0.092 0.871 1 2x4 HF#2 52.69" Diaph N - M 3918.11 -521.62 0.824 0.111 0.935 1 2x4 HF#2 52.69" Diaph M - L 3048.51 .401.30 0.641 0.065 0.706 1 2x4 HF#2 41.3T Diaph L - K 9.05 -1.41 0.002 0.063 0.065 1 2x4 HF#2 43.12" Diaph K - J 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph B - R 264.81 -1449.19 0.084 0.048 0.130 1 2x4 HFStand+HFStud 11.32" - B - 0 2563.20 -340.49 0.492 - 0.492 1 2x4 DF-L#2 49.80" - C - Q 149.56 -728.09 0.152 - 0.152 1 2x4 HFStand+HFStud 18.17" - C - P 1287.62 -173.84 0.247 - 0.247 1 2x4 DF-L#2 52.44' - P - D 99.40 -391.60 0.083 - 0.083 1 2x4 HFStand+HFStud 19.2T - D - N 236.39 -10.45 0.045 - 0.045 1 2x4 DF-L#2 52.83' - N - E 61.49 -19.57 0.025 - 0.025 3 2x4 HFStand+HFStud 20.3T - E - M 133.70 -894.55 0.313 - 0.313 1 2x4 DF-L#2 53.24' - M - F 465.89 -26.84 0.237 - 0.237 1 2x4 HFStand+HFStud 21.46" - F - L 176.04 -1358.93 0.460 - 0.460 1 2x4 HFStand+HFStud 42.02" - G - L 83.25 -294.81 0.064 - 0.064 1 2x4 HFStand+HFStud 21.48" - 1 - H 2201.60 -292.30 0.972 - 0.972 1 2x4 DFStand+DFStud 43.54" - H - K 183.37 -1220.47 0.071 0.080 0.131 1 2x4 HFStand+HFStud 21.48" - Joint x y Plate Cq JSI Method de6Y(L) dellY(T) de5X(L) deflX(T) A -3.50' 32.32' -0.09" U454 -0.27" U156 0.00" 0.00" B 0.00' 32.40' 5X7 0.96 0.92 N 0.00" U999 0.00' L/999 0.04" 0.07" C 4.39' 32.61' 10X12 0.96 0.47 N 0.15" 11999 0.42" U702 0.04" 0.08" D 9.07' 32.82' 3X5 0.96 0.35 N 0.25' U999 0.71" U413 0.03" 0.06" E 13.46' 32.92' 3X5 0.96 0.49 N 0.26" U999 0.76' L/389 0.02" 0.03" F 17.85' 33.01' 4X5 0.96 0.97 N 0.20' U999 0.58" U510 0.00" 0.00" G 21.01' 33.01' 1.5X4 0.96 0.53 N 0.12" U999 0.35" U850 0.00" 0.00" H 24.60' 33.01' 4X8 0.98 0.98 N 0.00" U999 0.00" L/999 0.00" 0.02" I 24.69' 33.01' 0.0D" U999 0.00" L/999 0.00' 0.02" J 24.69' 30.93' 0.00' U999 0.00' L/999 0.05" 0.10" K 24.60' 30.93' 3X5 0.96 0.84 N 0.00" U999 0.00' 1./999 0.05" 0.10" L 21.01' 30.93' 5X12 0.96 0.97 N 0.12' U999 0.35" U854 0.05" 0.10" "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Compona4s of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box466 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Buildina Cameos OR 97113 Component Safety Information,by TPI and SBCA)fb safely practices prior to perfomlIng these functions. Installers shall.provide tem rarr (5030ST-2116 bracing per BCSI.Unless noted o herwise,top chord shall hove purgperly attached structural sheathingand bottomchord shall ha�L a peflflflfly attached ngid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instlled per BCSI sections 63, Z.or 510, as applicable. Apply plates to each face o truss and positionas shown above and on the Join Details, unless noted otherwise. Refer to A LPI N E drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of IT W Buildin Components GroupInc.shall not be responsible for any deviation from this drawing,any failure to build the uss in conformance with ANSI/TPI 1, or for h ndho shipping, installation.and bracing of trusses. A seal orlihis drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professigrtal engineering responsibility solely-for the design shown.The suitability and use of this North Budding,em4th Floor drawing for any strcture is the responsibility of the Building-Oesigner per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iasafe.org;AWC:awc.or0 Glenview,IL 60025 SEQN:340795 HIPM Ply: 1 Job Number: 0722001 Cust:R7175 JRe1:1XL171750002 175 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 3 of 3 Truss Label: C4 ... I ... 11/28/2022 0.25 12 1115X7 =10X12 -3r 3X5 =4X5 1111.5X4 --4XB HI A g T1 C D F G B I p W2 ,---\ \\ W1 W4 W6 WB 1113X5 =4XX8 =3X5 _H003D" 3X5 =3X5 =5X12 1113KX5 8 M 17.56' 30.93' 3X5 0.96 0.60 N 0.21" L/999 0.60" U494 0.04" 0.08" N 13.1T 30.93' 3X5 0.96 0.48 N 0.26" U999 0.76" L/387 0.02" 0.05" O 12.00' 30.93' H0308 0.96 0.91 N P 8.78' 30.93' 3X5 0.96 0.84 N 0.24" U999 0.70" U420 0.00" 0.02" O 4.39' 30.93' 4X8 0.96 0.86 N 0.14" L/999 0.42" U708 0.00" 0.00" R 0.00' 30.93' 3X5 0.96 0.95 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAOJ(OC 24.00J[DF 1.15][NM 11 [Min.Roof Snow Load][OC 24.001]DF 1.151[NM 1] [MWFRS-STD.AUTO.LOAD][OC 24.00][DF 1.60][NM 11 Load Case:1 User Modified:Yes Load Case:3 User Modified:No Load Case:27 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 4.4[y=36.211 0%] 22 PLF @-3.5 to 22 @ 4.4[y=36.2][ 0%] 11 PLF @-3.5 to 11 @ 4.4[y=36.2]1 0%] 22 PLF - 4.4 to 22 @ 17.9[y=36.2][ 0%] 22 PLF @ 4.4 to 22 @ 17.9[y=36.21[ 0%] 11 PLF @ 4.4 to 11 @ 17.9[y=36.211 0%] 22 PLF @ 17.9 to 22 @ 24.7[y=36.211 0%] 22 PLF @ 17.9 to 22 7 24.7[y=36.21[ 0%] 11 PLF i 17.9 to 11 `24.7[y=36.211 0%j 4 PLF @-3.5 to 4 @ 0.0[y=25.811 0%] 4 PLF @-3.5 to 4 @ 0.0(y=25.811 0%] 2 PLF @-3.5 to 2 @ 0.0[y=25.811 0%] 50 PLF @-3.5 to 50 a 4.4[y=36.2][100%] 20 PLF @-3.5 to 20 @ 4.4[y=36.21[100%] -22 PLF @-3.5 to -22 @ 4.4[y=36.2][100%] 50 PLF @ 4.4 to 50 @ 17.9[y=36.2][100%] 20 PLF @ 4.4 to 20 @ 17.9[y=36.21[100%] -22 PLF @ 4.4 to -22 @ 17.9[y=36.211100%1 50 PLF @ 17.9 to 50 @ 24.7[y=36.2][100%] 20 PLF @ 17.9 to 20 @ 24.7[y=36.2][100%] -22 PLF @ 17.9 to -22 @ 24.7[y=36.2][100%] 18 PLF @ 0.0 to 18 @ 24.7[Y25.8]( 0%] 18 PLF @ 0.0 to 18 @ 24.7(y=25.811 0%] 9 PLF @ 0.0 to 9 @ 24.7(y=25.8][ 0%] 128.00 Lbs.@ 12.3,36.2 Angle=270 Brg.#1 Vert.R= 910.6#Hor.R= -0.0# 65.28 Lbs.@ 12.3,36.2 Angie=270 128.00 Lbs.@ 18.5,36.2 Angle=270 Brg.#2 VerLR= 731.7#Hor.R= -0.0# 65.28 Lbs.@ 18.5,36.2 Angle=270 Brg.#1 Vert.R= 1487.6#Hor.R= -0.0# -------------------------------- Brg.#1 Vert.R= -7.8#Hor.R= -0.04i Brg.#2 Vert.R= 1256.5#Hor.R= -0.0# Brg.#2 Vert.R= 61.3#Hor.R= -0.0# "WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tons Components or Oregon,Inc. *IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 968 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fai safety practices prior to performing these functions. Installers shalllprovide temporary (503)357-2118 bracinger BCSI.Unless noted otherwise,top ch shall have roperly attached structural sheathingand bottomchord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instlled per BCSI sections B3,B7 or B10, as applicable. Appl plates to each face.of truss and position as shown above and on the JoinrDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracing of trusses.. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of prof ssiinal en ineenno responsibility solelylor the desgn shown.The suitabil" and use o is Noah Building,4th Floor drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Glenview,onh i g,4 For more Information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org SEQN:340808/ HIPS Ply: 1 Job Number: 0722001 Cud:R 7175 JRef:1XL171750002 T77 FROM:MG Qty: 1 Tigard Senior Housing DnvNo: 332.22.0740.13326 Page 1 of 4 Truss Label: C5 BFR / RTT 11/28/2022 I_319 -13 Vitt I7. 41'13 I 9'0'14 I 13'5"9 I 1T8"8 I 19'11.4 22'215 26'9"2 I 29'5'4 I 35'3"4 I 38'5"14 3'11"13 4'8'1 4'4'11 47"15 2-1 2'3.1 4'6'3 2'8"2 427 3'2 10 025 2 II1,5X4 w6X10 w12X14 3X5 1111.5X4=HOG508 H =3X10 I J w4X8 T4 L M T A B D E _ _ T Xal W V U T S R 0 B2 P PO N III3X5 e6X8 w3X10 w3X7-530514 w3X5 m4X8 w6X10 1111.5X4 k 35'5' 1 3'0.14-"{ I-36 4'4^J I 4'3'11 I 4'6'3 I 4'6-7 I Z3'& 44'11 I 4'4"3 I 4'6'15 , 3'2"10I 4'4-3 87'14 13'2'1 1T8"B 20' I 26'4.2 30'8"5 35'3"4 38'5"14 1'11.I7 21'11"7 Loading Criteria(psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Cc:1.0 VERT(LL): 0.663 1 638 360 Loc R+ /R- I Rh I Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 1.289 F 333 240 X 2005 /- /- /814 /46 /13 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.086 N - - 0 1989 I- I- /865 I- I- EXP:B Kzt:NA HORZ(TL): 0.164 0 - - Wind reactions based on MWFRS Des Ld: 45.00 Mean Height:33.05 ft BuildingCode: Creep Factor:2.0 X Brg Wid=5.5 Min Req=2.0(Truss) NCBCLL:0.00 TCDL:6.0 psf IBC 2018 Max TC CSI: 0.919 0 Brg Wid=5.5 Min Req= 1.6(Truss) Soffit: 2.00 BCDL:4.2 psf Bearings X&0 are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.768 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.85 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.828 Maximum Top Chord Forces Per Ply(Iba) Loc.from endwall:Any FT/RT:4(0)14(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS,1885 VIEW Ver.21.02.0013.1108.20 B-C 257-3783 G-H 503 -6975 C-D 414-6045 H-I 415 -5610 Lumber D-E 500-7322 I-J 254 -3147 Top chord 244 DF-L#1&Bet.T1 2x10 DF-L#2; E-F 524-7485 J-K 254 -3145 T4 2x4 DF-L 2400i-2.OE; F-G 525-7485 Bot chord 2x4 DF-L 24001-2.OE B2 2x6 DF-L 2400f-2.OE; Webs 2x4:HF Standard+HF Stud:W2, Maximum Bot Chord Forces Per Ply(lbs) W4 2x4 HF#2;W19 2x4 DF-L#2; Chords Tens.Comp. Chords Tens. Comp. Bracing W-V 3766 -271 S-R 7238 -525 V-U 8152 -441 R-0 8909 -509 (a)Continuous lateral restraint equally spaced on U-T 7384 -520 Q-P 5400 -419 member. T-S 7237 -525 P-0 2987 -254 Special Loads -(Lumber Dur.Fac..1.15/Plate Dur.Fac.=1.15) Maximum Web Forces Per Ply(Ibs) TC:From 72 plf at -3.50 to 72 p8 et 38.49 Webs Tens.Comp. Webs Tens. Comp. BC:From 4 plf at -3.50 to 4 pIt at 0.00 BC:From 18 plf et 0.00 to 18 plf at 38.49 B-X 196-1961 G-R 33 -383 TC: 128 lb Conc.Load at 12.33.18.54 B-W 3956 -267 R-H 474 0 C-W 126-1174 H-Q 107 -1578 Plating Notes ���LEO PROFESS V-D 100 -801 IQ-PI 187 -2536 JI plates are 4X5 except as noted. �`g _AG 1 NI EE 'O D-U 1283 -81 P-K 1161 -42 Purling LV *i 83294PE .I" U-E 74 -472 K-Q 244 -3281 In lieu of structural panels use purlins to brace all flat IC Q 24"oc. Wind Wind loads based on MWFRS with additional C&C OREGON member design. 13 R End verticals not exposed to wind pressure. 4S �Lv 1°'2po lei Right cantilever is exposed to wind Sell Tang Renewal 6/30/2024 11/28/2022 "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Ton Components of Orson,ins. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bos46a Trusses require extreme care in fabricating haLLt1dl' shi pin installn and bracing. Refer to and follow the latest edition of SCSI(Buildin Comsllus OR 97113 Cora onenf gg ffee Information,byTPI and SBCA r safetypractices prior to performingthesefunctions. Installers shall provide tempora (5031157-2118 bracing per SCSI.Unless noted oherwise,top cho shall ave properly attached strucural sheathing and bottom chord,stlall he a prope y attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bacin installed per SCSI sections B3,8e7 or B10, as applicable. Apply Plates to each face of bus and postion as shown above and on the JointDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW BuU'I 1''n CComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the amM<ds..,. truss in conformance with ANSI7t}'PI 1, or forfor handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover paga 155 Harlem Ave listing this drawing indicates acceptance I professional engineering responsibility soleQly-for the design shown.The suitability and use of this North n 4th Floor drawing for any structure is the responsibiiity of the Building-Designer per ANSI/TPI 1 Sec.2. g For more information see these web sites:Alpine:aipineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 80025 SEQN:340808 HIPS Ply: 1 Job Number: 0722001 Oust:R7175 JRet:1XL171750002 177 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 2 of 4 Truss Label: C5 ... / ... 11/28/2022 0.25 12 I111.5X4 w6X10 _12X14 =3X5 1111.5%4=HOG 8 H w3I10 J =4XK8 T4 L _-3`M A B T1 C D E_ F < (a) W1, X lil W V U _T S R Q B2 P PO N 1113X5 =6X8 =3X10 w3X7=_SS0514 3X5 =4X8 =6X10 III1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.54 - 0.177 0.177 1 2x10 DF-L#2 42.01' Plywd B - C 257.04 -3782.52 0.031 0.179 0.210 1 2x10 DF-L#2 52.75" Plywd C - D 414.39 -6044.82 0.381 0.292 0.673 1 2x4 DF-L#18Bet. 56.21" Plywd D - E 499.99 -7321.97 0.557 0.362 0.919 1 2x4 DF-L#18Bet. 52.70" Plywd E - F 523.68 -7484.92 0.562 0.235 0.797 1 2x4 DF-L#18Bet. 50.95' Plywd F - G 525.29 -7484.52 0.504 0.161 0.665 1 2x4 DF-L#18Bet. 26.79" Plywd G - H 502.57 -6975.26 0.833 0.061 0.894 1 2x4 DF-L#18Bet. 27.69" Purl 24 H - I 414.93 -5509.93 0.514 0.215 0.729 1 2x4 DF-L#18Bet. 52.69" Purl 24 I - J 254.29 -3146.65 0.161 0.282 0.444 1 2x4 DF-L#18Bet. 52.66" Purl 24 J - K 254.46 -3145.15 0.065 0.131 0.195 1 2x4 DF-L 24001-2.OE 52.66" Plywd K - L 128.53 -42.43 0.006 0.145 0.151 1 2x4 OF-L 2400f-2.OE 50.95' Plywd L - M 129.47 -40.25 0.005 0.145 0.150 1 2x4 DF-L 2400f-2.0E 38.67' Plywd X - W 14.33 -18.38 0.001 0.052 0.054 1 2x4 DF-L 2400f-2.OE 52.69" Diaph W - V 3765.72 -271.33 0.322 0.087 0A09 1 2x4 DF-L 2400f-2.0E 52.69" Diaph ✓ - U 6151.77 -440.92 0.526 0.110 0.636 1 2x4 DF-L 2400f-2.0E 52.69" Diaph U - T 7384.05 -520.03 0.631 0.102 0.733 1 2x4 DF-L 2400f-2.0E 54.44" Diaph T - S 7236.99 -525.42 0.617 0.151 0.768 1 2x4 DF-L 2400f-2.OE 50.95' Diaph S - R 7237.68 -525.05 0.392 0.069 0.461 1 2x6 DF-I 2400f-2.OE 50.95" Diaph R - Q 6939.37 -509.35 0.374 0.095 0.469 1 2x6 DF-L 2400f-2.OE 52.69" Diaph Q - P 5400.34 -419.10 0.291 0.093 0.383 1 2x6 DF-L 24001-2.0E 52.69" Diaph P - 0 2987.28 -253.81 0.157 0.086 0.243 1 2x6 DF-L 2400f-2.OE 54.44" Diaph O - N 1.45 -0.90 - 0.086 0.086 1 2x6 DF-L 2400f-2.OE 38.63" Diaph B - X 196.45 -1961.04 0.153 0.064 0.217 1 2x4 HFStand+HFStud 11.32" - B - W 3955.70 -266.99 0.828 - 0.828 1 2x4 HF#2 49.80" - C - W 126A7 -1173.90 0.244 - 0.244 1 2x4 HFStand+HFStud 18.17" - C - V 2425.77 -177.33 0.507 - 0.507 1 2x4 HF#2 52.44' - ✓ - D 100.37 -00.88 0.168 - 0.168 1 2x4 HFStand+HFStud 19.27" - O - U 1283.10 -81.22 0.646 - 0.646 1 2x4 HFStand+HFStud 52.83" - U - E 73.65 -471.54 0.099 - 0.099 1 2x4 HFStand+HFStud 20.37" - E - T 105.69 -24.98 0.050 - 0.050 5 2x4 HFStand+HFStud 53.24' - F - T 54.27 -308.58 0.067 - 0.067 1 2x4 HFStand+HFStud 21.46' - T - G 346.78 -19.77 0.177 - 0.177 1 2x4 HFStand+HFStud 33.29" -- 1 G - R 33.22 -382.97 0.097 - 0.097 1 2x4 HFStand+HFStud 31.38' - R - H 474.27 -0.00 0.242 - 0.242 1 2x4 HFStand+HFStud 19.98" - H - Q 107.44 -1578.31 0.759 - 0.759 1 2x4 HFStand+HFStud 53.09" - Q - I 781.38 -11.41 0.398 - 0.398 1 2x4 HFStand+HFStud 19.98" - I - P 187.16 -2536.30 0.585 - 0.585 1 2x4 HFStand+HFStud 53.09" a 1x4 CLB P - K 1161.10 -41.55 0.592 - 0.592 1 2x4 HFStand+HFStud 20.38" - K - 0 243.59 -3280.61 0.755 - 0.755 1 2x4 HFStand+HFStud 53.24' a 1x4 CLB L - 0 64.24 -312.55 0.067 - 0.067 1 2x4 HFStand+HFStud 21.48" - O - M 48.33 -156.85 0.033 - 0.033 4 2x4 OF-L#2 40.07" - M - N 41.84 -31.69 0.015 0.003 0.018 31 2x4 HFStand+HFStud 22.25" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss canponenm of Oregon,In. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fapdieting,handling,ship Ing,installing and bracing. Refer to and follow the latest edition of BCSI(Buildin Camellus OR 97113 Coin onent gg fe Information,byTPI and SBCA)fO safe. practices prior to performing these functions. Installers shall provide temporary (503)357"2118 bracing per BCS!.Unless noted Oherwise,top chord shalt nave proper attached structural sheathing and bottom chord shall ha a pr party attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracinp installed per BCSI sections B3 B07 or 610, as applicable. Appl plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise, Refer to ALPINE drawings 160A-Z for standard ate positions.Refer to job's General Notes page for additional information. Alpine,a division of IT1/Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSITI PI 1, or for handling, shipping,,instalaion and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional englmeenn responsibility solely for the design shown.The suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building-Design8r per ANSI/TPI 1 Sec.2. North Buil i g,4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org SEON:340808 HIPS Ply: 1 Job Number: 0722001 Out:R7175 JRef:1XL171750002 T77 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 3 of 4 Truss Label: C5 ... I ... 11/28/2022 0.25 2 f11.5X4 =3 M 1111.5%4=HO508 =3X10 =4%8 T4 L=8X1 T1 =12C14 D - F G H I J K A B (a (a) W1 W4 X W V U _ T S R Q B2 P MO N 1113X5 =6X8 =3X10 -3X7 SS0514 3X5 --..4X8 =6X10 1111.5X4 A -3.50' 32.32' -0.20" U210 -0.57' L/73 0.00" 0.00" B 0.00' 32.40' 6X10 0.96 0.96 N 0.00" U999 0.00" U999 0.07" 0.14" C 4.39' 32.61' 12X14 0.96 0.74 N 0.28" L1999 0.80" U526 0.08" 0.16" D 9.07' 32.82' 4X5 0.96 0.83 N 0.51" U823 1.47' 1/288 0.08" 0.14" E 13.46' 32.92' 3X5 0.96 0.35 N 0.64" 1.1662 1.83" U231 0.06" 0.11" F 17.71' 33.00' 1.5X4 0.98 0.39 N 0.66" L/638 1.90' U223 0.04" O.07" G 19.94' 33.05' H0508 0.96 0.78 N 0.64" U663 1.82" U232 0.02" 0.05" H 22.24' 33.05' 4X5 0.96 0.76 N 0.59" U714 1.70" L/249 0.01" 0.03" I 26.64' 33.05 3X10 0.96 0.72 N 0.45" U947 1.28' U330 0.00' 0.00' J 29.44' 33.05' 4X5 0.96 0.88 N 0.34" U999 0.98" U438 0.00' 0.02" K 31.02' 33.08' 4X8 0.96 0.88 N 0.24" U999 0.68" 1)619 -0.01" 0.03" L 35.27' 33.1T 1.5X4 0.96 0.39 N 0.00' U999 0.00" U999 -0.02" 0.04" M 38.49' 33.24' 3X5 0.96 0.53 N -0.15" U250 -0.45" U86 -0.02" 0.04" N 38.49' 31.01' 1.5X4 0.96 0.67 N -0.15" U250 -0.45" U86 0.09" 0.16" O 35.2T 31.01' 6X10 0.96 D.92 N 0.00" U999 0.00" L/999 0.09" 0.16" P 30.73' 31.01' 4X8 0.96 0.72 N 0.25" 1/999 0.73" L/581 0.08" 0.15" Q 26.34' 31.01' 4X5 0.96 0.77 N 0.46" L/921 1.32" 1/321 0.07" 0.14" R 21.95' 31.01' 3X5 0.98 0.61 N 0.60" U705 1.72" L/246 0.06" 0.12" S 20.00' 30.9T SS0514 0.96 0.74 N T 17.71' 30.93' 3X7 0.96 0.61 N 0.66" U639 1.89" L/223 0.05" 0.09" U 13.1T 30.93' 4X5 0.96 0.85 N 0.83" U667 1.81" 1/233 0.03" 0.05" ✓ 8.78' 30.93' 3X10 0.96 0.73 N 0.50" 1)842 1.44" L/294 0.00" 0.02" W 4.39' 30.93' 6X8 0.96 0.96 N 0.28" U999 0.80" L/530 0.00" 0.00" X 0.00' 30.93' 3X5 0.98 0.83 N 0.00" L/999 0.00° L/999 0.00' 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 1] [Partial Unbal.Rt][OC 24.00][DF 1.25][NM 1] [MWFRS-STD.AUTO.LOAD][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:5 User Modified:Yes Load Case:44 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 uS 4.4[y=36.411 0%] 22 PLF @-3.5 to 22 @ 4.4[y=36.41[ 0%] 11 PLF @-3.5 to 11 @ 4.4[y=36.4][ 0%] 22 PLF @ 4.4 to 22 @ 19.9[y=36.4][ 0%] 22 PLF @ 4.4 to 22 @ 19.9[y=36.4]( 0%] 11 PLF m 4.4 to 11 @ 19.9[y=36.41[ 0%] 22 PLF @ 19.9 to 22 @ 29.4[y=36.4][ 0%] 22 PLF @ 19.9 to 22 @ 29.4[y=36.4][ 0%] 11 PLF @ 19.9 to 11 @ 29.4[y=36.41 0%] 22 PLF @ 29.4 to 22 @ 38.5[y=36.41 0%] 22 PLF @ 29.4 to 22 @ 38.5[y=36.4][ 0%] 11 PLF @ 29.4 to 11 @ 38.5[y=36.4]( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.81[ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] 2 PLF @-3.5 to 2 @ 0.0[y=25.8][ 0%] 50 PLF @-3.5 to 50 @ 4.4[y=36.4][100%] 50 PLF @-3.5 to 50 @ 4.4[y=36.41[100%] -21 PLF @-3.5 to -21 @ 4.4[y=36A][100%] 50 PLF @ 4.4 to 50 @ 19.9[y=36.4][100%] 50 PLF @ 4.4 to 50 @ 19.9[y=36.4][100%] -21 PLF @ 4.4 to -21 @ 19.9[y=36.4][100%] 50 PLF @ 19.9 to 50 @ 29.4[y=36.41[100%1 50 PLF @ 19.9 to 50 @ 29.4[y=36.4][100%] -21 PLF @ 19.9 to -21 CS 29.4[y=38.4][100%] 50 PLF @ 29.4 to 50©38.5[y=36.4][100%] 50 PLF Cr 29.4 to 50 @ 35.2[y=38,4][100%] -21 PLF @ 29.4 to -21 @ 38.5[y=36.41[100%1 18 PLF @ 0.0 to 18 1' 20.0[y=25.8][ 0%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.81[ 0%1 9 PLF @ 0.0 to 9 @ 20.0(y=25.811 0%] 18 PLF 0120.0 to 18 CO 38.5]y=25.B][ 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8][ 0%] 9 PLF @ 20.0 to 9 @ 38.5[y=25.B][ 0%] 128.00 Lbs. E 12.3,36.4 Angle=270 128.00 Lbs.@ 12.3,36.4 Angle=270 65.28 Lbs.@ 12.3,36.4 Angle=270 128.00 Lbs.@ 18.5,36.4 Angle=270 128.00 Lbs.@ 18.5,36.4 Angle=270 65.28 Lbs.@ 18.5,36.4 Angle=270 Brg.#1 Vert.R= 1997.2#Hor.R= -0.00 Brg.#1 Vert.R= 2004.6#Hor.R= 0.0# Brg.#1 Vert.R= 42.9#Hor.R= -0.0# Brg.#2 Vert.R= 1989.0#Hor.R= -0.0# -_-_ Brg#2 Vert.R= 1816.6#Hor.R� -0.0# Brg.#2 VertR= 542#=or.R =-0.0# - =-_-_ [Partial Unbal.Lt][OC 24.00]DF 1.25][NM 1] [C8C ASCE WindHRt-+](OC 24.00][OF 1.60][NM 1] "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss t.Jnaesets of Oregon,Inc "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 4813 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 87113 Component Saafety Information,b TPI and SBCA)18 safety pactices Oar to erfofning these functions. Installersshall provide tempos (503)357-2tt8 bracing per BCSI.Unless noted otherwise,top chord shall have properly attadled structu al sheathin and bottom hord shall ha Qa prone y attachedrigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing insl5lled per BCSI sections B3,87 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join elails, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to Job's General Notes page for additional information. Alpine,a division of ITW SuildinQComponents Group Inc.shall not.be responsibl0 for any deviation from this drawing,any,failure to build the -- truss in conformance with ANSIo PI 1, or for handling, shipping,,installation and bracing of trusses, A seal on this drawng or cover page 155 Harlem Ave listing this drawing,indicates acceptance of of ssional engtgLineenngg responsibility soleeryrylor the design shown.The suitability and use of this North Building,4ih Floor drawing for any stucture is the responsibility of the Buildingl)esigner per ANSI/TP'1 SSc.2. Glenview,orthILi8,4th For more information see these web sites:Alpine:alpineltw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.orq SEGN:340808 HIPS Ply- 1 Job Number: 0722001 Cast:R7175 JRef:1%L171750002 777 FROM:MG ay: 1 Tigard Senior Housing DrwNo: Page 4 of 4 Trues Label: C5 ... / ... 11/280)22 0.25 12 T4.5X4 _3 5=B 1T1 =1 C14 w3X5 1111.FX4=HOG508 H e3X10 J =4K8 L A D E (a (a) W1 W4 X, W V U T 5 R G B2 P XO N III3X5 =6X8 = -_3X10 3X7=SS0514 3X5 =4X8 m6X10 1111.5X4 Load Case:4 User Modified:Yes Load Case:31 User Modified:No ! Repetitive Factors Used:No Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 4.4(y-36.4J[ 0%] -27 PLF a@-3.5 to -27 C: 0.1 L[y=32.7][100%] 22 PLF @ 4.4 to 22 @ 19.91Y=36.4][ 0%) 12 PLF C-3.5 to 12 @ 0.1[y=36.4)) 0%] 22 PLF @ 19.9 to 22 @ 29.4 ty=36.41( O%) -27 PLF @ 0.1 to -27 @ 4.4 L 1y=32.8][100%1 22 PLF @ 29.4 to 22 @ 38.5[y--36.4J[ 0%1 -27 PLF @ 4.4 to -27 a 19.9 L[y=33.21[100%1 • 4 PLF @-3.5 to 4 @ 0.0[y=25.B1( 0%) 12 PLF @ 0.1 to 12 @ 19.9(y=36.4)( 0%) 50 PLF @ 35.2 to 50 @ 38.5(y--36.41[100%] -27 PLF @ 19.9 to -27 a 29.4[y 3.2J[100%1 18 PLF @ 0.0 to 18 @ 20.0[y=25.8)[ 0%] 12 PLF @ 19.9 to 12 @ 29.4[y=36.4)1 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8J( 0%] -27 PLF @ 29.4 to -27 @ 38.5 L[y=33.3][100%] 128.00 Lbs.@ 12.3,36.4 Angle=270 12 PLF @ 29.4 to 12 @ 38.5[y=36.4][ 0%] 128.00 Lbs.@ 18.5,36.4 Angle=270 8 PLF @ 0.0 to 8 @ 35.4[y=25.B][ 0%] Brg.#1 Vert.R= 931.8#Hor.R= 0.0# 20 PLF @ 35.4 to 20 @ 38.5[y=30.8][100%) Brg.#2 Vert.R= 1120.1#Hor.R= -0.0# B PLF @ 35.4 to 8 @ 38.5(y=25.8]1 0%] "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! nun Components at Oregon,inc. 'IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box488 Trusses require extrerne care in fabricating,handling,shipping,installing and bracing., Refer to and follow the latest edition of SCSI(Building Cansllus OR 97113 Component S fety Information,byTPI end SBCA)f safety pactices prior to performinp these functions. Installers shall vide temporary tso3)357-2119 bracing per BCSI.Unless noted oherwise,top chord shall have properlyattached structural sheafhin and bottom chord slila hav2a pn rly attached rigid ceiling Locations shown for permanent lateral resraint or webs shall have bracing�nsl lied per BCSI sections B3,67 or Blo, as applicable. Apply plates to each faceo truss and position as shown above and on the Join Uelails,, unless noted otherwise. I#efer to LPG drawings 160A-Z nor sandard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW BuildinggComponents Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping installation,and bracin off trusses. A seal or}this drawing or cover pa a 155 Harlem Ave listing thisdrawing,indicates acceptance of professional en meeiing responsibilitysolely the design shown. he sullability and use of this North arseBuilding,4th Floor drawing or any structure is the responsibility' the Building Designer per ANSI/TI 1 Sec North Bw L 6 4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org SEQN:340811/ HIPS Ply: 1 Joh Number: 0722001 Gust:R7775 JRef:1XL171750002 171 FROM:MG Qty. 1 Tigard Senior Housing DreNo: 332.22.0740.13760 Page 1 of 4 Trues Label: C6 BFR / RTT 11/26/2022 I:". 4'4"13 I 9'0'14 I 13'5'9 I 17'10'4 I_ 21'11"4I 26'8'9 I 31'5'4 I 3'11.13 4'8"1 4'491 4'4.11 4'1" 4'9'5 4'8'11 35'3"4 I 38'5"14 3'10" 3'290 0.25 12 Ill1.5X4 =12X14 --8X8 w3X10 --H0615 J T4 K =8X10 C _4o E T2 F T3 G H �_ T A B pi T it NS 1 bi g V III w6U T X8 w3X10 w4X5 R wSS0514 P w4XX5 B2 w4XN8 m4X12 III1.5X4 A 35'5" 1 3'094-I 4'4"3 4'3'11 _ 4'8'3 4'4'11 2'S'4 4'4'2 4'5'6 4'6'6 _ 3'2"10 f-3'6 4'4'3 I 8'T14 I 13'29 1T612� 20' 26'3"9 -I_ 30'8'14 35'3"4 I 38'5'14 1'11"II7 r 21'17"7 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,PN in PSF) Dsfl/C81 Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection In loc Udefl L/# Gravity Non-Gravity TOOL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.659 R 642 360 Loc R+ /R- /Rh /Rw /U I RLii BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 1.262 R 335 240 V 2005 /- /- /814 151 /14 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.086 L - - M 1989 I- I- /865 I- l- EXP:B Kzt:NA HORZ(TL): 0.164 M - - Wind reactions based on MWFRS Des Ld: 45.00 Mean Height:33.05 R BrgWid=5.5 Min Req=2.0(Truss) NCBCLL:0.00 TCDL:6.0 psi Building Code: Creep Factor:2.0 V V Brg Wid=5.5 Min Req= 2.0(Truss) BCOL:4.2 psi IBC 2018 Max TC CSI: 0.938 Soffit: 2.00 Bearings V&M area rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h WI SW: 2014 Max BC CSI: 0.792 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.85 R Rep Fac:Varies by Ld Case Max Web CSI: 0.828 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FTIRT:4(0y4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): B-C 257-3782 F-0 497 _Bg77 Wind Duration:1.60 WAVE,18SS,HS VIEW Ver:21.02.00B.1108.20 C-D 414.6046 G-H 411 -5419 Lumber D-E 500-7318 H-I 245 -3387 Top chord 2x10 DF-L#2 T2 2x4 DF-L#1&Bet.; E-F 523-7499 T3 2x4 DF-L#2;T4 2x4 DF-L 2400f-2.OE; Bot chord 2x4 DF-L 2400f-2.OE Maximum Bot Chord Forces Per Ply(Ibs) WebsB2 2x6 2x4: F2 Standard Chords Tens.Comp. Chords Tens. Comp. :HF Standard+HF Stud:W 2, W42x4HF#2;W18 2x4 DF-L#2: - U-T 3765 -271 Q-P 7509 -537 T-S 6153 -441 P-O 6874 -501 BracingS-R 7380 -520 0-N 5314 -414 (a)Continuous lateral restraint equally spaced on R_Q 7508 -538 N-M 2704 -235 member. Special Loads Maximum Web Forces Per Ply(Ibs) -(Lumber Dur.Fac.=1.15/Plate Dur.Fac=1.15) Webs Tens.Comp. Webs Tens. Comp. TC:From 72 p6 at 3.50 to 72 plf at 38.49 B-V 196-1981 F-P 48 -723 BC:From 4 p8 at -3.50 to 4 plf at 0.00 95 G-P 522 0 BC:From 18 pit at 0.00 to 18 plf at 38.49 g B_U-U 3966 5--267 G-O 522 -1fi20 TC: 128 lb Conc.Load at 12.33.18.54 CC_T 2427 -177 O-H 768 -7 Plating Notes ,�Ep PROFES+ T-D 101 -801 H-N 194 -2527 All plates are 3X5 except as noted. . 01 N1 E `rip D-S 1277 -81 N-I 1221 -48 �0 4. 83294PEE� 9 S-E 73 -471 I-M 229 -3053 Purlins '- In lieu of structural panels use puffins to brace all flat TC C@ 24"oc. Wind OREGON Wind loads based on MWFRS with additional C&C = member design. 'A4 "bLy 14 20° y End verticals not exposed to wind pressure. *SOU(-r a r 4 Right cantilever is exposed to wind Renewal 6/30/2024 1 1/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Compoenleor Oregon,Inc. "'IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 466 Trusses require extreme care in fabricatin h ndlin shi In installi and bracing. Refer to and follow the latest edition of SCSI(Building Conan.,OR 57113 a q g p g, rig. (503)357-211e Component Safety Information,b TPI ana top chordi sate practices prior to perlomling these functions. Installers shall provide temporary bracing per SCSI.Unless noted shown ceiling. for permanent lassolateral restraint on webs shall have bracing i Detaillied per CSI sections 8883,B7 or B10, as applicable. Appl plates to each face o1 truss and position as shown above and on the nalJoirifinformati unless noted otherwise. Defer to ALPINE' drawings 160A-Z far standard plate positions.Refer to lobs General Notes page for additional information. Alpine,a division of ITW BuildinQQCComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installs on_and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professionl enc�Ineenn responsibility se elyTor the design shown.The suitability and use O is 4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSUTPI 1 Sec.2. Glenview,NorthBuil Building,4 For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq SEON:340811 HIPS Ply: 1 Job Number: 0722001 Cuat:R7175 JRef:1XL171750002 T71 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 2 of 4 Truss Label: C8 ... / ... 11/28/2022 0.25 12 III1.6X4 =6X10 =12C14 =4X =8X8 =3X10 T3 =H0615 J T4 G H K E T2 F A B NE _ _ _`(a) `(a) Wi 11111 V =6X8 w3X10 4X5= R =SS 514 P =4X5 B2 =4X8 =4XXl2 I111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.54 - 0.177 0.177 1 2x10 DF-L#2 42.01" Plywd B - C 256.94 -3762.19 0.031 0.179 0.210 1 2x10 DF-L#2 52.75" Plywd C - D 414.20 -6045.85 0.382 0.291 0.673 1 2x4 DF-L#1&Bet. 56.21" Plywd D - E 500.05 -7317.58 0.557 0.373 0.930 1 2x4 DF-L#1&Bet. 52.70" Plywd E - F 523.40 -7499.42 0.581 0.216 0.797 1 2x4 OF-L#1&Bet. 52.70" Plywd F - G 496.87 -6877.23 0.490 0.286 0.775 1 2x4 DF-L#1&Bet. 49.05" Plywd G - H 410.59 -5419.33 0.650 0.286 0.936 1 2x4 DF-L#2 55.79" Puri 24 H - I 244.70 -3067.48 0.200 0.307 0.507 1 2x4 DF-L#2 58.21' Puri 24 1 - J 138.57 -29.93 0.007 0.137 0.144 1 2x4 DF-L 2400f-2.0E 45.9T Plywd J - K 137.51 -28.84 0.007 0.137 0.144 1 2x4 DF-L 2400f-2.OE 38.67- Plywd ✓ - U 14.33 -18.37 0.001 0.052 0.054 1 2x4 DF-L 2400f-2.OE 52.69" Diaph U - T 3765.38 -271.24 0.322 0.087 0A09 1 2x4 DF-L 2400f-2.OE 52.69" Diaph T - S 6152.84 -440.75 0.526 0.111 0.637 1 2x4 OF-L 2400f-2.0E 52.69" Diaph S - R 7379.57 -519.98 0.631 0.098 0.729 1 2x4 OF-L 2400f-2.0E 52.69" Diaph R - Q 7507.93 -537.53 0.641 0.152 0.792 1 2x4 OF-L 2400f-2.0E 52.70" Diaph Q - P 7508.60 -537.14 0.408 0.067 0.474 1 2x6 DF-L 2400f-2.0E 52.70" Diaph P - 0 6874.27 -501.35 0.372 0.096 0.468 1 2x6 OF-L 2400f-2.OE 52.10" Diaph O - N 5313.95 -414.22 0.286 0.091 0.377 1 2x6 DF-L 2400f-2.OE 53.85" Diaph N - M 2703.53 -234.66 0.142 0.072 0.214 1 2x6 OF-L 2400f-2.OE 53.85" Diaph M - L 1.51 -0.71 - 0.072 0.072 1 2x6 DF-L 2400f-2.OE 38.63" Diaph B - V 196.36 -1961.03 0.153 0.064 0.217 1 2x4 HFStand+HFStud 11.32" - B - U 3955.34 -266.90 0.828 - 0.828 1 2x4 HF#2 49.80" - C - U 128.39 -1173.85 0.244 - 0.244 1 2x4 HFStand+HFStud 18.17" - C - T 2427.27 -177.33 0.507 - 0.507 1 2x4 HF#2 52.44" - T - D 100.59 -800.99 0.168 - 0.168 1 2x4 HFStand+HFStud 19.2T - D - S 1277.02 -81.31 0.643 - 0.643 1 2x4 HFStand+HFStud 52.83" - S - E 72.85 -471.21 0.099 - 0.099 1 2x4 HFStand+HFStud 20.37" - E - R 127.69 -12.71 0.060 - 0.060 5 2x4 HFStand+HFStud 53.24" - R - F 57.15 -90.63 0.021 - 0.021 35 2x4 HFStand+HFStud 21.46" - F - P 47.64 -723.48 0.346 - 0.346 1 2x4 HFStand+HFStud 52.90" - G - P 521.51 -0.00 0.266 - 0.266 1 2x4 HFStand+HFStud 20.48" - G - 0 103.89 -1628.00 0.775 - 0.775 1 2x4 HFStand+HFStud 52.74' - O - H 767.56 -7.08 0.391 - 0.391 1 2x4 HFStand+HFStud 20.48" - H - N 193.91 -2526.60 0.588 - 0.588 1 2x4 HFStand+HFStud 54.36" a 1x4 CLB N - I 1220.96 -47.75 0.622 - 0.6222 1 2x4 HFStand+HFStud 20.48" - I - M 229.42 -3053.38 0.700 - 0.700 1 2x4 HFStand+HFStud 52.74" a 1x4 CLB J - M 61.60 -305.15 0.066 - 0.066 1 2x4 HFStand+HFStud 21.48" - M - K 34.20 -166.70 0.036 - 0.036 4 2x4 DF-L#2 40.07" - K - L 43.30 -21.57 0.018 0.002 0.018 35 2x4 HFStand+HFStud 22.25" - Joint x y Plate Cq JSI Method dellY(L) deflY(T) dellX(L) deflX(T) A -3.50' 32.32' -0.20" L/211 -0.5T 1/73 0.00" 0.00" B 0.00' 32.40' 6X10 0.96 0.96 N 0.00" 1/999 0.00" 1/999 0.07" 0.14" "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trove Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O Box lee Trusses require extreme care in fabricating.handlin ship ingg installing,and bra ' Refer to and follow the latest edition of BCSI(Buildin Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fOOr sate Gty practices prior to perrforming these functions. Installers shall provide temporary (503)3574118 bracing per SCSI.Unless noted otherwise,top chord shall Have properly attached structural sheathingand bottom,chord shall ha 22a prop y attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or 10, as applicable. Appl plates to each face o truss and position as shown above and on the Join Details, Unless noted otherwise, Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Buildin33Components Group Inc.shall not be responsible for any deviation from this drawing,an failure to build the truss in conformance with ANSVTPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drau�iing or cover page 155 Harlem listing this drawing,indicates acceptance of professional enq neeing responsibility solelylor the design shown.The suitability and use of this 155 Building,Avea Floor drawing for any strcture is the responsibility of the Building-Designer per ANSUTPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340811 HIPS Ply: 1 Job Number: 0722001 Oust:R7175 JRef:1XL171750002 T71 FROM:MG City: 1 Tigard Senior Housing Dnallo: Page 3 of 4 Truss Label: C6 ... I ... 11/28/2022 0.25 12 I111.5X4 =12X14 =8X8 =3X10 T3 wH0615 J T4 K A =B 4X5 E T2 F G H a I __`_ !_ I "' ❑ L' ' V e3X10 =4X5 R =SS0614 P =4X5 82 w4X8 w4X12 IIl1.5XX4 C 4.39' 32.6 1' 12X14 0.96 0.74 N 0.28" L1999 0.80" U528 0.08" 0.16" D 9.0T 32.82' 4X5 0.96 0.83 N 0.51" U826 1.46" U289 0.07" 0.14" E 13.46' 32.92' 3X5 0.96 0.35 N 0.64" 1/665 1.82" U232 0.06" 0.11" F 17.85' 33.01' 3X5 0.96 0.45 N 0.66" U643 1.88" U224 0.03" 0.0T G 21.94' 33.09' 8X8 0.96 0.99 N 0.60" U710 1.71" L/248 0.01" 0.03" H 26.59' 33.09' 3X10 0.96 0.71 N 0.44" L1952 1.27" U332 0.00" 0.00" I 31.44' 33.09' H0615 0.98 0.62 N 0.21" L/999 0.61" 1.1691 -0.01" 0.03" J 35.2T 33.17' 1.5X4 0.96 0.39 N 0.00" L/999 0.00' 1.1999 -0.02" 0.04" K 38.49' 33.24' 3X5 0.96 0.54 N -0.16" L/248 -0.45" U85 -0.02" 0.04" L 38.49' 31.01' 1.5X4 0.96 0.70 N -0.16" L/248 -0.45" U85 0.09" 0.16" M 35.2T 31.01' 4X12 0.96 0.84 N 0.00" 1/999 0.00" 1/999 0.09" 0.16" N 30.78' 31.01' 4X8 0.96 0.73 N 0.25" L/999 0.71" L/598 0.08" 0.16" O 26.30' 31.01' 4X5 0.96 0.79 N 0.46" 11926 1.31" L/323 0.07" 0.14" P 21.95' 31.01' 3X5 0.96 0.70 N 0.60" U709 1.71" L/247 0.06" 0.12" O 20.00' 30.9T SS0514 0.96 0.77 N R 17.56' 30.93' 3X5 0.96 0.45 N 0.66" U642 1.89' U224 0.05" 0.09" S 13.17' 30.93' 4X5 0.96 0.84 N 0.63" U670 1.80" U234 0.03" 0.05" T 8.78' 30.93' 3X10 0.96 0.73 N 0.50" U845 1.43" U295 0.00" 0.02" U 4.39' 30.93' 6X8 0.96 0.96 N 0.28" U999 0.79" U532 0.00" 0.00' ✓ 0.00' 30.93' 3X5 0.96 0.83 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases - ISTD.AUTO.LOAD][OC 24.00][DF 1.15](NM 1]- [Partial Unbal.Rt](OC 24.0010F 1.251[NM 1] IMWFRS-STD.AUTO.LOAD][OC 24.00][DF 1.601[NM 1] Load Case:1 User Modified:Yes Load Case:5 User Modified:Yes Load Case:44 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 4.4[y=36.411 0%] 22 PLF @-3.5 to 22 @ 4.4[y=36.4][ 0%] 11 PLF @-3.5 to 11 @ 4.4[y=36.41[ 0%] 22 PLF @ 4.4 to 22 @ 21.9[y=36.41[ 0%] 22 PLF @ 4.4 to 22 @ 21.9[y=36.41[ 0%1 11 PLF @ 4.4 to 11 @ 21.9[y=36.4][ 0%] 22 PLF @ 21.9 to 22 @ 31.4[y=36.41[ 0%1 22 PLF @ 21.9 to 22 @ 31.4[y=36.4]I 0%] 11 PLF @ 21.9 to 11 @ 31.4[y=36.4]I 0%] 22 PLF @ 31.4 to 22 @ 38.5[y=36.4]( 0%1 22 PLF @ 31.4 to 22 @ 38.5[y=36.411 0%] 11 PLF @ 31.4 10 11 @ 38.5[y=36.41[ 0%1 4 PLF @-3.5 to 4 @ 0.0[y=25.8]I 0%] 4 PLF r_.-3.5 to 4 @ 0.0[y=25.81[ 0%j 2 PLF @-3.5 to 2 @ 0.0[y=25.8][ 0%] 50 PLF @-3.5 to 50 @ 4.4[y=36.41[100%1 50 PLF @-3.5 to 50 @ 4.4[y=36.41[100%1 -21 PLF @-3.5 to -21 @ 4.4[y=36.411100%] 50 PLF @ 4.4 to 50 @ 21.9[y=36.41[100%1 50 PLF @ 4.4 to 50 @ 21.9[y=36.4][100%] -21 PLF @ 4.4 to -21 @ 21.9[y=36.41[100%] 50 PLF @ 21.9 to 50 @ 31.4[y=36.4]1100%1 50 PLF @ 21.9 to 50 @ 31.4[y=36.41[100%1 -21 PLF @ 21.9 to -21 @ 31.4[y=36.411100%] 50 PLF @ 31.4 to 50 38.5[y=36.411100%] 50 PLF @ 31.4 to 50 @ 35.2[y-36.41(100%] -21 PLF @ 31.4 to -21 @ 38.5[y=36.411100%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.81[ 0%1 18 PLF @ 0.0 to 18 @ 20.0[y=25.811 0%1 9 PLF @ 0.0 to 9 @ 20.0[y=25.811 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.81[ 0%] 18 PLF @ 20.0 to 18 @ 38.5[Y-25.8][ 0%] 9 PLF @ 20.0 to 9 @ 38.5[y=25.811 0%] 128.00 Lbs.@ 12.3,36.4 Angle=270 128.00 Lbs.@ 12.3,36.4 Angle=270 65.28 Lbs.@ 12.3,36.4 Angle=270 128.00 Lbs.@ 18.5,36.4 Angle=270 128.00 Lbs.@ 18.5,36.4 Angle=270 65.28 Lbs.@ 18.5,36.4 Angle=270 Brg.#1 Ver1.R= 1997.2#Hor.R= -0.0# Brg.#1 Vert.R= 2004.6#Hor.R= -0.0# Brg.#1 Vert.R= 42.9#Hor.R= -0.0# Brg.#2 Vert.R= 1989.0#Hor.R= -0.0# Brg.#2 Vert.R= 1816.6#Hor.R= 0.0# Brg#2 Vert`R=-54.2#Hor.RR -0.0# ---- [Partial Unbal.Lt][OC 24.00][DF 1.2511NM 1] [C&C ASCE WindHRt-+D]IOC 24.00][DF 1.60]INM 1] Load Case:4 User Modified:Yes Load Case:35 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 4.4[y=36.411 0%] -27 PLF @-3.5 to -27 @ 2.1 L[y=32.8][100%] 22 PLF @ 4.4 to 22 @ 21.9[y=36.41[ 0%] 22 PLF @-3.5 to 22 @ 2.1[y=36.41[ 0% 22 PLF @ 21.9 to 22 @ 31.4[y=36.4][ 0%1 -27 PLF 17 2.1 to -27 @ 4.4 L[y=32.8][100%] "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tens Components of Demon,tic. 'IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bo" Cornelius OR 97113 Trussesompoerequirent Safety tytInme io infabricating,and handling,shipping,ic ng and bracing. Refer to and follow the llert shall of provide t (Building (503)357-211a Component S SI.. Information,by TPI and op chord a practicespe nor to performing these fusheaching an. Installers shasalL tam progp bracingtta per B Sil UnlessnotedLio shown for ter ane shall lhavere properly attached.structural have br cing in!n and H dwrd sn have a pr pe Ir y attached rigid ceiling.Locations shown for trnls and postal restraint on bov ra have erJoint-!mails, perle s t sections B7R or r to as wings 160 Apply platese to each face of send job as shown aboveg and on the nailinDemati unless noted otherwise. afar to ALPINE drawings 160A-Z'for standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall nol.be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIn PI 1, or for handling, shipping,,Installation and bracing of trusses. A seal on this drawing or cover pae 155 Harlem Ave listing this drawing,indicates acceptance of professional engrneeng responsibility solely-or the design shown.The suitabili and use o this North Building,4th Floor drawing for any stgmcture is the responsibility of the Building-Designer per ANSUTPI 1 Sec.2. Glenview,orth i g,4 For more Information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.orq SEQN:340811 HIPS Ply: 1 Job Number: 0722001 Cust:R 7175 JRaf:1XL171750002 771 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 4 of 4 Truss Label: C6 ... I ... 11/2812022 0.25 12 v 1111.5X4 =8X10 =1 2X14 --4p =8X8 =3X10 T3 =H0615 T4 K E T2 F G H A B W4 - r- r�` = . v 19 U=6X8 m3X10 =4X5T S R =SS0514 P m4X5 B2 m4X8 m4XX12 1111.5X4 22 PLF @ 31.4 to 22 @ 38.5[y=36.4]( 0%] -27 PLF @ 4.4 to -27 @ 21.9 L(y=33.2](100%) 4 PLF @-3.5 to 4 @ 0.0(y=25.8]1 0%] 22 PLF @ 2.1 to 22 @ 21.9[y=38.41( 0%] 50 PLF @ 35.2 to 50 @ 38.5[y=36.4](100%] -27 PLF @ 21.9 to -27 @ 31.4[y=33.2][100%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.8]( 0%] 22 PLF @ 21.9 to 22 @ 31.4(y=38.4]( 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.811 0%] -27 PLF @ 31.4 to -27 @ 38.5 L[y=33.3][100%] 128.00 Lbs.@ 12.3,36.4 Angle=270 22 PLF @ 31.4 to 22 @ 38.5[y=36.41[ 0%] 128.00 Lbs.@ 18.5,36.4 Angle=270 18 PLF @ 0.0 to 18 @ 35.4(y=25.8][ 0%] Brg.#1 Vert.R= 931.8#Hor.R= -0.0# 20 PLF @ 35.4 to 20 @ 38.5[y=30.811100%] Brg.#2 Vert.R= 1120.1#Hor.R= -0.0# 18 PLF @ 35.4 to 18 @ 38.5[y=25.81( 0%] "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,sic. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa 988 Trusses require extreme care in fabricating,handli shipping installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)nIOOr safety practices prior to performing these functions. Installers shall provide tern R' 1503)357-ztla bracingper SCSI.Unless noted otherwise,topchrd shall have properly attached structural sheathing,and bottom chord shall have a rO rly attachd nog!ceiling.Locations shown for permanent lateral restrainnt or webs shall have bracing instled per BCSI sections B3,t37�or 610, as applicable.yApply plates to each face or truss and position as shown above and on theJoint..elails, unless noted otherwise. efer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additonal information. Alpine,a division of TIN Building Components Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,installation and bracing of trusses. A seal or}this drawing or cover papa 155 Harlem Ave listing this drawing,indicates acceptance of professional eng5ieenny responsibility soleely-for the design shown. he suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinsl.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.orq;AWC:awc.orq Glenview,IL 80025 SEQN:340814/ HIPS Ply: 1 Job Number 0722001 Cust:R7175 JRaf:1XL171750002 T81 ' FROM:MG Oty: 1 Tigard Senior Housing DfwNo: 332.22.0740.14310 Page t of 4 Truss Label: C7 BFR / RTT 11/28/2022 26'8"9 35'3I"4 79"5 1'10" 5 4'4'13 9'0'14 13'5 9 1T10.4 27295 23'1I1'4 31'0'8 33'5" 38'5"l 3'11'13 I 4'8'1 I 4'4'11 4'4'11 F 4'4'11 f" 1'8"5 I 4'4' 2'4'112 ' 3'2'10 0.25 0 H0308 1111.5X4 T A =B 1T1 ===12X14 .w4D E F -4X5 G H =-3'10 4J8 K L T4 M T` 1 1 X al w6 5 =3X10 w4X5 T =550514 R w4X5 B2 =4X8 =8X10 1111:X4 1 385" A 3'0'14-{ 3'6' 4'4'3 , 43'11 , 4'6"3 , 4'4"11 2'5'4 4'4'2 , 4'4"8 , 4'7'4 _, 3'2"101f H- 4'4'3 8714 132'1 17'692 20' 26'3"9 30'8' 353'4 38594 �_1'11"7 21'11"7 Loading Criteria(pal) Wind Criteria Snow Criteria (Pg.Pf in PSF) DMKCS!Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Sid: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection In loc IJdefl LI# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt 11.0(specified) Ce:1.0 VERT(LL): 0.659 T 641 360 LOG R+ 1 R- I Rh I Rw (U 1 RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 1.302 T 324 240 X 2042 I- /- /814 /56 /14 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(TL): 0.086 N - - 0 2080 I- I- /865 /33 I- Ld: 45.00 FXP.B Kzt:NA DesHORZ(TL): 0.171 0 - - Wind reactions based on MWFRS Mean Height:33.05 ft Building Code: Creep Factor:2.0 X Brg Wid=5.5 Min Req=2.0(Truss) NCBCLL:0.00 TCDL:6.0 psf 0 Brg Wid=5.5 Min Req= 1.7(Truss) Soffit: 2.00 IBC 2018 Max TC CSI: 0.979 BCOL:4.2 paf Bearings X&0 are a rigid surface. Load Duration:1.15 MWFRSTPI Std: 2014 Max BC CSI: 0.828 Parallel Dist:f1/2 to hMembers not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.85 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.849 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FTIRT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,18SS,HS VIEW Ver:21.02.008.1108.20 B-C 257-3878 F-G 494 -7244 C-D 414-6217 G-H 402 -5691 Lumbar D-E 500-7560 H-I 401 -5687 Top chord 2x4 DF-L#1&Bet.T1 2x10 DF-L#2; E-F 524-7816 I-J 250 -3261 T4 2x4 DF-L 2400f-2.0E; Bot chord 2x4 DF-L 24001-2.0EB2 Maximum Bot Chord Forces Per Ply(Ibs) Webs 2x6 x4DF-:HF2 Standardadd; Chords Tens.Cotnp. Chords Tens. Comp. 2X4 •HF Stud:W2, W4 2x4 HF#2;W18 2x4 DF-L#2; W-V 3861 -271 S-R 7830 -538 V-U 6328 -441 R-O 7169 -499 BracingU-T 7627 -520 O-P 5573 -403 (a)Continuous lateral restraint equally spaced on T-S 7830 -538 P-O 3095 -248 member. Special Loads Maximum Web Forces Per Ply(Ibs) --(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) Webs Tens.Comp. Webs Tens. Comp. TC:From 72 plf at -3.50 to 72 p8 at 38.49 B-X 196-1998 F-R 52 -673 BC:From 4 plf at -3.50 to 4 plf at 0.00 503 0-4056 -267-W R G BC:From 18 plf at 0.00 to 18 plat 38.49 g B-W 56--267 R- 53 -1880 TC: 128 lb Conc.Load at 12.33,18.54.25.08 p PROF C-V 2508 -177 0-I 849 -17 Plating Notes RE FS V-D 101 -830 I-P 177 -2621 All plates are 3X5 except as noted. Gj GIN S101-- 0 D-U 1351 -81 P-J 1230 -39 C/ 4 63294PE�� 9 U-E 73 -503 J-O 238 -3400 Purlins LU In lieu of structural panels use purins to brace all flat ft TC @ 24"oc. Wind Wind loads based on MWFRS with additional C&C OREGON member design. 14 `Z cy 14,2eo° C End verticals not exposed to wind pressure. Ss e"Tar•t� Right cantilever is exposed to wind Renewal 6//30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boo 468 Trusses require extreme care in fabricating,handling,shipping,installing.and bracingRefer to and follow the latest edition of SCSI(Buildin Cornelius OR 97113 Component Safety Information,by TPI and SBCA)tb safety practices pnor to perfolning these functions. Installers shall provide temporary '5031357.2118 bracingper BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall teha @a pr p�e y attachd rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instlled per SCSI sections B3 67 or Bt 0, as applicable. Appl plates to each face o,tru and position as shown above and on th,Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buildin Cpo ponents Group Inc.shall not.be responsible for any deviation from this drawing,any,failure to build the .amvrow.er truss in conformance with ANSI/�PI 1,, or for handling, shipping, installation.and bracingof trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptancef professional engineering respons bibly solely-for the design shown.The suitabdi and use o is North 4th Floor drawing for any srcture is the responsibility of the BuildingDesigner per ANSI IlfPlI1 Sec.2. N Buil Building,g 4 For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.orq;AWC:awc.org SEQN:340814 HIPS Ply: 1 Job Number: 0722001 Cost R 7175 JRef:1XL171750002 Tel FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 2 014 Truss Label: C7 ... I ... 1112672022 0.25 0 =H0308 III1.5X4 w6X10 =-12X14 =4p A g T1 E F =4G H w3X1D =4�8 K L T4 M C X al =6XX8 =3X10 w4X5 T =SS0 RR 514 =4X 82 5 w4X8 w6X10 III1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.54 - 0.177 0.177 1 2x10 DF-L#2 42.01' Plywd B - C 256.85 -3877.84 0.032 0.179 0.212 1 2x10 DF-L#2 52.75" Plywd C - D 414.10 -6217.26 0A04 0.295 0.699 1 2x4 DF-L#1&Bet. 5621" Plywd D - E 499.78 -7560.15 0.595 0.384 0.979 1 2x4 OF-L#1&Bet. 52.70" Plywd E - F 524.16 -7815.82 0.633 0.211 0.843 1 2x4 DF-L#1&Bet. 52.70' Plywd F - G 493.51 -7244.19 0.527 0.312 0.838 1 2x4 DF-L#1&Bet. 52.70" Plywd G - H 401.64 -5691.28 0.271 0.118 0.389 1 2x4 DF-L#1&Bet. 52.14' Plywd H - I 401.49 -5687.08 0.549 0.360 0.909 1 2x4 DF-L#1&Bet. 52.14" Purl 24 I - J 250.25 -3261.47 0.174 0.165 0.339 1 2x4 DF-L#1&Bet. 52.98' Purl 24 J - K 119.85 -51.75 0.007 0.152 0.159 1 2x4 DF-L#1&Bet. 51.20" Purl 24 K - L 121.57 -50.63 0.005 0.166 0.170 1 2x4 DF-L 2400f-2.OE 51.20" Plywd L - M 122.35 -52.50 0.004 0.166 0.170 1 2x4 DF-L 24001-2.0E 38.67" Plywd X - W 14.69 -18.37 0.001 0.053 0.054 1 2x4 DF-L 2400f-2.0E 52.69" Diaph W - V 3860.90 -271.14 0.331 0.088 0.419 1 2x4 DF-L 2400f-2.0E 52.69" Diaph ✓ - U 6328.48 -440.65 0.542 0.114 0.655 1 2x4 DF-L 2400f-2.0E 52.69" Diaph U - T 7626.61 -519.69 0.652 0.101 0.753 1 2x4 DF-L 2400f-2.0E 52.69" Diaph T - S 7829.56 -538.36 0.668 0.160 0.828 1 2x4 DF-L 2400f-2.0E 52.70" Diaph S - R 7830.23 -537.97 0.425 0.071 0A96 1 2x6 DF-L 2400f-2.OE 52.70" Diaph R - Q 7168.88 -499.44 0.388 0.094 0.482 1 2x6 DF-L 2400f-2.0E 52.10" Diaph Q - P 5572.73 -402.63 0.300 0.092 0.393 1 2x6 DF-L 2400E-2.0E 52.98" Diaph P - 0 3095.32 -247.97 0.163 0.088 0.252 1 2x6 DF-L 2400f-2.0E 54.73" Diaph O - N 1.34 -1.20 - 0.088 0.088 1 2x6 DF-L2400f-2.0E 38.63" Diaph B - X 196.28 -1997.77 0.159 0.065 0.224 1 2x4 HFStand+HFStud 11.32" - B - W 4055.69 -266.80 0.849 - 0.849 1 2x4 HF#2 49.80" - C - W 126.35 -1205.77 0.251 - 0.251 1 2x4 HFStand+HFStud 18.17' - C - V 2508.33 -177.44 0.524 - 0.524 1 2x4 HF#2 52.44" - ✓ - D 100.64 -830.29 0.174 - 0.174 1 2x4 HFStand+HFStud 19.27" - D - U 1350.68 -81.06 0.681 - 0.681 1 2x4 HFStand+HFStud 52.83" - U - E 72.75 -502.85 0.106 - 0.106 1 2x4 HFStand+HFStud 20.3r - E - T 204.77 -12.73 0.097 - 0.097 1 2x4 HFStand+HFStud 53.24" - T - F 56.59 -128.53 0.026 - 0.026 1 2x4 HFStand+HFStud 21.46" - F - R 52.34 -672.87 0.322 - 0.322 1 2x4 HFStand+HFStud 52.90" - R - G 503.45 -0.00 0.257 - 0.257 1 2x4 HFStand+HFStud 20.56' - G - Q 113.82 -1679.70 0.800 - 0.800 1 2x4 HFStand+HFStud 52.77" - Q - I 848.97 -16.95 0.433 - 0.433 1 2x4 HFStand+HFStud 20.98" - I - P 177.24 -2620.61 0.607 - 0.607 1 2x4 HFStand+HFStud 53.75" a 1x4 CLB P - J 1229.84 -38.86 0.627 - 0.627 1 2x4 HFStand+HFStud 20.98" - J - 0 237.65 -3399.92 0.786 - 0.786 1 2x4 HFStand+HFStud 53.75" a 1x4 CLB L - 0 66.36 -331.75 0.072 - 0.072 1 2x4 HFStand+HFStud 21.48" - O - M 63.41 -148.11 0.032 - 0.032 4 2x4 DF-L#2 40.07' - M - N 41.73 -33.34 0.015 0.002 0.017 31 2x4 HFStand+HFStud 22.25" - Joint x y Plate Cq JSI Method de6Y(L) de9Y(T) de9X(L) deflX(T) "WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components of Oregon,Inn "IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0 Box 988 installingand bracing.. Refer to and follow the latest edition of SCSI Buildin Cornelius OR 97113 Trussesomporequirent Safety Information,tytn care fabricating,and handling,shipping,a ( g (903)357-2110 Component SGaS..Unless noted by TPI and SBCA)chordr hall havepractices ly attached peAstructug these aching aan Installers cs chord. shall sae temporary bracingper rigid ei. Locations shovim for top aner laterala re tuner) ebs she l have bracingsheathing inst edd per BC I serd 3.67 pro y attachd ceiling.A platesto each facea f trussnent positionre as showns abovebov sall have installed BCSInoted sectionsr ise 97 or r to �� as applicable.ig160 Apply o truss end jbs alNotes g and on the nal inDemati unless otherwise. peter to ALPINE drawings 160A-Z'for standard plate positions.Refer to)obs General page for additional information. Alpine,a division of ITW Buildin9.Components Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation,and bracing of trusses. A seal orthis drawing or cover page Harlem listing this drawing,indicates acceptance of professional.engineering responsibilitty�,,solely-tor the design shown.The suitability and use of ells 155rth adorn AveA e Floor drawing for any srcture is the responsibility of the Bulldingoesigner per ANSI/TPI 1 Sec.2..2 Glenview,orthBuilding, iiL g,4th For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq SEQN:340814 HIPS Ply: 1 Job Number: 0722001 Cust:R7175 JReit1X071750002 T81 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 3 of 4 Truss Label: C7 ... / ... 11/28/2022 0.25 12 H0308 III1.5X4 - 1T1 m1 C14 =4p E F =4G5 H 3X10= ---:-4X8K L 14 M I 1/1/4 (a) (a) W1 t1 X61 W V U T S R 0 B2 P ^O N =6X8 =3X10 =4X5 =SS0514 =4X5 =4X8 =6X'ID 1111.5X4 A -3.50' 32.37 -0.20" L/211 -0.59" U70 0.00" 0.00" B 0.00' 32.40' 6X10 0.96 0.99 N 0.00" U999 0.00" L/999 0.07" 0.15" C 4.39' 32.61' 12X14 0.96 0.76 N 0.28" U999 0.83" U508 0.08" 0.16" D 9.0T 32.87 4X5 0.96 0.88 N 0.51" U828 1.52" U277 0.07" 0.15" ! E 13.46' 32.92' 3X5 0.96 0.35 N 0.64" U665 1.90" U223 D.06" 0.11" F 17.85' 33.01' 3X5 0.96 0.45 N 0.66" U643 1.96" U215 0.03" 0.07" G 22.24' 33.10' 4X5 0.96 0.80 N 0.59" U718 1.78" U240 0.01" 0.02" H 23.94' 33.13' H0308 0.96 0.98 N 0.55" L1775 1.63" 1)259 0.00" 0.01" !!I I 26.59' 33.13' 3X10 0.96 0.79 N 0.44" 1/953 1.33" L/319 0.00" 0.00" I J 31.00' 33.13' 4X8 0.96 0.91 N 0.24" 1J999 0.71" U599 -0.01" 0.03" K 33.44' 33.13' 3X5 0.96 0.43 N 0.11" U999 0.34" 11999 -0.01" 0.03" L 35.2T 33.1T 1.5X4 0.96 0.39 N 0.00" U999 0.00" L/999 -0.02" 0.03" M 38.49' 33.24' 3X5 0.96 0.54 N -0.15" L/254 -0.46" U84 -0.02" 0.04" N 38.49' 31.01' 1.5X4 0.96 0.67 N -0.15" U254 -0.46" U84 0.09" 0.17" O 35.2T 31.01' 6X10 0.96 0.95 N 0.00" U999 0.00" L/999 0.09" 0.1T P 30.71' 31.01' 4X8 0.96 0.76 N 0.25" L/999 0.75" U562 0.08" 0.16" O 26.30' 31.01' 4X5 0.96 0.83 N 0.46" U927 1.36" 1/310 0.0T 0.14" R 21.95' 31.01' 3X5 0.96 0.65 N 0.60" U709 1.78" U237 0.06" 0.12" S 20.00' 30.9T SS0514 0.96 0.89 N T 17.56' 30.93' 3X5 0.96 0.45 N 0.66" U641 1.97" U215 0.05" 0.09" U 13.17' 30.93' 4X5 0.96 0.89 N 0.63" L/671 1.88" 1/225 0.03" 0.05" ✓ 8.78' 30.93' 3X10 0.96 0.76 N 0.50" 1/847 1.49" L/284 0.00" 0.02" W 4.39' 30.93' 6X8 0.96 0.99 N 0.28" L/999 0.83" 1/511 0.00" 0.00" X 0.00' 30.93' 3X5 0.96 0.83 N 0.00" 1/999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOADI[OC 24.00][DF 1.15][NM 1] [Partial Unbal.Rt][OC 24.00][DF 1.25][NM 1] [MWFRS-STD.AUTO.LOAD](OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:5 User Modified:Yes Load Case:44 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 4.4(y=36.4][ 0%] 22 PLF @-3.5 to 22 @ 4.4[y=36.41[ 0%] 11 PLF @-3.5 to 11 @ 4.4[y=36.4]1 0%] 22 PLF @ 4.4 to 22 @ 23.9[y=36.41( 0%] 22 PLF @ 4.4 to 22 it. 23.9(y=36.4][ 0%] 11 PLF @ 4.4 to 11 @ 23.9[y=36.4][ 0%] 22 PLF @ 23.9 to 22 @ 33.4[y=36.4][ 0%] 22 PLF @ 23.9 to 22 i.t 33.4[y=36.4][ 0%] 11 PLF @ 23.9 to 11 @ 33.4[y=36.4][ 0%] 22 PLF ri 33.4 to 22 @ 38.5[y=36.4][ 0%] 22 PLF @ 33.4 to 22 @ 38.5[y=36.411 0%] 11 PLF @ 33.4 to 11 @ 38.5[y=36.4][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] 4 PLF @-3.5 to 4 1 0.0[y=25.81( 0%] 2 PLF @-3.5 to 2 @ 0.0[y=25.8][ 0%] 50 PLF @-3.5 10 50 @ 4.4(y=36.4][100%] 50 PLF @-3.5 to 50 @ 4.4[y--36.4](100%] -21 PLF @-3.5 to -21 @ 4.4[y=36.4][100%1 50 PLF @ 4.4 to 50 @ 23.9[y=36.4][100%] 50 PLF @ 4.4 to 50 @ 23.9(y=36.4j(100%] -21 PLF @ 4.4 to -21 @ 23.9[y=36.4][100%] 50 PLF @ 23.9 to 50 @ 33.4[y=36.4][100%1 50 PLF @ 23.9 to 50 @ 33.4[y=36.4][100%] -21 PLF @ 23.9 to -21 @ 33.4[y=36.41[100%1 50 PLF @ 33.4 to 50 @ 38.5[y=36.4][100%] 50 PLF @ 33.4 to 50 @ 35.2[y=36.4][100%] -21 PLF @ 33.4 to -21 @ 38.5[y=36.41[100%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.8][ 0%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.81[ 0%1 9 PLF @ 0.0 to 9 @ 20.0 pr=25.8][ 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8][ 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8][ 0%] 9 PLF @ 20.0 to 9 @ 38.5[y=25.8][ 0%] 128.00 Lbs.@ 12.3,38.4 Angle=270 128.00 Lbs.@ 12.3,36.4 Angle=270 65.28 Lbs.@ 12.3,36.4 Angle=270 128.00 Lbs.@ 18.5,36.4 Angle=270 128.00 Lbs.@ 18.5,36.4 Angle=270 65.28 Lbs.@ 18.5,36.4 Angle=270 128.00 Lbs.@ 25.1,36.4 Angle=270 128.00 Lbs.@ 25.1,36.4 Angle=270 65.28 Lbs.@ 25.1,36.4 Angle=270 Brg.#1 Vert.R= 2034.2#Hor.R= 0.0# Brg.#1 Vert.R= 2041.5#Hor.R= 0.0# Brg.#1 Vert.R= 61.8#Hor.R= 0.0# Brg.#2 Vert.R= 2080.1#Hor.R= -0.0# Brg.#2 Vert.R= 1907.8#Hor.R= -0.0# Brg.#2 Vart.R= 100.6#Hor.R= -0.0# --(Partial Unbal.Lt][OC 24.00][DF 1.25][NM 1] Y (C&C ASCE WindHRl-+][OC 24.00][DF 1.60j(NM 1] _-_-_-_-_-_-_-_-_-_-_-_-_-_-^- ____________ "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,inc. **IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box see Trusses require extreme care in fabricating,handling shipping,installing.and bracing. Refer to and follow the latest edition of!FIGS'(Building Cornelius OR 97113 Component SafetyInformation,by TPI and SBCA)fbi safety practices prior to ilerforTh ing these functions. Installers shalto Vide temporary (503)357.211B bracing per j3CS[,Unless opted otherwise,top chord shall have roped attached structural sheathing_and bottom c o shai have a prop rly attached ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 3,B7 07 610, as applicable. Appl plates to each face of truss and position as shown above and on the Joint-Details, uless noted otherwise. refer to ALPINE' drawings 160A-Z for standard ate positions.Refer to jobs General Notes page for additional information. Alpine.a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIrrrPI 1, or for handling, shipping,instalaion and bracing or trusses. A seal on this drawingor cover page 155 Harlem Ave listing this drawing indicates acceptance of prof ssional enac�ineenngo respopnsi1bi soleelyfor the design shown.The suitabilit and use of Ihis drawing for any structure is the responsibility of the Building-Designer per ANSI I 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:340814 HIPS Ply: 1 Job Number. 0722001 Gush R7175 JRef:1XL171750002 781 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 4 of 4 Truss Label: C7 ... / ... 11/28/2022 0.25 12 __H0308 Ill1.5X4 w 6X10 m12X14 w4p E F =4G H =3X10 =4X8 K L T4 M A B (a) (a) W1 W4 X, =6WX8 w3X10 m4X5 T =SS0514 R w4X5 82 w4XX8 w6X10 III1.5X4 Load Case:4 User Modified:Yes Load Case:31 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 4.4(y=36.4]( 0%] -27 PLF @-3.5 to -27 @ 4.1 L[y=32.8][100%] 22 PLF @ 4.4 to 22 @ 23.9(y=36.4][ 0%] 12 PLF @-3.5 to 12 @ 4.1[y=36.4]1 0%] 22 PLF @ 23.9 to 22 @ 33.4(y=36.4]( 0%] -27 PLF @ 4.1 to -27 @ 4.4 L[y=32.8][100%] 22 PLF @ 33.4 to 22 @ 38.5(y=36.41( 0%] -27 PLF @ 4.4 to -27 @ 23.9 L[y=33.2][100%1 4 PLF @-3.5 to 4 @ 0.0(y=25.8]1 0%] 12 PLF @ 4.1 to 12 @ 23.9[y=36.4]( 0%] 50 PLF @ 35.2 to 50 @ 38.5[y=36.4][100%] -27 PLF @ 23.9 to -27 @ 33.4(y=33.2][100%] 18 PLF @ 0.0 to 18 @ 20.0(y=25.81[ 0%] 12 PLF @ 23.9 to 12 @ 33.4[y=36.4][ 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.81[ 0%] -27 PLF @ 33.4 to -27 @ 38.5 L(y=33.31[100%1 128.00 Lbs.@ 12.3,36.4 Angle=270 12 PLF @ 33.4 to 12 @ 38.5[y=36.41[ 0%] 128.00 Lbs.@ 18.5,36.4 Angle=270 8 PLF @ 0.0 to 8 @ 35.4[y=25.81( 0%] 128.00 Lbs.@ 25.1,36.4 Angle=270 20 PLF @ 35.4 to 20 @ 38.5[y=30.8][100%] Brg.#1 Vert.R= 968.7#Hor.R= -0.0# 8 PLF @ 35.4 to 8 @ 38.5[y=25.81[ 0%] Brg.#2 Vert.R= 1211.1#Hor.R= -0.0# =-__-=-_-_-_-_-------_-_-_-_-_-_-_- "WARNING`• READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tees Components of Oregon,Ina, **IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.o.Roe 468 Trusses require extreme care in fabricating,handling,she n installin and bracing., Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 rpept1 g g. p� p (503)357-2118 ComponentperµS S!. Information,noted byTPI and top chord hall have props prior to performing these snea(hingfuncti an. Installersottom chordshall s_provide temporary bracingtahPer id eil Unlesslio shown for ter an laterala reproperty webs hd l have br cing ins adder BC I c ns h3,ave a orp B10, peny attached ri applicable.c Appl pose too schwa fort truss poitsressrs showno bov shall have eJoiinll installed npor s not soothes ise 87fr t 0, �� dr wig 160A-Z for plates each fositi o Wes and position General Notes above and on dhe nom �emati unless noted otherwise. Refer to ALPINE drawings standard plate positions.Refer to job s page for additional information. 'Alpine,a division of ITW Buildin3Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/?PI 1, or for handlingg shipping,,installation,and bracing of trusses. A seal oiithis drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional enaineenng responsibility solegly-fpr the design shown.The suitability and use o Is Norlh r,y,4th Floor drawing for any structure is the responsibility of the Building esigner per ANSIITPI 1 Sec.2. Glenview,IL 6,4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacornponents.com;ICC:iccsafe.orq;AWC:awc.orq SEQN:340817/ HIPS Ply: 1 Job Number. 0722001 Gust R 7175 JRef:1XL171750002 T36 FROM:MG Qty: 1 Tigard Senior Housing Dn No: 332.22.0740.14357 Page 1 of 4 Truss Label: C8 BFR / RTT 11/28/2022 I 171Q'4 �t'4 9"1' 5 1'8 IT, 4'4'13 9'0"14 I 13'5'9 16'0 22'1.3 I 24'3� 31b•8 I 35'5"4 I 36'S'tr �' 3'11'13 4'6"1 4'4'11 2'69 4'2'15 2'2' 5'1'4 4'4'12 3'0.10 0.25 II v 308 _B 1T7 =12C74 =4I7005 E =3X7 1111.SX4 =4X5 H3X10("') =4X8 =6X5 T A F G H I J K L T4 M T5 N ie T W4 (e) (a) 9 tV N 1 1 • 1 Y, X W V U T S R B2 Q ^P 0 =6X8 w3X10 =4X5 w3X10 w4X5 =4X8 =6X10 1111.5X4 =SS0514 r 355" A 30.14--{ I-3,6" I 4'4.3 I 4'3'11 I 4'8"3 I 4'4'11 2'5'4I 2'1'3 4'2'6 I 4'4.8 4'7'4 3'2"10I 4'4"3 8'7"14 13'2'1 17'8'12 20' 22'1 3 28'3"9 30'8" 35'3"4 38'594 Loading Criteria(psr) Wind Criteria Snow Criteria (Pg,Pf In PSF) Defl/CSI Criteria A Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Udefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.665 U 636 360 Lon R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 1.313 U 322 240 y 2041 I- /- /814 /60 /14 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.085 0 - - P 2080 /- /- 1865 /33 I- Des Ld: 45.00 EXP.B Kzt:NA HORZ(TL): 0.168 P - - Wind reactions based on MWFRS Mean Height:33.05 fl NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor:2.0 y Brg Wid=5.5 Min Req=2.0(Truss) IBC 2018 Max TC CSI: 0.993 P Brg Wid=5.5 Min Req= 1.7(Truss) Soffit: 2.00 BCDL:4.2 psf Bearings Y&P are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h WI Std: 2014 Max BC CSI: 0.828 Spacing:24.0" C&C Dist a:3.85 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.849 Members not listed have forces less than 375# 9Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwail:Any FTIRT:4(0y4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,18SS,HS VIEW Ver:21.02.006.1108.20 B-C 257-3878 G-H 492 -7206 Lumber Wind C-D 414-6217 H-I 493 -7202 D-E 500-7560 I-J 394 -5576 Top chord 2x4 DF-L#1&Bet.T1 2x10 DF-L#2; Wind loads based on MWFRS with additional C&C E-F 524-7817 J-K 394 -5573 T4 2x4 HF#2;T5 2x4 DF-L 2400f-2.0E; member design. F-G 524-7813 K-L 247 -3198 Bot chord 2x4 DF-L 2400f-2.0E End verticals not exposed to wind pressure. WebsB2 2s6 2x4D :HF 2 Standardadd: Right cantilever is exposed to wind Maximum Boo Chord Forces Per PlyIbs +HF Stud:W2, 9 Po ( I W4 2x4 HF#2;W19 2x4 DF-L#2; Chords Tens.Comp. Chords Tens. Comp. Bracing X-W 3861 -271 T-S 7831 -538 (a)Continuous lateral restraint equally spaced on W-V 6328 -441 S-R 6423 -463 V-U 7626 -520 R-Q 5443 -392 member. U-T 7830 -538 Q-P 3038 -244 Special Loads -(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) Maximum Web Forces Per Ply(Ibs) TC:From 72 pH at -3.50 to 72 ptf at 38.49 Webs Tens.Comp. Webs Tens. Comp. BC:From 4 pH at -3.50 to 4 Oat 0.00 BC:From 18 pH at 0.00 to 18 pH at 38.49 B-Y 196-1998 G-S 54 -711 TC: 128 lb Conc.Load at 12.33,18.54,25.08 B-X 4055 -267 S-I 1096 -65 C-X 126.1206 I-R 87 -1241 Plating Notes 4',ixsO PRORFSS C-W 2538 -177 R-K 980 -30 All plates are 3X5 except as noted. 5 !,G I N F /% W-D 101 -830 K-Q 171 -2552 ( C9 )1 plate(s)require special positioning.Refer to �� 1' D-V 1351 -81 Q-L 1206 -36 83294PE y V-E 73 -503 L-P 241 -3380 scaled plate plot details for special positioning requirements. /-- Purlins In lieu of structural panels use puffins to brace all flat OREGON IC @ 24"oc. 13 bcr 14,zoo° �� C 4S' eif Tan' Renewal 6/3012024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc. -IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.eox468 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer toand follow the latest edition of#CSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)Mr safety practices prior to perforing these functions. Installers shall provide temporary (50s)a5Ts116 bracing per BCS).Unless noted Otherwise,top chord shall have rgperl attached structural sheathin an bottom chord shall have a properly attached rigid cel�l'ingq Locationsa shown fw permanent lateral restraint of webs shall have braclnc7 installed per SCSI sections 63,B7 or 610, as applicable ply plates toeach face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Flefer to ALPINE. drawings 1 A-Z or standard pate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional enpIneenng responsibility solelylor the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340817 HIPS Ply: 1 Job Number: 0722001 Cost:R7175 JRef:1XL171750002 T38 FROM:MG Oty: 1 Tigard Senior Housing O,wNo: Page 2 of 4 Truss Label: CB ,,. / ... 11/28r2022 0,25 12 w8X10 =-12X14 =4X5 =3X7 I111.5X4 =4X5 H3 1X 0(") s4X8 =5X5 A g Ti C D E F O H I J K L T4 M T5 N \( ) (a) W1: -ice- �_ ! � . Y all X W V U T S R B2 Q ryP O =6X8 =3X10 =4X5 =SS0514 3X10 =4X5 =4X8 =8X10 1111,5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.54 - 0.177 0.177 1 2x10 DF-L#2 42.01' Plywd B - C 256.79 -3877,55 0.032 0.179 0.212 1 2x10 DF-L#2 52.75" Plywd C - D 413.95 -6216.68 0.404 0.295 0.699 1 2x4 DF-L#18Bet. 56.21' Plywd D - E 499.77 -7559.54 0.595 0.384 0.979 1 2x4 DF-L#18Bet. 52.70" Plywd E - F 523.67 -7817.16 0.632 0.188 0.820 1 2x4 DF-L#18Bet. 52.70' Plywd F - G 524.13 -7813.32 0.632 0.175 0.807 1 2x4 OF-L#18Bet. 52.70" Plywd G - H 491.64 -7206.35 0.517 0.314 0.831 1 2x4 OF-L#18Bet 50,95" Plywd H - I 493.23 -7202.41 0.438 0.068 0.506 1 2x4 OF-L#18Bet. 26.06" Plywd I - J 393.88 -5576.15 0.289 0.125 0.414 1 2x4 DF-L#18Bet 27.84" Plywd J - K 394.12 -5572.65 0.889 0.104 0.993 1 2x4 HF#2 27.84" Purl 24 K - L 247.03 -3198.42 0.283 0.249 0.533 1 2x4 HF#2 52.98" Puri 24 L - M 135.20 -28.35 0.017 0.230 0.247 1 2x4 HF#2 53.23" Purl 24 M - N 123.46 -45.41 0.005 0.118 0.122 1 2x4 OF-L 2400f-2.0E 36.63" Plywd Y - X 14.69 -18.37 0.001 0.053 0.054 1 2x4 DF-L 2400f-2.OE 52.69" Diaph X - W 3860.61 -271.08 0.331 0.088 0.419 1 2x4 DF-L 2400f-2.0E 52.69" Diaph W - V 6327.88 -440.50 0.541 0.113 0.655 1 2x4 DF-L 2400f-2.0E 52.69" Diaph ✓ - U 7626.00 -519.67 0.652 0.101 0.753 1 2x4 DF-L 2400f-2.0E 52.69" Diaph U - T 7830.28 -538.38 0.668 0.160 0.828 1 2x4 OF-I 2400f-2.OE 54.45" Diaph T - S 7830.98 -538.00 0.425 0.071 0.496 1 2x6 DF-L 2400f-2.0E 54.45" Diaph S - R 6423.16 -452.97 0.347 0.094 0.441 1 2x6 OF-I 2400f-2.OE 50.35" Diaph R - Q 5442.58 -392.40 0.293 0.099 0.393 1 2x6 DF-L 2400f-2.OE 52.98" Diaph O - P 3038.37 -244.10 0.161 0.092 0.253 1 2x6 OF-L 2400f-2.OE 54.73" Diaph P - 0 1.35 -0.82 - 0.092 0.092 1 2x6 OF-L 2400f-2.OE 38.63" Diaph B - Y 196.20 -1997.65 0.159 0.065 0.224 1 2x4 HFStand+HFStud 11.32' - B - X 4055.38 -266.74 0.849 - 0.849 1 2x4 HF#2 49.80' - C - X 126.32 -1205.68 0.251 - 0.251 1 2x4 HFStand+HFStud 18.17' - C - W 2508.02 -177.44 0.524 - 0.524 1 2x4 HF#2 52.44" - W - D 100.68 -830.19 0.174 - 0.174 1 2x4 HFStand+HFStud 19.27" - D - V 1350.67 -81.28 0.681 - 0.681 1 2x4 HFStand+HFStud 52.83" - ✓ - E 72.66 -502.80 0.106 - 0.106 1 2x4 HFStand+HFStud 20.37" - E - U 206.96 -12.72 0.098 - 0.098 1 2x4 HFStand+HFStud 53.24" - U - O 58.66 -124.49 0.025 - 0.025 1 2x4 HFStand+HFStud 21.46" - G - S 54.33 -711.33 0.340 - 0.340 1 2x4 HFStand+HFStud 52.90' - H - S 53.69 -263.02 0.056 - 0.056 1 2x4 HFStand+HFStud 20.56" - S - I 1096.20 -64.94 0.559 - 0.559 1 2x4 HFStand+HFStud 32.16" - I - R 87.08 -1241.43 0.319 - 0.319 1 2x4 HFStand+HFStud 32.16" - R - K 979.64 -29.56 0.499 - 0.499 1 2x4 HFStand+HFStud 21.48" - K - 0 170.60 -2552.05 0.592 - 0.592 1 2x4 HFStand+HFStud 53.94" a 1x4 CLB Q - L 1206.16 -35.72 0.615 - 0.615 1 2x4 HFStand+HFStud 21.48' - L - P 240.68 -3380.16 0.784 - 0.784 1 2x4 HFStand+HFStud 53.94" a 1x4 CLB P - M 62.58 -302.92 0.065 - 0.065 1 2x4 HFStand+HFStud 21.48" - P - N 54.61 -149,42 0.032 - 0.032 4 2x4 DF-L#2 40.or - N - 0 41.57 -35.97 0.015 0.002 0.018 31 2x4 HFStand+HFStud 22.25' - "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fab i_cating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)f6r safety practices plior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,topchord shall have propery attached structural sheathingand button.. hord shalt have a prop fly attached rigid ceiling Locations shown for pemanent lateral restraint of webs shall have bracing installed per BCSlsections B3,87 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE. drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buiidin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the .. truss in conformance with ANSI/TPI 1, or for handling, shipping installation and bracing 01 trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance f professional engineering responsibility solely for the design shown.The suitability and use O is North Building,s Fbor drawing for any strcture is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.orq Glenview,IL 80025 SEQN:340817 HIPS Ply: 1 Job Number: 0722001 Cust:R7175 JRef:1XL171750002 735 • FROM:MG ay: 1 Tigard Senior Housing OnvNo: Page 3 of 4 Truss Label: CB ... / ... 11/28/2022 0.25 12 0 =6X10 =-12X14 =4X5 =3X7 III1.5X4 =4X5 H 3X10(' ) =4X8 =5X5 A B T1 C D E F G H I : K L TO . T5 N -� \�- p 1 (a) or Y'9 X W V U T S R 82 0 nP 0 8X8 =3X10 =4X5 -m3X10 =4X5 =4X8 -m6X10 III1.5X4 =SS0514 Joint x y Plate Cq JSI Method deflY(L) de6Y(T) deflX(L) de6X(T) A -3.50' 32.32' -0.20' U209 -0.60' L/70 0.00' 0.00' B 0.00' 32.40' 6X10 0.96 0.99 N 0.00" U999 0.00" U999 0.07" 0.15" C 4.39' 32.81' 12X14 0.96 0.76 N 0.28" U999 0.84' U505 0.08' 0.16' D 9.0T 32.82' 4X5 0.96 0.88 N 0.51' U823 1.53" U276 0.08" 0.15" E 13.46' 32.92' 3X5 0.96 0.35 N 0.64" U661 1.91' L/221 0.06' air F 16.03' 32.97' 3X7 0.96 1.00 N G 17.85' 33.01' 3X5 0.96 0.45 N 0.66" U637 1.98' U213 0.03' 0.07' H 22.10' 33.10' 1.5X4 0.96 0.39 N 0.60" U705 1.79" U236 0.01" 0.03" I 24.2T 33.14' 4X5 0.96 0.82 N 0.53' U791 1.60' U265 0.00' 0.00' J 25.94' 33.18' H0308 0.96 0.96 N 0.48" U891 1.42" U298 0.00" 0.00" K 26.59' 33.18' 3X10(") 0.96 0.94 N 0.45" U937 1.35' U313 0.00' 0.07 L 31.00' 33.18' 4X8 0.96 0.91 N 0.24" U999 0.73' U582 -0.07 0.04' M 35.44' 33.18' 5X5 0.96 0.64 N 0.00" U999 -0.02' L/83 -0.02' 0.04' N 38.49' 33.24' 3X5 0.96 0.53 N -0.16' U247 -0.47" U81 -0.02" 0.05" 0 38.49' 31.01' 1.5X4 0.96 0.66 N -0.16' U247 -0.47' U81 0.09" 0.17' P 35.2T 31.01' 6X10 0.96 0.94 N 0.00" 1/999 0.00" L/999 0.09" 0.17' 0 30.71' 31.01' 4X8 0.96 0.74 N 0.26" U999 0.77" U546 0.08" 0.16' R 26.30' 31.01' 4X5 0.96 0.85 N 0.46" 11911 1.39" U305 0.07" 0.14" S 22.10' 31.01' 3X10 0.96 0.87 N 0.60" 11706 1.79" U236 0.06' 0.12" T 20.00' 30.9T SS0514 0.96 0.89 N U 17.56' 30.93' 3X5 0.96 0.45 N 0.66" L1636 1.98" U213 0.05" 0.09" ✓ 13.1T 30.93' 4X5 0.96 0.89 N 0.63" U667 1.89" U223 0.03" 0.05" W 8.78' 30.93' 3X10 0.96 0.76 N 0.50" U842 1.50" 1/282 0.00" 0.02" X 4.39' 30.93' 6X8 0.96 0.99 N 0.28" U999 0.83" U509 0.00" 0.00" Y 0.00' 30.93' 3X5 0.96 0.83 N 0.00" U999 0.00" 1/999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00J[DF 1.15][NM 1] [Partial Unbal.Rt][OC 24.00][DF 1.25)[NM 1] [MWFRS-STD.AUTO.LOAD][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:5 User Modified:Yes Load Case:44 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 4.4[y=36.41 0%] 22 PLF @-3.5 to 22 @ 4.4[y=36.4][ 0%] 11 PLF @-3.5 to 11 @ 4.4[y=36.41 0%] 22 PLF @ 4.4 to 22 @ 16.0[y=36.4][ 0%] 22 PLF© 4.4 10 22 @ 16.0[y=36.4][ 0%] 11 PLF @ 4.4 to 11 @ 16.0[y=36.41 0%] 22 PLF @ 16.0 10 22 @ 25.9[y=36.41 0%] 22 PLF @ 16.0 to 22 @ 25.9(y=36.4][ 0%1 11 PLF @ 16.0 to 11 @ 25.9[y=36.41 0%] 22 PLF CO 25.9 to 22 CO 35.4[y=36.4][ 0%] 22 PLF @ 25.9 to 22 @ 35.4(y=36.41 0%1 11 PLF @ 25.9 to 11 @ 35.4[y=36.41 0%] 22 PLF @ 35.4 to 22 @ 38.5[y=36.4][ 0%] 22 PLF @ 35.4 to 22 @ 38.5[y=36.4][ 0%] 11 PLF @ 35.4 to 11 @ 38.5[y=36.41 0%] 4 PLF to-3.5 to 4 @ 0.0[y=25.81 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.811 0%) 2 PLF @-3.5 to 2 @ 0.0[y=25.81 0%] 50 PLF @-3.5 to 50 @ 4.4[y=36.4][100%] 50 PLF @ 3.5 to 50 @ 4.4[y=36.4][100%] -21 PLF @-3.5 to -21 @ 4.4(y=36.41100%] 50 PLF @ 4.4 to 50 @ 16.0[y=36.4][100%) 50 PLF @ 4.4 to 50 @ 16.0(y=36.4J[100%J -21 PLF @ 4.4 to -21 @ 16.0[y=36.4][100%] 50 PLF @ 16.0 to 50 @ 25.9[y=36.4][100%] 50 PLF @ 16.0 to 50 @ 25.9[y=36.4]]100%] -21 PLF C 16.0 to -21 @ 25.9[y=38.4][100%] 50 PLF @ 25.9 to 50 @ 35.4]y=36.4][100%] 50 PLF @ 25.9 to 50 @ 35.2[y=36.4][100%] -21 PLF @ 25.9 to -21 @ 35.4[y=36.4][100%] 50 PLF @ 35.4 to 50 @ 38.5]y=36.4][100%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.8J[ 0%J -21 PLF @ 35.4 to -21 @ 38.5[y=36.4][100%] 18 PLF @ 0.0 to 18 a 20.0[y=25.83[ 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8]1 0%] 9 PLF @ 0.0 to 9 @ 20.0(y=25.8][ 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8][ 0%] 128.00 Lbs.@ 12.3,36.4 Angle=270 9 PLF @ 20.0 to 9 @ 38.5[y=25.8][ 0%] 128.00 Lbs.r.t. 12.3,36.4 Angle=270 128.00 Lbs.@ 18.5,36.4 Angle=270 65.28 Lbs.@ 12.3,36.4 Angle=270 128.00 Lbs.@ 18.5,36.4 Angle=270 128.00 Lbs.@ 25.1,36.4 Angle=270 85.28 Lbs.@ 18.5,36.4 Angle=270 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components or Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handlings shipping,installing,and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)stir safety practices pnor to performing these functions. Installers shall provide temporary15 0 3135 7-2 11 8 bracing per BCS!.Unless rioted olherwi top chord shall have properlyattached structural sheathingand bottom chord shall ha a proprly attached rgid ceiling.Locations shown b'permanent lateral restraint of webs shall have bracing instlled per BCSl sections B3.B7 or 810, as applicabi@ gqoqp plat@s to ach face of Was and position as shown above and on shy JointDelads, unless noted otherwise, Ifefer to A LP I NJ E drawings A-Z'for standard pate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the Wssggin conformanceng with ANSI/TPI 1, or for handling, Shipping,installation and bracing of trusses. A seal on this drawingor cover page 155 Hadem Ave drawing ford any sfructureeis thacceptance responsibility ilitty of the Building tesiignerrperr ANSI/TPIs1 SIvc,2.the design shown.The suitability and use of ens North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinsl.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview.IL 60025 SEON:340817 HIPS Ply: 1 Job Number: 0722001 Coal:R7175 JRef:1XL171750002 T36 FROM:MG Oty. 1 Tigard Senior Housing DrwNo: Page 4 of 4 Truss Label: C8 ... / ... 11/2812022 0.25 12 v A 6 101 =12]G(14 =405 E 3F7 G 1111.5X4 =4X5 H33X0180(") =4X8 w H I J K L T4 =5M5 T5 N (a) (a) -W1 W4 Y19 X W V U T S R B2 O ~P 0 =6X8 =3X10 =4X5 -SS0514 3X10 =4X5 =4X8 = 1 6X0 1111.5X4 128.00 Lbs.@ 25.1,36.4 Angle=270 Brg.#1 Vert.R= 2041.4#Hor.R= -0.0# 65.28 Lbs.@ 25.1,36.4 Angle=270 Brg.#1 Vert.R= 2034.1#Hor.R= -0.0# Brg.#2 Vert.R= 1907.5#Hor.R= -0.0# Brg.#1 Vert.R= 81.8#Hor.R= -0.0# Brg.#2 Vert.R= 2080.0#Hor.R= -0.0# ------------------------------------------ Brg.#2 Vert.R= 100.6#Hor.R= -0.0# --------------------------------------- [C&C ASCE WIndHRt-+](OC 24.00][DF 1.60](NM 1] -------- ----------------------------- [Partial Unbal.Lt][OC 24.00](DF 1.251[NM 1] Load Case:31 User Modified:No Load Case:4 User Modified:Yes Repetitive Factors Used:Yes Repetitive Factors Used:No -27 PLF @-3.5 to -27 @ 4.4 L[y=32.8][100%] 22 PLF @-3.5 to 22 @ 4.4[y=36.41( 0%] -27 PLF @ 4.4 to -27 @ 6.1 L[y=32.9][100%] 22 PLF @ 4.4 to 22 @ 16.0[y=36.41( 0%] 12 PLF a-3.5 to 12 @ 6.1[y=36.4][ 0%) 22 PLF @ 16.0 to 22 @ 25.9(y=36.41 0%] -27 PLF @ 6.1 to -27 @ 16.0 L[y=33.1][100%] 22 PLF @ 25.9 to 22 @ 35.4(y=36.4][ 0%] -27 PLF @ 16.0 to -27 C 25.9 L[y=33.3)[100%] 22 PLF @ 35.4 to 22 @ 38.5(y=36.4][ 0%1 12 PLF @ 6.1 to 12 @ 25.9(y=36.4][ 0%] 4 PLF @-3.5 to 4 @ 0.0(y 25.8]( 0%] -27 PLF @ 25.9 to -27 @ 35.4[y=33.31[100%1 50 PLF @ 35.4 to 50 @ 38.5[y=36.411100%] 12 PLF @ 25.9 to 12 @ 35.4[y=36.4][ 0%1 18 PLF @ 0.0 to 18 @ 20.0[y=25.8][ 0%] -27 PLF @ 35.4 to -27 @ 38.5 L[y=33.3][100%) 18 PLF @ 20.0 to 18 @ 38.5[y=25.81 0%] 12 PLF @ 35.4 to 12 @ 38.5[y=36.41( 0%] 128.00 Lbs.@ 12.3,36.4 Angle=270 8 PLF @ 0.0 to 8 @ 35.4(y=25.8][ 0%] 128.00 Lbs. 1- 18.5,36.4 Angle=270 20 PLF @ 35.4 to 20 @ 38.5[y=30.6](100%] 128.00 Lbs.@ 25.1,36.4 Angle=270 8 PLF @ 35.4 to 8 @ 38.5(y=25.8]( 0%] Brg.#1 Vert.R= 968.7#Hor.R= -0.0# -- --_-__-_- Brg.#2 Vert.R= 1198.6#Hor.R= 0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! The.Components of Oregon,Inn. 'IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boo 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing Refer to and follow he latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI an0 SBCA)fo safety practices o5'ior to perfoiTning these functions. Installers shall provide temporary (503)357.2118 bracing per BCSI.Unless noted otherwise,top chord shall have properl attached structural shea[hin and bottom chord shall hav a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,Be7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for sandard plate positions.Refer to lobs General Notes page for additional information. Alpine,a division of ITW Ruildin9.Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI!l PI 1, or for handling,0shipping,,installation and bracing of trusses. A seal on this drawing or cover pae 155 Harlem Ave listing this drawing indicates acceptance of professional en lneenng responsibility soI lvT r the design shown.The suitability and use o this North Building,4th Floor drawing for any structure is the responsibility of the Building-DDesigner per ANSI/TPI I Sec.2. Glenview,orth 4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.org SEQN:340820/ HIPS Ply: 1 Job Number. 0722001 Gust R 7175 JRef:1XL171750002 733 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.14576 Page 1 of Truss Label: C9 BFR / RTT 11/28/2022 1T70'4 31'0"B, �38'5"14 1'510 3'1'4 1' 10 4'4'13 8714 _ 13'5'9 16'4'10 I 222'15 I 26'79 , 2T)1'4 35'3'4 I 3T5'A 3'1193 4'8'1 4'411 2'11'1I 4'411 4'510 1'2+11 4'2'12 22" 025 12 =4X5 ill1.5X4 T5 = 1T1 =12X14 =4X5 E =3 G =4H =3XI 10 J =4X8 T4 L M N T T C iv A B �D �_ - � .. k • 1 1 - y11 I' X W V Li T S R B2 Q P 0 =6X8 =3X10 =4X5 =SS0514 =4X5 =4X8 =6X10 1111.5X4 1 35'5' 1 3'0'14-1 3g" ( 4'4"3 , 4'3'11 , 4'8'3 , 4'4'11 I 2'S"4 4'4'2 4'4"8 , 47"4 3'2"10 II 4'4"3 87'14 13'2'1 17'6'12 20' 26'3'9 30'8' 35'3'4 38'5'14 1'117 ' 21'117 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg.PI In PSF) DsIUCSI Criteria ♦Maximum Reactions(lb.) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Udell lJ# Gravity Non-Gravity TCOL: 11.00 Speed 96 mph Pf:11A(specifed) Ce:1.0 VERT(LL): 0.657 U 644 360 Loc R* I R- I Rh /Rw /U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 1.298 U 326 240 Y 2042 I- /- /814 /62 /14 BCDL: 9.00 Risk Category:11 Snow Duration:1.15 HORZ(LL): 0.086 0 - - P 2080 I- /- /865 /33 I- EXP:B Kzt:NA HORZ(TL): 0.170 P - - Wind reactions based on MWFRS Des Ld: 45.00 Mean Height:33.05 ft Y Br Wid=5.5 Min Req=2.0(Truss) NCBCLL:0.00Building Code: Creep Factor:2.0 9 TCDL:6.0 psi P Brg Wid=5.5 Min Reg= 1.7(Truss) Soffit 2.00 IBC 2018 Max TC CSI: 0.976 BCDL:4.2 psf WI Std: 2014 Max BC CSI: 0.832 Bearings Y&P are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:F1/2 to h Rep Fac:Varies by Ld Case Max Web CSI: 0.874 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.85 ftMaximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,18SS VIEW Ver:21.02.008.1108.20 B-C 257-3878 G-H 494 -7259 C-D 414-6217 H-I 394 -5589 Lumber D-E 500-7561 I-J 243 -3141 Top chord 2x4 DF-L#1&Bet.T1 2x10 DF-L#2;T4, E-F 524-7813 J-K 243 -3137 T5 2x4 DF-L 2400f-2.0E; F-G 524-7808 Bot chord 2x4 DF-L 2400f-2.0E B2 2x6 DF-L 2400f-2.0E; Maximum Bot Chord Forces Per Ply(be)Webs 2x4:HF Standard+HF Stud:W2, W4 2x4 HF#2;W18 2x4 DF-L#2; Chords Tens.Comp. Chords Tens. Comp. Bracing X-W 3861 -271 T-S 7827 -538 W-V 6328 -440 S-R 7186 -500 (a)Continuous lateral restraint equally spaced on V-U 7628 -519 R-Q 5443 -393 member. U-T 7626 -538 Q-P 2973 -238 Special Loads -(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) Maximum Web Forces Per Ply(lbs) TC:From 72 plf at -3.50 to 72 Of at 38.49 Webs Tens.Comp. Webs Tens. Comp. BC:From 4 pit at -3.50 to 4 pS at 0.00 8-Y 196-1998 G-S 52 -8Fi3 BC:From 18 off at 0.00 to 18 plf at 38.49 TC: 128 lb Conc.Load at 12.33,18.54,25.08 B-X 4056 -267 S-H 489 0 Plating Notes 'C�f"-•03 PROF-�,Ss C-X 126-1206 H-R 124 -1836 C-W 2508 -177 R-I 923 -22 All plates are 3X5 except as noted. 0,f 4,`-* �G 1 N E�. �02 W-D 101 -830 1-0 177 -2625 1Y 83294PE 9 D-V 1352 -81 0-K 1261 -41 Purlins V-E 73 -504 K-P 231 -3296 In lieu of structural panels use purlins to brace all Sal �� TC @ 24"oc. Wind OREGON Wind loads based on MWFRS with additional C&C epi >r member design. 13 `Z (� LY 14.20- �Z End verticals not exposed to wind pressure. ss e f) Tar Right cantilever is exposed to wind Renewal 6130/2024 11/28/2022 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tnus Componenie of Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling shipping installing.and bracing.. Refer to and follow the latest edition of BCSI(Building CancelsOR 97113 Component Safety Information,by TPI and SBCA)for safety practices pnor to performing these functions. Installers shall provide temporary (5031357.211e bracing per SCSI.Unless noted otherwise,top chord shall have properly attached structural sheathingan bottom chord shall have a properly attachedrigid ceiling.Locations shown for permanent lateral resaint of webs shall have bracing instlled per SCSI sections 83,67 or B10, as applicable. Appl plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE* drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildinag�Cpomponents Group Inc.shall not be responsible for any deviation from this drawing,anyfailure to build the .vrr"rnw,rr truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracing oo trusses. A seal on this drawing or cover page 155 Harlem listingthis drawing indicates acceptance of professional encL1eenng responsibility solely-for the design shown.The suitability and use of this North Building,AAvee Floor drawing for any structure is the responsibilityof the Building Designer per ANSI/TPI 1 Sec.2. Glenview,orth 4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AW C:awc.org SEQN:340820 HIPS Ply: 1 Job Number: 0722001 Curt:R7175 JRef:1XL171760002 T33 FROM:MG City: 1 Tigard Senior Housing DnyNo: Page 2 of 4 Truss Label: C9 .,, I ,,. 11/28/2022 0.25 12 v _ =4X5 =3X104X5 =4X8 1111.5X4 T5 A B 1T1 =1 C14 =4D E -3F' G H I J K T4 L M N (a) (a) W1 W4 Y19 X W V U T S R B2 Q O =6X8 =3X10 =4X5 -- SS0514 =4X5 =4X8 =6X1X10 1111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.54 - 0.177 0.177 1 2x10 DF-L#2 42.01" Plywd B - C 256.74 -3877.94 0.032 0.179 0.212 1 2x10 DF-L#2 52.75' Plywd C - D 413.87 -6216.99 0.404 0.296 0.699 1 2x4 CIF-L#1&Bet. 56.21" Plywd D - E 499.55 -7561.39 0.595 0.380 0.976 1 2x4 DF-L#18Bet. 52.70" Plywd E - F 523.51 -7812.88 D.632 0.221 0.853 1 2x4 OF-L#1&Bet. 52.70" Plywd F - G 523.88 -7808.50 0.632 0.176 0.808 1 2x4 OF-L#18Bet. 52.70' Plywd G - H 494.11 -7258.95 0.542 0.292 0.834 1 2x4 DF-L#1&Bel. 52.70" Plywd H - I 393.62 -5568.60 0.306 0.361 0.668 1 2x4 DF-L#1&Bet. 52.12' Plywd I - J 243.30 -3140.63 0.080 0.153 0.232 1 2x4 DF-L#1&Bet. 53.02" Plywd J - K 243.02 -3136.99 0.102 0.085 0.187 1 2x4 DF-L 2400f-2.OE 53.02" Puri 24 K - I. 116.99 -45.65 0.005 0.166 0.171 1 2x4 DF-L 24001-2.0E 51.23" Purl 24 L - M 116.74 46.23 0.005 0.166 0.171 1 2x4 DF-L 24001-2.OE 38.63' Purl 24 M - N 118.84 -46.18 0.009 0.048 0.057 4 2x4 DF-L 2400f-2.OE 38.63" Plywd Y - X 14.69 -18.36 0.001 0.053 0.054 1 2x4 DF-L 24001-2.OE 52.69" Diaph X - W 3861.01 -271.03 0.331 0.088 0.419 1 2x4 DF-L 2400f-2.OE 52.69' Diaph W - V 6328.16 -440.41 0.541 0.114 0.655 1 2x4 DF-L 2400f-2.OE 52.69" Diaph ✓ - U 7628.04 -519.48 0.652 0.101 0.753 1 2x4 DF-L 2400f-2.0E 52.69" Diaph U - T 7825.93 -538.05 0.668 0.164 0.832 1 2x4 DF-L 2400f-2.OE 52.70" Diaph T - S 7826.59 -537.66 0.425 0.074 0.499 1 2x6 DF-L 2400f-2.OE 52.70" Diaph S - R 7185.88 -500.16 0.389 0.093 0.482 1 2x6 OF-L 2400f-2.0E 52.10' Diaph R - Q 5442.55 -393.25 0.293 0.086 0.379 1 2x6 DF-L 2400f-2.OE 52.98" Diaph Q - P 2973.25 -238.33 0.157 0.085 0.242 1 2x6 OF-L 2400f-2.0E 54.73" Diaph P - 0 1.85 -1.27 - 0.085 0.085 1 2x6 DF-L 2400f-2.OE 38.63" Diaph B - Y 196.12 -1997.76 0.159 0.065 0.224 1 2x4 HFStand+HFStud 11.32" - B - X 4055.80 -266.68 0.849 - 0.849 1 2x4 HF#2 49.80" - C - X 126.32 -1205.85 0.251 - 0.251 1 2x4 HFStand+HFStud 18.17" - C - W 2507.92 -177.38 0.524 - 0.524 1 2x4 HF#2 52.44" - W - D 100.61 -829.99 0.174 - 0.174 1 2x4 HFStand+HFStud 19.27" - D - V 1352.42 -81.35 0.682 - 0.682 1 2x4 HFStand+HFStud 52.83" - ✓ - E 72.90 -504.08 0.106 - 0.106 1 2x4 HFStand+HFStud 20.37" - E - U 199.85 -12.65 0.095 - 0.095 1 2x4 HFStand+HFStud 53.24" - U - G 57.29 -124.13 0.025 - 0.025 1 2x4 HFStand+HFStud 21.46" - G - S 51.66 -652.64 0.312 - 0.312 1 2x4 HFStand+HFStud 52.90' - S - H 489.10 -0.00 0.249 - 0.249 1 2x4 HFStand+HFStud 20.58" - H - R 123.80 -1835.92 0.874 - 0.874 1 2x4 HFStand+HFStud 52.77" - R - I 922.78 -21.55 0.470 - 0.470 1 2x4 HFStand+HFStud 21.65" - 1 - 0 177.24 -2625.07 0.810 - 0.610 1 2x4 HFStand+HFStud 54.01" a 1x4 CLB Q - K 1261.17 -40.99 0.643 - 0.643 1 2x4 HFStand+HFStud 21.98" - K - P 230.59 -3295.69 0.765 - 0.765 1 2x4 HFStand+HFStud 54.14" a 1x4 CLB L - P 66.18 -337.78 0.073 - 0.073 1 2x4 HFStand+HFStud 21.98" - P - N 57.07 -144.55 0.031 - 0.031 4 2x4 DF-L#2 40.07" - N - 0 42.05 -31.30 - 0.021 0.021 4 2x4 HFStand+HFStud 22.25" - Joird x y Plate Cq JSI Method deflX(L) deflY(T) deflX(L) def8X(T) "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tessa Components of Oregon,Inc. `*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P O.Box 460 Trusses require extreme care in fabricating,handling,shipping,installing and bracing.. Refer to and follow the latest edition of BCSI(Buildin Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fi5 safey pactices prior to performing these functions. Installers shall.provide temporary (503)357-2118 bracing per BCSI.Unless noted o herwise,top chord shall have properly attached structual sheathing and bottom chord shall havYe a properly attached rigid ceiling.Locations shown for permanent lateral restraint ofwebs shall have bracing installed per CSI sections 63,B7 or 810, as applicable. Appl plates to each race of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional Information. Alpine,a division of ITW Buildinq CComponents Group Inc.shall not,be responsible for any deviation from this drawing,am/failure to build the truss in conformance with ANSI/1 PI 1, or for ha8ndling, shippingQ installation.arid bracing of trusses. A seal on this drawing or cover page 155 listing this drawing,indicates acceptance of professional en meering responsibility solely/or the design shown.The suitabi i and use ofthis 155 Harlem Avea4 Floor drawing for any stucture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. g, For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Iccsate.org;AWC:awc.orq Glenview,IL 60025 SEON:340820 HIPS Ply: 1 Job Number: 0722001 Gust R7175 JRN:1XL171750002 T33 1 FROM:MG Oy: 1 Tigard Senior Housing DrwNo: Page 3 of 4 Truce Labia: C9 ... / ... 11/28/2022 0.25 12 =4X5 1111.5X4 T5 A B 1T1 =12X14 w4XX5 =3X7 w4H =3X10 J w4X8 T4 L M N E F G a) (a) W1 W4 Y 61 X W V U T S R B2 0 Pa p 0 =6X8 "a 3X10 =4X5 wSS0514 w4X5 =4X8 w6X1X10 II11.5X4 A -3.50' 32.32' -0.20' U211 -0.59" U70 0.00" 0.00" B 0.00' 32.40' 6X10 0.96 0.99 N 0.00" 1.1999 0.00" L1999 0.07" 0.15" C 4.39' 32.61' 12X14 0.96 0.76 N 0.28' L/999 0.83" L/509 0.08" 0.16" D 9.0T 32.82' 4X5 0.96 0.88 N 0.51" U830 1.52" 1/278 0.0T 0.15' E 13.46' 32.92' 3X5 0.96 0.35 N 0.63" 11667 1.89" L/223 0.06" 0.11" F 16.38' 32.98' 3X7 0.96 1.00 N G 17.85' 33.01' 3X5 0.96 0.45 N 0.66' U645 1.96" U216 0.03" 0.0T H 22.24' 33.10' 4X5 0.96 0.88 N 0.59" L/722 1.75" L/242 0.01" 0.02" I 26.58' 33.19' 3X10 0.96 0.85 N 0.44" L/966 1.31" U323 0.00" 0.01" J 27.94' 33.22' 4X5 0.96 0.88 N 0.38" U999 1.13" L/374 -0.01" 0.02' K 31.00' 33.22' 4X8 0.96 0.89 N 0.23' L/999 0.69" L/612 -0.02' 0.03' L 35.2T 33.22' 1.5X4 0.96 0.39 N 0.00" U999 0.00" IJ999 -0.0T 0.03' M 37.44' 33.22' 3X5 0.96 0.37 N -0.10' U258 -0.31" U83 -0.0T 0.03" N 38.49' 33.24' 3X5 0.96 0.54 N -0.15" L/260 -0.45' U86 -0.02* 0.03" O 38.49' 31.01' 1.5X4 0.96 0.68 N -0.15" U260 -0.45" U86 0.09" 0.17" P 35.27' 31.01' 6X10 0.96 0.91 N 0.00" U999 0.00' 11999 0.09" 0.11" a 30.71' 31.01' 4X8 0.96 0.78 N 0.25' U999 0.74" U574 0.08" 0.16" R 26.30' 31.01' 4X5 0.96 0.90 N 0.45" 1/939 1.35" U314 0.07" 0.14" S 21.95' 31.01' 3X5 0.96 0.63 N 0.59" U713 1.77" U238 0.06" 0.12" T 20.00' 30.9T SS0514 0.96 0.91 N U 17.56' 30.93' 3X5 0.96 0.45 N 0.66" U644 1.96" L/215 0.05" 0.09" ✓ 13.17' 30.93' 4X5 0.96 0.89 N 0.63" U673 1.87" U225 0.03" 0.05' W 8.78' 30.93' 3X10 0.96 0.76 N 0.50" 1/849 1.49" U284 0.00" 0.02" X 4.39' 30.93' 6X8 0.96 0.99 N 0.28" U999 0.83" U512 0.00" 0.00" Y 0.00' 30.93' 3X5 0.96 0.83 N 0.00' U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00][DF 1.151[NM 11 [Partial Unbal.Rt][OC 24.00][DF 1.25%NM 11 IMWFRS-STD.AUTO.LOAD][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:5 User Modified:Yes Load Case:44 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF p-3.5 to 22 @ 4.4(y=36.4]( 0%] 22 PLF @-3.5 to 22 @ 4.4[y=36.4][ 0%] 11 PLF @-3.5 to 11 C@ 4.4[y=36.4][ 0%] 22 PLF @ 4.4 to 22 @ 27.9[y=36.41[ 0%] 22 PLF @ 4.4 to 22 @ 27.9(y=36.4][ 0%] 11 PLF @ 4.4 to 11 @ 27.9 1y=36.41[ 0%] 22 PLF @ 27.9 to 22 @ 37.4(y=36.4]1 0%] 22 PLF @ 27.9 to 22 @ 37.4[y=36.4][ 0%] 11 PLF @ 27.9 to 11 @ 37.4[y=36.4][ 0%] 22 PLF @ 37.4 to 22 @ 38.5[y=36.4]1 0%] 22 PLF @ 37.4 to 22 @ 38.5[y=36.4][ 0%] 11 PLF @ 37.4 to 11 @ 38.5[y=36.4][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.81 0%1 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] 2 PLF @-3.5 to 2 @ 0.0 1y=25.8][ 0%] 50 PLF @-3.5 to 50 C 4.4[y=36.4][100%] 50 PLF @-3.5 to 50 @ 4.4[y=36.4][100%] -21 PLF @-3.5 to -21 @ 4.4[y=36.4][100%] 50 PLF @ 4.4 to 50 @ 27.9[y=36.4][100%] 50 PLF @ 4.4 to 50 @ 27.9[y=36.4)1100%] -21 PLF @ 4.4 to -21 @ 27.9[y=36.4][100%] 50 PLF @ 27.9 to 50 @ 37.4[y=36.41100%] 50 PLF @ 27.9 to 50 @ 35.2[y=36.4][100%] -21 PLF @ 27.9 to -21 @ 37.4[y=36.4][100%] 50 PLF @ 37.4 to 50 @ 38.5[y=36.41[100%1 18 PLF @ 0.0 to 18 @ 20.0[y=25.8]1 0%] -21 PLF @ 37.4 to -21 cB 38.5[y=36.4][100%] 18 PLF @ 0.0 to 18 a 20.0[y=25.81[ 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.81[ 0%] 9 PLF @ 0.0 to 9 @ 20.0[y=25.8)[ 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.81[ ON 128.00 Lbs.@ 12.3,36.4 Angle=270 9 PLF @ 20.0 to 9 @ 38.5[y=25.81( 0%] 128.00 Lbs.@ 12.3,36.4 Angle=270 128.00 Lbs.@ 18.5,36.4 Angle=270 65.28 Lbs.@ 12.3,36.4 Angle=270 128.00 Lbs.@ 18.5,36.4 Angle=270 128.00 Lbs.@ 25.1,36.4 Angle=270 65.28 Lbs.@ 18.5,38.4 Angle=270 128.00 Lbs.@ 25.1,36.4 Angle=270 Brg.#1 Vert.R= 2041.5#Hor.R= -0.0# 65.28 Lbs.@ 25.1,36.4 Angle=270 Brg.#1 Vert.R= 2034.2#Hor.R= -0.0# Brg.#2 Vert.R= 1907.6#Hor.R= 0.0# Brg.#1 Vert.R= 61.8#Hor.R= -0.0# Brg.#2 Vert.R= 2080.1#Hor.R= 0.0# ------_---_-_-_-_-_-_-_-_-___-_-_-= Brg.#2 Vert.R= 100.6#Hor.R= 0.0# "'WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,inc. "'IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI ant SBCA)fo safety practices prior to performing these functions. Installers shall provide temporary (503)357.2118 bracingper BCSI.Unless noted olherwise,to chord shall have properly attached structural sheathin and bottom chord shall have a prop y attachd rigid ceiling.Locations shown for petrnanent lateral restraint of webs shall have bracing installed per BCSI sections 83,B7 o{ 10, as applicable. Appl plates to each face,of truss and position as shown above and on the JointDetails, unless noted otherwise. ore Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSITTPI 1, or for handling, shi pine installationi and bracin of trusses. A seal on this drawing y or cover page 155 Harlem Ave listing this drawing,indicates acceptance_p f professional enaappine nng responsibility solely r the design shown.The suitabili and use f las North Building,e Floor drawing for any srcture is the responsibility of the BuiildingUesigner per ANSI/TPI 1 Sec..22. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:340820 HIPS Ply 1 Job Number: 0722001 Gust:R 7175 JRef:1XL171750002 T39 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 4 of 4 Truss Label: C9 ... / ... 11/28/2022 0.25 12 I, -4X5 III1.5X4 T5 =6X10 3X7=-12X14 =4X5 E G =4H �3X10 J =4�8 Tq L M N A B Ti C ,F _ IMMIMILIMMIPPI 1 - _ - - Y 19 w6XX8 w3X10 =4X5 U T a8800514 S R=4X5 B2 CI 1'P w4XX8 w6X10 0 1111.5X4 [Partial Unbal.LtlOC 24.00](DF 1.25](NM 1]=` Load Case:4 User Modified:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 4.4[y=36.4][ 0%] 22 PLF @ 4.4 to 22 @ 27.9(y=36.411 0%] 22 PLF @ 27.9 to 22©37.4(y=36.4][ 0%] 22 PLF CO 37.4 to 22 @ 38.5(y=36.4]( 0%] 4 PLF @-3.5 to 4© 0.0(y=25.8]1 0%] 50 PLF ri 35.2 to 50 @ 37.4[y=36.41[100%] 50 PLF @ 37.4 to 50 G 38.5[y=36.41[100%] 18 PLF @ 0.0 to 18 @ 20.0(y=25.81( 0%] 18 PLF @20.0 to 18@ 38.5[y=25.811 0%] 128.00 Lbs.@ 12.3,36.4 Angle=270 128.00 Lbs.@ 18.5,36.4 Angle=270 128.00 Lbs.@ 25.1,36.4 Angle=270 Brg.#1 Vert.R= 968.7#Hor.R= 0.0# Brg.#2 Vert.R= 1211.1#Hor.R= 0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING Trues Components ofor.pon,Its. '"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling shipping,insstallingdand bracing. Refer to and follow Me latest edition of BCSI(Bulldin i�OR 97113 Component Safety Information,byTPI and SBCA) r safety practices or to pertorining9 these functions. Installersshall Grvide terhporary bracingper BGSI.Unless noted oherwise,top cho shall have rope attached structgral sheathin and botto hord snal1haves pro y attachd rigid ceiling Locations shown for permanent lateral restrrmnt of webs shall have bracing installed per BC I sections 93,87 or B110, as applicable. Apply plates to each face o truss and position as shown above and on the Joint"Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z'for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buildinl�Components Group Inc.shall not,be ras, nsible(or any deviation from this drawing,any failure to build the truss in conformance with ANSI,I PI 1, or for handli g, shipping, installation and bracing of trusses. A seal oq.this drawing or cover page 155 Harlem Ave listing thisdrawing indicates acceptance.f prof ssiggnaal enggmeerin responsibility solelylpr the design shown. he suitability and use of this North Building,41h Floor drawing or any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec Glenview,IL 80025 For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq SEON:340823/ HIPS Ply: 1 Job Number: 0722001 Cull:R7175 JRet 1XL171750002 740 FROM:MG Oty: 1 Tigard Senior Housing DnvNO: 332.22.0740.13483 Page 1 of 4 Truss Label: C10 8FR / RTT 11/28/2022 L.1p10°4 31' 8 15'14 1' 10 1' 4 t-1142 6" 4'493 9'0"14 13'5"9 /6'4'1 22715 26'8'9 29'11" 35'3"4 37'6 2 �Y 3'11'13 4'8"1 I 4'4'11 2'11"1� 4'4"11 45'10 I 3711� I 4'292 I T3"8 0.25 12 =4X5 III1.5X4 T6 =6X10 =4X5 E =-3 G w4H -3X10 J 4K6 74 L M N =12X14 -r A g Tt C O (a) a) W1 yo n iv W4 Cl 1 11 V =6XX 8 m3X10 =4X5 U _SS0514 S 4X5 82 =4X8 w6X10 II11:04 r 3555" 1 3"0'14 H 3'6' I 4'4'3 I 4711 I 416"3 _, 4'4"11 I 2'5°4 4'4°2 44'8 _I 47'4 I 3'2"10 1 4'4'3 87"14 132 1 175"12 20 26'3"9 30'8' 35'3°4 39594 1'119 21'1 "7 Loading Cribrla(psi) Wind Criteria Snow Criteria (Poplin PSF) De111CS1 Clitoris •Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Lldefl Ll# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt 11.0(specJfled) Ce:1.0 VERT(LL): 0.657 U 644 360 Loc R+ /R- /Rh I Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 1.298 U 326 240 V 2042 /- I- /814 /65 /15 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.086 0 - - P 2080 I- I- /865 /33 1- EXP:B K2t:NA HORZ(TL): 0.170 P - Wind reactions based on MWFRS Des Ld: 45.00 Mean Height:33.06 ft V Brg Wid=5.5 Min Req= 2.0(Tines) NCBCLL:0.00Building Code: Creep Factor:2.0 TCDL:6.0 psf P Brg Wid=5.5 Min Reg= 1.7(Truss) Soffit: 2 IBC 2018 Max TC CSI: 0.976 BCDL:4.2 psf Bearings Y&P are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:hf2 to h TPI Std: 2014 Max BC CSI: 0.831 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.85 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.872 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FT/RT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,18SS VIEW Ver.21.02.0013.1108.20 B-C 257-3878 G G.H 494 -7258 C-D 414-6217 H-I 394 -5572 Lumber D-E 499-7561 I-J 240 -309 Top chord 2x4 DFL#1&Bet.T1 2x10 DFL#2;74, E-F 523-7813 J-K 240 -3065 T5 2x4 DF-L 2400f-2.OE; F-G 524-7809 Bot chord 2x4 DF-L 2400t-2.OE B2 2x6 DF-L 2400f-2.0E; Maximum Bo!Chord Forces Per Ply(Ibs) W42x4 HF#2;W18 2x4 DF-L#22:; Webs 2x4:HF Standard+ Stud:W2, Chords Tens.Comp. Chords Tens. Comp. X-W 3861 -271 1-S 7827 -538 Bracing W-V 6328 -440 S-R 7185 -500 (a)Continuous lateral restraint equally spaced on V-U 7628 -519 R-Q 5447 -393 member. U-T 7826 -538 Q-P 2919 -234 Special Loads _ -(Lumber Dur.Fac=1.15/Plate Dur.Fac.=1.15) Webs Maximum Ten Web C es Per Ply(lbeT)ens. Comp. TC:From 72 plf at -3.50 to 72 plf at 38.49 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 plf at 0.00 to 18 plf B_y 196-1998 G-S 52 -654 at 38.49 B_X 496 1998 S-HS 491 0 TC: 128 lb Conc.Load at 12.33.18.54,25.08 C-X 126-1206 H-R 124 -1831 Plating Notes •S°.EO PRO#" -21 W D 21500t8 - R-QI 18191 -2687 All plates are 3X5 except as noted. G,5 �G i N FF 02 D-V 1352 -81 0-K 1293 -43 Purling ! 83294PE 7 V-E 73 -504 K_P 227 -3251 In lieu of structural panels use puffins to brace all flat TC @ 24"oc. Wind Wind loads based on MWFRS with additional C&C OREGON member design. A4 "La 14,zoae �e End verticals not exposed to wind pressure. sell Tan Right cantilever is exposed to wind Renewal 6/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.ens465 Trusses require extreme care in fabricating,hand( she in instalen and bracing.. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Q rm ni5 shipping, g, g. (503)357-2118 Component Safety Information,by TPI and SBCA)fb)safety practices prior to performing these functions. Installer shallprovide temporary bracing per BCSI.Unless noted shownOtherwise,tap chord shall have restraint f attached structural sheathing and bottom chord shall ha @a prB10 y attachedsappl rigid ceiling.Locations shown for permanent lateral restraint of webs shall bracin installed per BCSI sections B3,�7 or r to as applicable. Ap ry plates to each face.of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not.be responsible for any deviation from this drawing,any,failure to build the esm.mws. truss in conformance with ANSI/ PI 1, or tor handling, shipping installation,and bracing of trusses. A seal on is drawing or cover page 155 Harlem Ave listing thisdrawing indicates acceptance of professional engineering resp4n910111ty 50101yTor the design shown.The suitablliry and use of this North 4th Floor drawing or any structure is the responsibity of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,uil 6 4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org SEQN:340823 HIPS PM 1 Job Number: 0722001 Cast:R 7175 JRaf:1XL171750002 T40 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 2 of 4 Truss Label: C10 ... ! ... 11/28/2022 0.25 12 w4X54 II11.5X4 T5 =3X10 =6X10 =12X14 =4p5 E =3 G =-4H5 I J K T4 L M N A B T1 C ." - _ ■ MI a Y X W V U T S R w4X5 B2 -•4X8 w6X10 III1:X4 =8 =-X8 =3X10 4X5 SS05t4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.54 - 0.177 0.177 1 2x10 DF-L#2 42.01" Plywd B - C 256.79 -3877.94 0.032 0.179 0.212 1 2x10 OF-L#2 52.75" Plywd C - D 413.93 -6217.01 0.404 0.296 0.699 1 2x4 OF-L#1&Bet. 56.21" Plywd D - E 499.43 -7561.34 0.595 0.381 0.976 1 2x4 DF-L#1&Bet. 52.70" Plywd E - F 523.47 -7813.10 0.632 0.220 0.852 1 2x4 DF-L#1&Bet. 52.70" Plywd F - G 523.84 -7808.72 0.632 0.175 0.807 1 2x4 DF-L#1&Bet. 52.70" Plywd G - H 494.11 -7258.11 0.542 0.294 0.838 1 2x4 DF-L#18Bet. 52.70" Plywd H - I 393.64 -5571.88 0.312 0.354 0.666 1 2x4 DF-L#1&Bet. 52.12" Plywd I - J 239.82 -3088.51 0.077 0.197 0.274 1 2x4 OF-L#188e1. 53.02' Plywd J - K 240.17 -3084.61 0.099 0.064 0.163 1 2x4 DF-L 2400f-2.0E 53.02" Purl 24 K - L 114.79 -42.68 0.005 0.166 0.171 1 2x4 DF-L 2400f-2.0E 51.23" Puri 24 L - M 114.55 -43.23 0.005 0.166 0.171 1 2x4 DF-L 2400f-2.0E 38.63" Puri 24 M - N 114.31 -42.63 0.009 0.049 0.058 4 2x4 DF-L 2400f-2.0E 38.63" Plywd Y - X 14.69 -18.38 0.001 0.053 0.054 1 2x4 DF-L 2400f-2.OE 52.69" Diaph X - W 3861.01 -271.09 0.331 0.088 0.419 1 2x4 DF-L 24001-2.OE 52.69" Diaph W - V 6328.18 440.49 0.541 0.114 0.655 1 2x4 DF-L 2400f-2.OE 52.69" Diaph ✓ - U 7627.98 -519.39 0.652 0.101 0.753 1 2x4 DF-L 2400f-2.0E 52.69" Diaph U - T 7826.21 -538.03 0.668 0.163 0.831 1 2x4 DF-L 2400f-2.OE 52.70" Diaph T - S 7826.88 -537.64 0.425 0.073 0.499 1 2x6 OF-{2400f-2.0E 52.70" Diaph S - R 7184.78 -500.17 0.389 0.093 0.483 1 2x6 DF-L 2400f-2.OE 52.10" Diaph R - Cl 5446.58 -393.31 0.293 0.086 0.379 I 2x6 OF-L 24001-2.OE 52.98" Diaph Q - P 2919.11 -234.13 0.154 0.084 0.238 1 2x6 OF-L 2400f-2.OE 54.73" Diaph !, P - 0 1.98 -1.26 - 0.084 0.084 1 2x6 DF-L 2400f-2.0E 38.63" Diaph B - Y 196.10 -1997.76 0.159 0.065 0.224 1 2x4 HFStand+HFStud 11.32" - B - X 4055.80 -266.73 0.849 - 0.849 1 2x4 HF#2 49.80" - C - X 126.33 -1205.85 0.251 - 0.251 1 2x4 HFStand+HFStud 18.17" - C - W 2507.94 -177.29 0.524 - 0.524 1 2x4 HF#2 52.44' - W - D 100.57 -830.02 0.174 - 0.174 1 2x4 HFStand+HFStud 19.27' - D - V 1352.35 -81.44 0.682 - 0.682 1 2x4 HFStand+HFStud 52.83" - ✓ - E 72.93 -503.98 0.106 - 0.106 1 2x4 HFStand+HFStud 20.37" - E - U 200.16 -12.73 0.095 - 0.095 1 2x4 HFStand+HFStud 53.24" - U - G 57.27 -124.54 0.025 - 0.025 1 2x4 HFStand+HFStud 21.46" -- G - S 51.70 -653.85 0.313 - 0.313 1 2x4 HFStand+HFStud 52.90" - S - H 490.81 -0.00 0.250 - 0.250 1 2x4 HFStand+HFStud 20.56" - H - R 123.93 -1831.09 0.872 - 0.872 1 2x4 HFStand+HFStud 52.77" - R - I 917.85 -21.49 0.468 - 0.468 1 2x4 HFStand+HFStud 21.65" - I - Q 181.14 -2686.89 0.624 - 0.624 1 2x4 HFStand+HFStud 54.01" a 1x4 CLB Q - K 1293.14 42.92 0.659 - 0.659 1 2x4 HFStand+HFStud 22.48" - K - P 227.32 -3251.08 0.756 - 0.756 1 2x4 HFStand+HFStud 54.35" a 1x4 CL8 L - P 66.01 -338.52 0.074 - 0.074 1 2x4 HFStand+HFStud 22.48" - P - N 53.45 -142.04 0.030 - 0.030 4 2x4 DF-L#2 40.15" - N - 0 42.29 -30.47 - 0.023 0.023 4 2x4 HFStand+HFStud 22.32" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) de6X(L) defIX(T) ""WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tnge Components of Oregon,h1G "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.are 468 Trusses require extreme care in fabricating,haorlin� shipping,installing and bracing. Refer to and fallow the latest edition of BCSI(Building Cornelius oR 97113 Component gg fety Information,by TPI and SBCA) i safety practices prior to erforfnina these functions. Installers shall provide temporary 1503)357.2118 bracing per BCSI.Unless noted Otherwise,top chord shall have propery attached structiral sheathingand bottom chord shall have a properly attached 'rigid ceiling.Locations shown permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,87 or 810, as applicable. Appl plates to each face of truss and position as shown above and on the Join Dretails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buil in Components Group Inc.shall not.be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping,,installation,and bracing of trusses. A seal on this drawing or cover page 155 Harlem listingthis drawing indicates acceptance of professional engiineenng responsibility sole Tor the design shown.The suitabilq and use o is 155 Harlem Buildi AveA 4th Floor draing for any structure is the responsibilityof the Building Designer per ANSITTPI 1 Sec.2. Nor9 For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst,orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:1408v3 HIPS Ply. 1 Job Number. 0722001 Gust:R7175 JRef:1X1171750002 T40 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: • Page 3 of 4 Truss Label: C10 ... / ... 11/282022 0.25 12 -4X5 1111.5X4 T5 =6X70 -12X14 4X5= =3X7 =4H5 =3i10 4K8 T4 L M N A B TI C D E F G p _PI Y119 X W V U T S R B2 O rP 0 =6XB =3X10 =4X5 m-SS0514 =4X5 w4X8 w6X10 III1.5X4 A -3.50' 32.32' -0.20" U211 -0.59" U70 0.00' 0.00" B 0.00' 32.40' 6X10 0.96 0.99 N 0.00" 1/999 0.00" L/999 0.07" 0.15" C 4.39' 32.61' 12X14 0.96 0.76 N 0.28" U999 0.83" U509 0.08" 0.18" D 9.07' 32.82' 4X5 0.96 0.88 N 0.51" 1/830 1.52" 1/278 0.07* 0.15" E 13.46' 32.92' 3X5 0.96 0.35 N 0.63" L/667 1.89' U223 0.06" 0.11" F 16.38' 32.98' 3X7 0.96 1.00 N G 17.85' 33.01' 3X5 0.96 0.45 N 0.66" U645 1.96" U216 0.03" 0.07" H 22.24' 33.10' 4X5 0.96 0.87 N 0.59" 1_722 1.75" L/242 0.01" 0.02" I 26.58' 33.19' 3X10 0.96 0.85 N 0.44" U965 1.31" 11323 0.00' 0.01" J 29.94' 33.26' 4X5 0.96 0.86 N 0.29" 1/999 0.85" U496 -0.02" 0.03" K 31.00' 33.26' 4X8 0.96 0.88 N 0.23" U999 0.69" U614 -0.02" 0.04" L 35.27' 33.26' 1.5X4 0.96 0.39 N 0.00" L/999 0.00" 1/999 -0.02" 0.04" M 37.56' 33.26' 3X5 0.96 0.36 N -0.11" U259 -0.33" U84 -0.02' 0.04" N 38.49' 33.24' 3X5 0.96 0.54 N -0.15" U260 -0.45" U85 -0.02" 0.04" O 38.49' 31.01' 1.5X4 0.96 0.68 N -0.15" U260 -0.45" U85 0.09" 0.17" P 35.27' 31.01' 6X10 0.96 0.89 N 0.00" U999 0.00" U999 0.09" 0.17' O 30.71' 31.01' 4X8 0.96 0.80 N 0.25" U999 0.74" L/574 0.08" 0.16" R 26.30' 31.01' 4X5 0.96 0.90 N 0.45' U939 1.35" L/314 0.07" 0.14" S 21.95' 31.01' 3X5 0.96 0.64 N 0.59" U713 1.77" 1/238 0.06" 0.12" T 20.00' 30.9T SS0514 0.96 0.91 N U 17.56' 30.93' 3X5 0.96 0.45 N 0.66" U644 1.96" 1/215 0.05" 0.09" ✓ 13.17' 30.93' 4X5 0.96 0.89 N 0.63' U673 1.87" U225 0.03" 0.05" W 8.78' 30.93' 3X10 0.96 0.76 N 0.50" U849 1.49" 1/284 0.00" 0.02" X 4.39' 30.93' 6X8 0.96 0.99 N 0.28" L/999 0.83" 1/512 0.00" 0.00" Y 0.00' 30.93' 3X5 0.96 0.83 N 0.00" U999 0.00" 1/999 0.00' 0.00" Loads using option:User Modified Load Cases ISTD.AUTO.LOAD]IOC 24.00][DF 1.151[NM 1] [Partial Unbal.Rt][OC 24.oO][DF 1.25]INM 1] [MWFRS-STD.AUTO.LOAD][OC 24.00][DF 1.60)INM 1] Load Case:1 User Modified:Yes Load Case:5 User Modified:Yes Load Case:44 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF d-3.5 to 22 @ 4.4[y=36.4][ 0%] 22 PLF @-3.5 to 22 @ 4.4[y=36.41( 0%] 11 PLF @-3.5 to 11 @ 4.4[y=36.4][ 0%] 22 PLF @ 4.4 to 22 @ 29.9[y=36.4][ 0%] 22 PLF @ 4.4 to 22 @ 29.9[y=36.4)] 0%) 11 PLF @ 4.4 to 11 @ 29.9[y=36.41( 0%1 22 PLF @ 29.9 to 22 @ 37.6(y=36.4]I 0%] 22 PLF 6?29.910 22 @ 37.6[y=36.4][ 0%] 11 PLF @ 29.9 to 11 @ 37.6[y=36.411 0%a] 22 PLF @ 37.6 to 22 @ 38.5[y=36.4]I 0%] 22 PLF @ 37.6 to 22 @ 38.5[y=36.4][ 0%] 11 PLF @ 37.6 to 11 @ 38.5[y=38.4]I 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.81( 0%1 4 PLF @-3.5 to 4 @ 0.0[y=25.81( 0%] 2 PLF @-3.5 to 2 @ 0.0[y=25.81[ D%] 50 PLF @-3.5 to 50 @ 4.4[y=36.4][100%1 50 PLF @-3.5 to 50 @ 4.4[y=36.4][100%] -21 PLF @-3.5 to -21 @ 4.4 Iy=36.41[100%] 50 PLF @ 4.4 to 50 @ 29.9 Iy=36.4][100%1 50 PLF c! 4.4 to 50 @ 29.9[y=36.4]I100%] -21 PLF @ 4.4 to -21 @ 29.9[y=36.41[100%1 50 PLF @ 29.9 to 50 @ 37.6[y=36.41100%1 50 PLF @ 29.9 to 50 @ 35.2[y=36.4][100%] -21 PLF @ 29.9 to -21 @ 37.6[y=36.4)1100%] 50 PLF @ 37.6 to 50 @ 38.5[y=36.41[10O%1 18 PLF @ 0.0 to 18 @ 20.0(y=25.8]I 0%] -21 PLF @ 37.6 to -21 Si 38.5[y=36.4][100%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.8][ 0%] 18 PLF @ 20.0 to 18 @ 38.5(y=25.8]( 0%] 9 PLF @ 0.0 to 9 @ 20.0[y=25.8][ 0%] 18 PLF @ 20.0 to 18 @ 38.5(y=25.81( 0%] 128.00 Lbs.@ 12.3,36.4 Angle=270 9 PLF @ 20.0 to 9 @ 38.5(y=25.81[ 0%] 128.00 Lbs.@ 12.3,36.4 Angle=270 128.00 Lbs.@ 18.5,36.4 Angle=270 65.28 Lbs.@ 12.3,36.4 Angle=270 128.00 Lbs.@ 18.5,36.4 Angle=270 128.00 Lbs.@ 25.1,36.4 Angle=270 65.28 Lbs.@ 18.5,36.4 Angle=270 128.00 Lbs.@ 25.1,36.4 Angle=270 Brg.#1 Vert.R= 2041.5#Hor.R= -0.0# 65.28 Lbs.@ 25.1,36.4 Angle=270 Brg.#1 Vert.R= 2034.2#Hor.R= -0.0# Brg.#2 Vert.R= 1907.6#Hor.R= -0.0# Brg.#1 Vert.R= 61.7#Hor.R= -0.0# Brg.#2 Vert.R= 2080.1#Hor.R= -0.0# --__________---------_________----______ Brg.#2 Vert.R= 100.5#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,no. "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.eox468 Trusses require extreme care in fabricating I18polinq shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI..Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B100, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW BuildingQppomponents Group Inc.shall not_be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping installation_and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engineering responsihhi lyry solelyTor the design shown.The suitability and use of this North Building,4th Floor drawing for any stucture is the responsibility of the Building Designer per ANSI�PI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinsl.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340823 HIPS Ply: 1 Job Number. 0722001 Cast R7175 JRef:1XL171750002 T40 FROM:MG City: 1 Tigard Senior Housing DrwNo: Page 4 of 4 Truss Label: C10 ... I ... 11/28/2022 0.25 12 =4X5 1111.5X4 T5 -BX1 T1 =1 C14 =4X5 =3X7 =4H =3X10 J 4 T4 L M N A B D E F Cs r, a M.. iss -- � (a) WW1: Y m6XX8 m3X10 =4X5 U =SS0514 S R=4X5 82 =4XX8 -m 6X10 1111:X4 [Partial Unbal.Lt][OC 24.00][DF 1.25][NM 1] Load Case:4 User Modified:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 4.4[y=36.4][ 0%] 22 PLF @ 4.4 to 22 @ 29.9[y=36.4][ 0%] 22 PLF @ 29.9 to 22 @ 37.6[y=36.4][ 0%] 22 PLF @ 37.8 to 22 @ 38.5[y=36.4][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%) 50 PLF @ 35.2 to 50 @ 37.6(y=36.4](100%] 50 PLF @ 37.6 to 50 @ 38.5[y=36.4][100%) 18 PLF @ 0.0 to 18 @ 20.0[y=25.8][ 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8][ 0%] 128.00 Lbs.@ 12.3,36.4 Angle=270 128.00 Lbs.@ 18.5,36.4 Angle=270 128.00 Lbs.@ 25.1,36.4 Angle=270 Brg.#1 Vert.R= 968.7#Hor.R= -0.0 Brg.#2 Vert.R= 1211.1#Hor.R= -0.0# • "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! rues Components of Oregon.Inc "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cameos OR 97113 Component Safety Information,by TPI and SBCA)fOr safety practices Prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have ropery attached structural sheathing and bolt. hord shall ha a properly attachedrigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,B7 or B10, as applicable. Appl plates to each face o truss and position as shown above and on the Join. Details, unless noted otherwise. Refer to ALPINE rawings 160A-Z for sandard plate positions.Refer to jobs General Notes page for additional information. Alpine.a division of ITW Buildin Com hank n Grou Inc.shall not be responsible for any deviation from this drawing,any failure to build the - truss in conformance with ANSIPrPI 1,or for handling shipping, installation and bracing of trusses. A seal on this drawing or cover page Madam Ave listing this drawing indicates acceptance of prof ssional engine nng responsibility solelyTor the design shown.The suitability and use of this 155M Building, Floor drawing for any sructure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Bw L 600254th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.orq SEON:340826/ HIPS Ply: 1 1 Job Number: 0722001 Cuat:R7175 JRef:1XL171750002 737 ' FROM:MG Oty: 1 Tigard Senior Housing DfwNo: 332.22.0740.13858 Page 1 014 I Truss Label: C11 BFR / RTT 11/28/2022 1 T 0"4 F 1'5410 1 4'493 I 9'1714 F 13'5'9 I 16'4'10 22'2'15 I 26'8"9 I 31'11-4 I 35'8'121 38'5'14 3'11'13 4'8"1 4'4'11 2'11"1I 4'4'11 4'5'10 5291 378 211'2 0.25 12 rs- 1111.5X4 -8X10 as12X14 =4X5 =3X7 =4M5 w3X70 -4J8 K T4 LM T5 N T A B T1 C D E F G = = f ry trT - � '7 1 1 Y III =8X 8 w3X10 =4X5 U --SS0514 T S =4X5 R B2 =4 8 =6X10 1111.5X4 A 35'5" ]-3'0'14-'i 1 4'4'3 4'391 4'6.3 4'491 2'5'4 4'4"2 4'4"8 41°4 3'2'10 I--3'8' I 4'4'3 I 87'14 I 13'2'1 -- 17'6"12 I 20' 1-, 26'3'9 30'8" 35'3'4 I 38'6'14I 1'117 211-17 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg.Pf in PSF) DeR/CSI Criteria •Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in hoc Udeft L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specifed) Ce:1.0 VERT(LL): 0.657 U 643 360 Loc R+ /R- /Rh /Rw /U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 1.299 U 325 240 Y 2041 I- I- /614 /67 /15 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(TL): 0.086 0 - - P 2080 /- /- /865 /34 I- EXP:Des Ld: 45.00 B KzL NA HORZ(TL): 0.170 P - - Wind reactions based on MWFRS Mean Height:33.08 ft Building Code: Creep Factor:2.0 Y Brg Wid=5.5 Min Req=2.0(Truss) NCBCLL:0.00 TCDL:6.0 psf P Brg Wid=5.5 Min Req= 1.7(Truss) Soffit: 2.00 IBC 2018 Max TC CSI: 0.976 BCDL:4.2 psf Bearings Y&P are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h WI Std: 2014 Max BC CSI: 0.831 Members not listed have forces less than 375# Spacing:24.0' C&C Dist a:3.85 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.870 Maximum Top Chord Forces Per Ply Ohs) Loc.from endwall:Any FT/RT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,I8SS VIEW Ver.21.02.0015.1108.20 B-C 256-3878 F-G 524 -7806 C-D 412.6216 G-H 494 -7257 Lumbar D-E 499-7561 H-I 394 -5575 Top chord 2x4 DF-L#1&Bet.T1 2x10 DF-L#2;74, E-F 524-7812 I-J 239 -3072 T5 2x4 DF-L 24001-2.0E; Sot chord 2x4 DF-L 24001-2.0E Maximum Bot Chord Forces Per My(Ibs) Webs 2x4:HF Standard 2x6 DF-L ard;d+HF Stud:W2, Chords Tens.Comp. Chords Tens. Comp. W4 2x4 HF#2;W18 2x4 DF-L#2; X-W 3861 -270 T-S 7826 -538 W-V 6328 -438 S-R 7183 -500 Bracing V-U 7627 -519 R-0 5450 -394 (a)Continuous lateral restraint equally spaced on U-T 7826 -538 0-P 2975 -233 member. Special Loads Maximum Web Forces Per Ply(Ibs) --(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) Webs Tens.Comp. Webs Tens. Comp. TC:From 72 pit at -3.50 to 72 plf at 38.49 B-Y 196-1998 G-S 51 -655 BC:From 4 p1/at -3.50 to 4 pit at 0.00 _X 4055 -265 S-H 492 0 BC:From 18 plf at 0.00 to 18 plf at 38.49 B B-X 155-1206 H-R 492 -1820 TC: 128 lb Conc.Load at 12.33,18.54,25.08 C-W 2508 -177 R-1 915 -21 Plafing Notes 182 2706 All plates are 3X5 except as rested. 'C'9E�PROFESS/ 0 D-V 1352 -81 0-J 1303 - -44 �sGj ��01 h ... 0 V-E 73 -504 J-P 228 -3254 Purling 4./ 83294PE In lieu of structural panels use puffins to brace all flat TC©24"oc. Wind Wind loads based on MWFRS with additional C&C OREGON member design. l) End verticals not exposed to wind pressure. 4 Vlr la,20- (� Right cantilever is exposed to wind SS @ l l T a n Renewal 6/30/2024 I1/28/2022 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc, '*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box4e8 Trusses require extreme care in fabricating,hapolingg shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safely Information,by TPI and SBCA)rbr safety practices prior to performing these functions. Installers shall provide to porary (s03)357.211E bracingper BCSI..Unless noted Otherwise,top chord shall have properly attached structural sheathing and bottom chord,shah)I hha a prope y attachd rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83 Be7 or B10, as applicable. Appl plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin CCo ponents Group Inc.shall not be responsiblefor any deviation from this drawing,any failure to build the .xmwcnwun truss in conformance with ANSI/TN 1, or for handling, shippingg installationand bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professionl engpneenng respon 51bd1'ty solelylor the design shown.The suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per AN51!I PI 1 Sec.2. N oa L gW25 For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org SEQN:340828 HIPS Ply: 1 Job Number. 0722001 Cust:R7175 JRef:1 X1.171750002 T37 FROM:MG ON: 1 Tigard Senior Housing DrwNO Page 2 d4 Truss Label: C11 ... / ... 11/28/2022 12 0.25 1.---- )111.5X4 e6X10 =1 C G 14 =4X5 =3X7 = =3X10 4H5 I J K T4 LM T5 PIS A B 1 D E F Y =6X8 =3X10 =4X5 U =SS0514 S =4X5 e4X8 =8X10 I111:X4 Member MaxTan MaxComp Axial Bend CSI GLC Size Material Length Brace A - 8 5.54 -0.54 - 0.177 0.177 1 2x10 DF-L#2 42.01" Plywd B - C 255.60 -3877.63 0.032 0.179 0.212 1 2x10 OF-L#2 52.75" Plywd C - D 411.79 -6216.49 0.404 0.296 0.699 1 2x4 OF-L#1&Bet. 56.21" Plywd D - E 499.42 -7560.50 0.595 0.381 0.976 1 2x4 DF-L#1&Bet. 52.70" Plywd E - F 523.58 -7812.41 0.632 0.219 0.852 1 2x4 DF-L#18Bet. 52.70" Plywd F - G 523.95 -7808.02 0.632 0.174 0.806 1 2x4 OF-L#18aet. 52.70" Plywd G - H 494.17 -7256.69 0.542 0.295 0.837 1 2x4 DF-L#16Bet. 52.70" Plywd H - I 394.06 -5574.80 0.315 0.347 0.662 1 2x4 DF-L#18Bet. 52.12" Plywd I - J 238.60 -3072.38 0.076 0.180 0.257 1 2x4 DF-L#18Bet. 52.99" Plywd J - K 119.35 -34.79 0.009 0.125 0.134 1 2x4 DF-L#18Bet. 51.27" Plywd K - L 119.77 -31.28 0.006 0.158 0.164 1 2x4 OF-L 24004-2.0E 51.2T Purl 24 L - M 119.60 -31.61 0.008 0.135 0.141 1 2x4 DF-L 2400f-2.OE 38.63" Purl 24 M - N 122.07 -31.73 - 0.099 0.099 5 2x4 DF-L 24001-2.DE 38.63" Plywd Y - X 14.89 -18.38 0.001 0.053 0.054 1 2x4 DF-L 2400f-2.0E 52.69" Diaph X - W 3860.70 -269.88 0.331 0.088 0.419 1 2x4 OF-L 24001-2.0E 52.69" Diaph W - V 6327.64 -438.28 0.541 0.114 0.655 1 2x4 DF-L 2400f-2.0E 52.69' Diaph ✓ - U 7627.11 -519.38 0.652 0.101 0.753 1 2x4 DF-L 2400f-2.0E 52.69" Diaph U - T 7825.55 -538.15 0.668 0.163 0.831 1 2x4 DF-L 2400f-2.0E 52.70" Diaph T - S 7826.21 -537.76 0.425 0.073 0.498 1 2x6 OF-I 2400f-2.OE 52.70" Diaph S - R 7183.24 -500.22 0.389 0.094 0.483 1 2x6 DF-L 2400f-2.0E 52.10" Diaph R - Q 5449.93 -393.75 0.294 0.086 0.380 1 2x6 DF-L 2400f-2.0E 52.98" Diaph Q - P 2904.74 -232.61 0.153 0.084 0.238 1 2x6 DF-L 2400f-2.0E 54.73" Diaph P - 0 1.40 -0.93 - 0.084 0.084 1 2x6 DF-L 2400f-2.OE 38.63" Diaph B - Y 196.14 -1997.65 0.159 0.065 0.224 1 2x4 HFStand+HFStud 11.32" - 8 - X 4055.47 -265.48 0.849 - 0.849 1 2x4 HF#2 49.80" - C - X 125.93 -1205.74 0.251 - 0.251 1 2x4 HFStand+HFStud 18.17" - C - W 2507.71 -177.23 0.524 - 0.524 1 2x4 HF#2 52.44" -- W - D 100.56 -829.94 0.174 - 0.174 1 2x4 HFStand+HFStud 19.27" - D - V 1352.01 -81.48 0.681 - 0.681 1 2x4 HFStand+HFStud 52.83" - ✓ - E 72.94 -503.80 0.106 - 0.106 1 2x4 HFStand+HFStud 20.37" -- E - U 200.36 -12.85 0.095 - 0.095 1 2x4 HFStand+HFStud 53.24" -- U - G 57.29 -124.75 0.025 - 0.025 1 2x4 HFStand+HFStud 21.46" - G - S 50.61 -654.61 0.313 - 0.313 1 2x4 HFStand+HFStud 52.90' - S - H 491.52 -0.00 0.250 - 0.250 1 2x4 HFStand+HFStud 20.56" - H - R 122.69 -1826.43 0.870 - 0.870 1 2x4 HFStand+HFStud 52.77" - R - I 915.23 -20.93 0.466 - 0.466 1 2x4 HFStand+HFStud 21.65" - I - 0 182.01 -2707.80 0.629 - 0.629 1 2x4 HFStand+HFStud 54.01" a 1x4 CLB Q - J 1302.71 -43.76 0.664 - 0.664 I 2x4 HFStand+HFStud 22.75" - J - P 227.59 -3253.79 0.757 - 0.757 1 2x4 HFStand+HFStud 54.46" a 1x4 CLB L - P 63.61 -317.99 0.070 - 0.070 1 2x4 HFStand+HFStud 22.98" - P - N 39.58 -147.19 0.032 - 0.032 4 2x4 DF-L#2 40.15" - N - 0 42.36 -30.44 0.015 0.003 0.018 31 2x4 HFStand*HFStud 22.32' -- Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trust Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Booms Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)Mrsarery practices phor to perfodnin9 these functions. Installers shall provide temporary (503)357-211e bracingper BCSI.Unless noted otherwise,top chord shall have roper) attached structOral sheathing and bottom chord shall have a properly attachd rigid ceiling.Locations shown for permanent lateralrestrraint of webs shall have bracingf installed per BCSI sections B3,B7 or 810, �\ as applicable. Applyplates to each faaccee on truss and position as shown above and on the Join Details, unless noted otherwise. defer to ALPINE drawings 160A-Zlorstandard plate poSitions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building.Components Groyp Inc.shall not_be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/I PI 1, or for handling, shipping, installation,and bracing of trusses. A seal on this drawing or cover page 155 Harem Ave listing thisdrawing,indicates acceptance of professional engineenng responsibility solely-for the design shown.The suitabili and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSUfPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEQN:340826 HIPS Ply. 1 Job Number: 0722001 Gust R7175 JRe41xL171750002 737 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 3 of 4 Truss Label: C11 ... / ... 11/28/2022 0.25 12 III1.5X4 =6X10 =_4X5 =3F7 G =4X =3X10 =4�8 K T4 LM T5 N =12X14 A g T7 C D E _ ��• _ . Yal X W V U T S R B2 Q rP O =6X8 =3X10 -m4X5 =SS0514 =4X5 =4X8 =6X10 1111.5X4 A -3.50' 32.32' -0.20" 1..1211 -0.59" U70 0.00" 0.00" B 0.00' 32.40' 6X10 0.96 0.99 N 0.00" U999 0.00" L1999 o.OT 0.15" C 4.39' 32.61' 12X14 0.96 0.76 N 0.28" U999 0.83" 1/509 0.08" 0.18" D 9.07' 32.82' 4X5 0.96 0.88 N 0.51" U829 1.52" 1./278 0.07" 0.15" E 13.46' 32.92' 3X5 0.98 0.35 N 0.63" U667 1.89" U223 0.06" 0.11" F 16.38' 32.98' 3X7 0.96 1.00 N G 17.85' 33.01' 3X5 0.96 0.45 N 0.66" L/645 1.96" 1/216 0.03' 0.07' H 22.24' 33.10' 4X5 0.96 0.87 N 0.59" U722 1.75" L/241 0.01" 0.02" I 26.58' 33.19' 3X10 0.96 0.85 N 0.44" 1.1964 1.31" L/322 0.00' 0.01" J 31.00' 33.28' 4X8 0.96 0.88 N 0.23' L/999 0.69" U613 -0.02' 0.04' K 31.94' 33.30' 3X5 0.96 0.55 N 0.19" L/999 0.56" L/757 -0.02" 0.04" L 35.27' 33.30' 1.5X4 0.96 0.39 N 0.00" L/999 0.00" 1./999 -0.02" 0.04" M 35.56' 33.30' 3X5 0.96 0.66 N -0.02" U226 -0.05" 1/73 -0.02" 0.04" N 38.49' 33.24' 3X5 0.98 0.54 N -0.15" U259 -0.45" L/85 -0.02" 0.04" O 38.49' 31.01' 1.5X4 0.96 0.68 N -0.15" U259 -0.45" U85 0.09" 0.17" P 35.27' 31.01' 83(10 0.96 0.89 N 0.00" 11999 0.00" U999 0.09" 0.1T O 30.71' 31.01' 4X8 0.96 0.81 N 0.25" 11999 0.74" U574 0.08" 0.16" R 28.30' 31.01' 4X5 0.96 0.90 N 0.45" U938 1.35" 1/314 0.07' 0.14" S 21.95' 31.01' 3X5 0.96 0.84 N 0.59" 1.1712 1.77" U238 0.06" 0.12" T 20.00' 30.97' SS0514 0.96 0.91 N U 17.56' 30.93' 3X5 0.96 0.45 N 0.66" U643 1.96" U215 0.05" 0.09" ✓ 13.17' 30.93' 4X5 0.96 0.89 N 0.63" L/673 1.87" 1/225 0.03" 0.05" W 8.78' 30.93' 3X10 0.96 0.76 N 0.50" L/848 1.49" U284 0.00" 0.02" X 4.39' 30.93' 6X8 0.96 0.99 N 0.28" U999 0.83" 11512 0.00" 0.00" Y 0.00' 30.93' 3X5 0.96 0.83 N 0.00" L/999 0.00" 1/999 0.00" 0.00" Loads using option:User Modified Load Cases __ __ [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 1] [Partial Unbal.Rt][OC 24.00][DF 1.25][NM 1] [MWFRS-STD.AUTO.LOAD][OC 24.00j[DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:5 User Modified:Yes Load Case:44 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 4.4 ly=36.4][ 0%] 22 PLF @-3.5 to 22 @ 4.4[y=36.41( 0%] 11 PLF @-3.5 to 11 @ 4.4[y=36.4][ 0%] 22 PLF @ 4.4 to 22 @ 16.4[y=36.4j[ 0%J 22 PLF @ 4.4 to 22 @ 16.41y=36.4][ 0%] 11 PLF @ 4.4 to 11 @ 16.4[y=36.41( 0%] 22 PLF C 16.4 to 22 @ 31.9[y=36.4][ 0%] 22 PLF @ 16.4 to 22 @ 31.9[y=36.41 0%] 11 PLF @ 16.4 to 11 @ 31.9[y=36.4][ 0%] 22 PLF @ 31.9 to 22 @ 35.6[y=36.4][ 0%j 22 PLF @ 31.9 to 22 @ 35.6(y=36.4J[ 0%1 11 PLF @ 31.9 to 11 @ 35.6[y=36.4][ 0%] 22 PLF @ 35.6 to 22 @ 38.5[y=36.4]1 0%] 22 PLF @ 35.6 to 22 @ 38.5[y=36.4][ 0%] 11 PLF @ 35.6 to 11 @ 38.5[y=36.4]1 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.81[ 0%1 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] 2 PLF @-3.5 to 2 @ 0.0[y=25.81[ 0%1 50 PLF @-3.5 to 50 @ 4.4(y=36.41(100%1 50 PLF @-3.5 to 50 @ 4.4[y=36.4][100%] -21 PLF @-3.5 to -21 @ 4.4[y=36.4][100%] 50 PLF @ 4.4 to 50 C 16.4[y=36.4][100%] 50 PLF @ 4.4 to 50 @ 16.4[y=36.4][100%] -21 PLF @ 4.4 to -21 @ 16.4[y=36.4j[100%1 50 PLF @ 16.4 to 50 @ 31.9[y=36.41[100%1 50 PLF @ 16.4 to 50 @ 31.9[y=36.4][100%] -21 PLF @ 16.4 to -21 31 31.9[y=36.4][100%] 50 PLF @ 31.9 to 50 @ 35.6[y=36.41[100%1 50 PLF @ 31.9 to 50 @ 35.2[y=36.4][100%] -21 PLF @ 31.9 to -21 @ 35.6[y=36.4][100%] 50 PLF @ 35.6 to 50 @ 38.5[y=36.41[100%1 18 PLF @ 0.0 to 18 @ 20.0[y=25.81 0%j -21 PLF @ 35.8 to -21 @ 38.5[y=36.4][100%] 18 PLF @ 0.0 to 18 @ 20.0(y=25.8][ 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8][ 0%] 9 PLF @ 0.0 to 9 @ 20.0[y=25.8][ 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8][ 0%1 128.00 Lbs.@ 12.3,36.4 Angle=270 9 PLF @ 20.0 to 9 @ 38.5[y=25.81[ 0%] 128.00 Lbs.@ 12.3,36.4 Angle=270 128.00 Lbs.@ 18.5,36.4 Angle=270 65.28 Lbs.@ 12.3,36.4 Angle=270 128.00 Lbs.@ 18.5,36.4 Angle=270 128.00 Lbs.@ 25.1,36.4 Angle=270 65.28 Lbs.@ 18.5,36.4 Angle=270 128.00 Lbs.@ 25.1,38.4 Angle=270 Brg.#1 Vert.R= 2041.4#Hor.R= 0.0# 65.28 Lbs.@ 25.1,36.4 Angle=270 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. ""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P. Be"489 Trusses require extreme care in fabricating, shipping,installing and bracing.. Refer to and follow the latest edition of SCSI(BuildingCornelius OR 97113 UUhandling, (503)957-2118 ComponentrSCSI, Information, otherwise,TPI and SBCA)forda practices prior to performing these sheathing functions. Installers shall shalt temporary bracingta per id SCSI,Unless ns shownf r top shall lhaveproperly attached have br cinginst and bo BCSI se shallB3,have la B10.property asa ppli rigid e.cel Locationssto fa for fpermanenttruss position asrestraint bov shall have eJoin Detail eel per BCSI sections 67 or r to asr wings 1 0. Applyt nda deach position Re and s as shownal above and on the ali emati unless noted otherwise. f#efer to ALPINE drawings 160A-Z for standard plate positions.Refer to job s General Notes page for additional information. Alpine,a division of ITW Bu Iding Components Group Inc.shall not.be rem ponsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Hadem Ave listing this drawing indicates acceptance of professional engSLineeringg responsibility solety r the design shown.The suits ility and use bf this North Building,4!h Floor drawing for any structure is the responsibility of the Building'esigner per ANSI/TPI 1 Sec.2. Glenview,ILi6,4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq SEON:340826 HIPS Ply: 1 Job Number: 0/2.W1 Gust R7176 JRet 1XL171780002 T37 FROM:MG City: 1 Tigard Senior Housing DnvNo: Page 4 of 4 Truss Label: C11 ... I ... 11/28/2022 0.25 12 It 1.5X4 =8X101 =1 C14 =4X5 =3X7 =4H5 =3X10 ss4J8 K T4 LM T5 N .--i--- ri .---= _TRI- _----------...............t...._'-r-r, Ikwow... .:- ....1r-r'N Y• =6X8 =3X 0 =4X5 U =SSo514 S =4X5 B2 =4 8 =6X10 III1.5X4 Brg.#1 Vert.R= 2034.1#Har.R= -0.0# Brg.#2 Vert.R= 1907.5#Hor.R= -0.0# Brg.#1 Vert.R= 61.5#Hor.R= -0.0# Brg.#2 Vert.R= 2080.0#Hor.R= 0.0# = _-_-_-_=_-=-=-=-=-=-= _•----== Brg.#2 Vert.R= 100.3#Hor.R= -0.0# ---- --------------------------------- [C8C ASCE WindHRt-+][OC 24.00)[DF I.60](NM 1] - -_-_-- -----'-----'----=-_-=-_ [Partial Unbal.Lt)[OC 24.00](DF 1.25][NM 1] Load Case:31 User Modified:No Load Case:4 User Modified:Yes Repetitive Factors Used:Yes Repetitive Factors Used:No -27 PLF @-3.5 to -27 @ 4.4 L[y=32.81(100%] 22 PLF @-3.5 to 22 @ 4.4[y=36.4]( 0%1 -27 PLF @ 4.4 to -27 @ 12.1 L[y=33.0)1100%) 22 PLF @ 4.4 to 22 @ 16.4[y=36.4][ 0%] 12 PLF @-3.5 to 12 @ 12.1[y=36.41[ 0%] 22 PLF @ 16.4 to 22 @ 31.9[y=36.41 0%1 -27 PLF @ 12.1 to -27 @ 16.4 L[y=33.1][100%) 22 PLF @ 31.9 to 22 @ 35.6[y=36.41[ 0%1 -27 PLF @ 16.4 to -27 @ 31.9 L[y=33.4][100%) 22 PLF @ 35.6 to 22 @ 38.5[y=36.4]( 0%] 12 PLF @ 12.1 to 12 @ 31.9 ly=36.4][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8)[ 0%1 -27 PLF @ 31.9 to -27 @ 35.6[y=33.41[100%1 50 PLF @ 35.6 to 50 @ 38.5[y=36.4][100%1 12 PLF @ 31.9 to 12 c 35.6[y=36.4]( 0%] 18 PLF @ 0.0 to 18 @ 20.0 60=25.8][ 0%) -27 PLF @ 35.6 to -27 @ 38.5 R[y=33.31[100%1 18 PLF @ 20.0 to 18 @ 38.5[y=25.61[ 0%] 12 PLF @ 35.6 to 12 @ 38.5(y=36.4]] 0%) 128.00 Lbs.@ 12.3,36.4 Angle=27D 8 PLF @ 0.0 to 8 @ 35.4(y=25.81[ 0%] 128.00 Lbs.@ 18.5,36.4 Angle=270 20 PLF @ 35.4 to 20 @ 38.5[y=30.81[100%] 128.00 Lbs.@ 25.1,36.4 Angle=270 8 PLF @ 35.4 to 8 @ 38.5[y=25.8][ 0%) Brg.#1 Vert.R= 968.8#Hor.R= 0.0# ==---_-_•_-_•==_-_-_-=-_.=-_-=__-__'___ Brg.#2 Vert.R= 1192.3#Hor.R= 0.0# ''WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Ino. *IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P O.Boi 496 Trusses require extreme care in fabricating hhg pdling shipping,installin and bracing. Refer to end follow the latest edition of BCSI Buildin Cornelius OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to perfoing these unctions. Installers sh II ide temporar� (503)357-2118 bracing u r BCSI.Unless noted Otherwise,top chord shall have properly attached structural sheathin and bottom chord shallhave a p pie attached n id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,B7 of B10, as applicable. Apply plates to each face of truss and position as shown above and on flit Joint-Details., unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Bufiddin Compon is Group Inc.shall not.be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or for handling, shippingg installation and bracing of trusses. A seal on this drawing or cover papa 155 Harlem listing this drawing,indicates acceptance of professional engiineanng responsiibii��'�1tvv solely/or the design shown.The suitabil' and use of this 155 AveAeth Floor drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Glenview,North Building,6 4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq SEQN:340829/ SPEC Ply: 1 Job Number: 0722001 Cum:R7115 JRef:1XL171750002 767 • FROM MG Qty: 3 Tigard Senior Housing DrwNo: 332.22.0740.14498 Page 1 of 4 Truss Label: C12 BFR I RTT 11/28/2022 26'8'9 3li'3'4 2'10'8 1'8 4 I5 4'4'13 I 9'0"14 ( 13'59 I 1T10'4 I 22'2'15 ) 23' -1 31'0"B I 33'9'I F 385"1i 3'11'13 4'B"1 4'4'11 4'4'11 4'4"11 1 4'4" 288 3'2'10 0.25 12 T3 4JB K II1.5.X4 T4 =4X5=3X7 ><9X10 M 8X10 =1C74 =4p E 72 F r' H I T T T A�I Mg 4 - . ± X i =6XB w3X10 =4X5 U T =SS05 B2 14 S R w4X5 et4X8 w6X 0 1111.5X4 1 35'5" 1 3'0"14-1 3'8" 4'4'3 ' 4'3"11 I 4'6"3 ) 4'411 I 2'S"4� I 4'4'2 I 4'4'8 I 47'4 I 3'2"10 4'4'3 87'14 13'2"1 1713.12 20' 26'39 30'8" 35'3"4 38'514 L___1'117 • Loading Criteria(port) Wind Criteria Snow Criteria (Pg,Pf 1n PSF) DeNCSI Criteria •Maximum Reactions fibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in lac Udefl LI# Gravity Non-Gravity • TCDL: 11.00 Speed: 96 mph Pf:11.0(specifled) Ce:1.0 VERT(LL): 0.668 T 633 360 LoC R+ /R- I Rh /Rw I U /RL BOLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 1.319 T 320 240 X 2041 /- I- /814 /68 /15 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.086 N - - 0 2080 /- I- /865 /34 /- EXP:B Kzt:NA HORZ(TL): 0.170 0 - - Wind reactions based on MWFRS Des Ld: 45.00 Mean Height:33.10 ft X Brg Wid=5.5 Min Reg=2.0(Truss) NCBCLL:0.00 Building Code: Creep Factor.2.0 TCDL:6.0 psf 0 Brg Wid=5.5 Min Reg= 1.7(Truss) Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.978 Bearings X 8 0 are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h(2 to h TPI Std: 2014 Max BC CSI: 0.829 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.85 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.878 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FT/RT:4(04(0) Chords Tens.Comp. Chords Tens. Camp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,18SS VIEW Ver:21.02.008.1108.20 B-C 257-3878 F-G 495 -7265 C-D 414-6217 G-H 393 -5567 Lumber D-E 499-7561 H-I 394 -5564 Top chord 2410 DF-L#2 T2 2x4 DF-L#18Bet.; E-F 524-7810 I-J 238 -3063 T3 2x4 HF#2;T4 2x4 DF-L 2400f-2.OE; Bet chord 2x4 DF-L 2400f-2.0E Maximum Bet Chord Forces Per Ply(ins) Webs 2x4:HE Standard+HF Stud:W2,d 2x6 DF-L E Chords Tens.Comp. Chords Tens. Comp. W4 2x4 HF#2:W18 2x4 DF-L#2: W-V 3861 -271 S-R 7824 -537 V-U 6328 -441 R-Q 7191 -501 BracingU-T 7628 -519 Q-P 5442 -393 (a)Continuous lateral restraint equaUy spaced on T-S 7823 -538 P-0 2896 -232 member. Special Loads Maximum Web Forces Per Ply(lbs) -(Lumber Dur.Fac.=1.15 I Plate Dur.Fac.=1.15) Webs Tens.Comp. Webs Tens. Comp. TC:From 72 plf at -3.50 to 72 pe at 38.49 B-X 196-1998 F-R 51 -643 BC:From 4 plf at -3.50 to 4 psi at 0.00 BC:From 18 pif at 0.00 to 18 Of at 38.49 9 B-W_W 405 056 -267 R-G 493 0 125C -1840 TC: 128 lb Conc.Load at 12.33,18.54,25.08 6--267 R-Q C-V 2509 -177 Q-I 916 -22 Plating Notes ���0 PROFFS V-D 101 -630 I-P 183 -2709 All plates are 3X5 except as noted. .0' G I N1 k- SRO D-U 1352 -81 P-J 1301 -44 Cft 4' 83294PEC15 2 U-E 73 -504 J-O 224 -3225 Wind 9 Wind loads based on MWFRS with additional C&C �� member design. End verticals not exposed to wind pressure. Right cantilever is exposed to wind O R EGO N 13 �-'Ly 14.2p- 0 f✓ ' e II Ta ' Renewal 613 01 2 0 2 4 1 I/28/2022 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tens Components or Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Ike 408 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing., Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)f safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have roper) attached structural sheathingand bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint a webs shall have bracing instlled per BCSI sections e3,B7 or B10, as applicable. pop) plates to each face.o truss and position as shown above and on the Joinipetails, unless noted otherwise. Refer to ALPINE. drawings 160A-Z'for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW BuildinlComponents GrottoInc.shall not,be responsible for any deviation from this drawing,any,failure to build the avnw ra+.uv truss in conformance with ANSII I PI 1, or for handling, shipping,.installation and bracing of trusses. A seal oath's drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional enctmeenng responsibility solely/or the design shown.The sukabiliry and use of this North Budding,41h Floor drawing for any structure is the responsibility of the Buii ding'Designer per ANSI/TPI 1 Sec 2. North B 4Ih For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org SEQN:340829 SPEC Ply: 1 Job Number: 0722001 Gust:R 7175 JRef:1XL171750002 T57 FROM:MG Oty: 3 Tigard Senior Housing DrwNo: Page 2 of 4 Trues Label: C12 ... / ... 11/28/2022 0.25 12 m4X5=3X7 s'3X10 4j8 KIU1.LX4 T4 =6X70 =12X14 =4 ` T2 F G H 1M p 9 C E _ o X 19 =6X8 =3X70 w4X5 T =SS0514 R w4X5 B2 w4X8 w8X1 Im 0 1111.5X4 Member MaxTen MaxCornp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.54 - 0.177 0.177 1 2x10 DF-L#2 42.01" Plywd B - C 257.12 -3877.76 0.032 0.179 0.212 1 2x10 DF-L#2 52.75" Plywd C - D 414.43 -6216.67 0.404 0.296 0.699 1 2x4 OF-L#1&Bel. 56.21" Plywd D - E 499.37 -7560.89 0.595 0.380 0.976 1 2x4 DF-L#1&Bet. 52.70" Plywd E - F 523.68 -7810.25 0.832 0.226 0.858 1 2x4 DF-L#1&Bet. 52.70" Plywd F - G 495.03 -7264.74 0.543 0.263 0.806 1 2x4 DF-L#1&Bet. 52.70" Plywd G - H 392.91 -5566.63 0.326 0.220 0.546 1 2x4 DF-L#1&Bet. 52.12" Plywd H - I 393.60 -5564.24 0.452 0.488 0.940 1 2x4 HF#2 52.12" Plywd I - J 237.83 -3062.92 0.108 0.267 0.375 1 2x4 HF#2 52.99" Plywd J - K 115.69 -51.05 0.010 0201 0.211 1 2x4 HF#2 51.31" Plywd K - L 114.35 -51.38 0.004 0.171 0.175 1 2x4 DF-L 2400f-2.0E 51.31" Plywd L - M 117.73 -48.27 0.005 0.171 0.176 1 2x4 DF-L 2400f-2.OE 38.60" Plywd X - W 14.69 -18.38 0.001 0.053 0.054 1 2x4 DF-L 2400f-2.OE 52.69" Diaph W - V 3860.83 -271.42 0.331 0.088 0.419 1 2x4 DF-L 2400f-2.OE 52.69" Diaph ✓ - U 6327.82 -440.99 0.541 0.114 0.655 1 2x4 DF-L 2400f-2.OE 52.69" Diaph U - T 7627.52 -519.32 0.652 0.101 0.753 1 2x4 DF-L 2400T-2.OE 52.69" Diaph T - S 7823.28 -537.87 0.668 0.161 0.829 1 2x4 DF-L 2400f-2.OE 52.70" Diaph S - R 7823.94 -537.48 0.425 0.072 0.497 1 2x6 DF-L 2400T-2.OE 52.70" Diaph R - Q 7191.15 -501.10 0.390 0.101 0.491 1 2x6 DF-L 2400f-2.0E 52.10" Diaph Q - P 5441.67 -393.26 0.293 0.098 0.392 1 2x6 DF-L 2400f-2.0E 52.98" Diaph P - 0 2895.51 -231.84 0.153 0.086 0.239 1 2x6 DF-L 2400f-2.OE 54.73" Diaph O - N 1.34 -1.26 - 0.086 0.086 1 2x6 DF-L 2400f-2.OE 38.63" Diaph B - X 196.17 -1997.69 0.159 0.065 0.224 1 2x4 HFStand+HFStud 11.32" - B - W 4055.60 -267.08 0.849 - 0.849 1 2x4 HF#2 49.80" - C - W 126.44 -1205.79 0.251 - 0.251 1 2x4 HFStand+HFStud 18.17" - C - V 2507.77 -177.21 0.524 - 0.524 1 2x4 HF#2 52.44" - ✓ - 0 100.55 -829.95 0.174 - 0.174 1 2x4 HFStand+HFStud 19.2T - D - U 1352.24 -81.41 0.682 - 0.682 1 2x4 HFStand+HFStud 52.83" - U - E 72.92 -503.93 0.106 - 0.106 1 2x4 HFStand+HFStud 20.3T - E - T 197.48 -12.63 0.094 - 0.094 1 2x4 HFStand+HFStud 53.24" - T - F 57.23 -124.03 0.025 - 0.025 1 2x4 HFStand+HFStud 21.46" - F - R 50.67 -643.09 0.307 - 0.307 1 2x4 HFStand+HFStud 52.90" - R - G 493.19 -0.00 0.251 - 0.251 1 2x4 HFStand+HFStud 20.56' - G - Q 125.28 -1844.44 0.878 - 0.878 1 2x4 HFStand+HFStud 52.77' - Q - I 915.56 -21.59 0.467 - 0.467 1 2x4 HFStand+HFStud 21.65" - I - P 183.36 -2708.80 0.629 - 0.829 1 2x4 HFStand+HFStud 54.01" a 1x4 CLB P - J 1300.61 -43.68 0.663 - 0.663 1 2x4 HFStand+HFStud 22.75" - J - 0 224.39 -3224.70 0.751 - 0.751 1 2x4 HFStand+HFStud 54.46" a 1x4 CLB O - L 67.00 -336.96 0.074 - 0.074 1 2x4 HFStand+HFStud 23.09" - O - M 60.37 -141.23 0.030 - 0.030 4 2x4 DF-L#2 40.15" - M - N 42.23 -31.58 0.015 0.002 0.017 31 2x4 HFStand+HFStud 22.32" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflY(L) defIX(T) ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,No. 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P o.sox NM Trusses require extreme care in fabricating,handling.,shipping,installin and bracing.. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI one SBCA)toy safety practices prior to performing tese functions. Installers shall provide temporary (503)357-2118 bracingper SCSI.Unless noted Otherwise,topchord shall have ro erl attached structuralsheathing and bottom..chord,shall haves!properly attachd rigid ceiling.Locations shown for prmanent lateral restraint of webs shall have bracimUnstalled per BCSI sectons 83,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joioioetails, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to Jobs General Notes page for additional information. Alpine,a division of ITW BuildnQppomponenis Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the trues in conformance with ANSITTPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professionl engineeng responsibility solely-or the design shown.The suitability and use o is North a m 4th Floor drawing for any strcture is the responsibility of the Building-Designer per ANSITTPI 1 Sec.2. Building, For more information see these web sites:Alpine:alpineftw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 50025 SEON:340829 SPEC Ply: 1 Job Number. 0722001 Gust R7175 JRed1XL171750002 T87 FROM:MG City: 3 Tigard Senior Housing D,wNo: Page 3 of 4 Truss Label: C12 ... / ... 11/26/2022 0.25 0 =4X8 1111.5X4 =8X10 =4X5=3X7 =3X10 M m12X14 m4X5 E T2 F G H I T3 J K L T4 A B C D X, W V U T S R O B2 P l'O N w6X8 =3X10 =4X5 =SS0514 =4X5 =4X8 =6X10 1111.5X4 A -3.50' 32.32' -0.20" U209 -0.60' L/70 0.00' 0.00' B 0.00' 32.40' 6X10 0.96 0.99 N 0.00' U999 0.00' U999 0.07" 0.15" C 4.39' 32.61' 12X14 0.96 0.76 N 0.28" U999 0.84' U504 0.08" 0.17" D 9.01 32.82' 4X5 0.96 0.88 N 0.52" U821 1.54" U275 0.08" 0.15" E 13.46' 32.97 3X5 0.96 0.35 N 0.64' U659 1.91' 1/221 0.06" 0.11" F 17.85' 33.01' 3X5 0.96 0.45 N 0.67" L1634 1.99" U212 0.04' 0.07' G 22.24' 33.10' 4X5 0.96 0.88 N 0.80" L/705 1.79" U236 0.01' 0.03" H 23.84' 33.13' 3X7 0.96 1.00 N I 26.58' 33.19' 3X10 0.96 0.85 N 0.45" U931 1.36" U311 0.00" 0.02' J 31.00' 33.28' 4X8 0.96 0.88 N 0.24" U999 0.72" U586 -0.02' 0,05' K 33.75' 33,34' 3X5 0.96 0.50 N 0.09" U999 0.29" L/999 -0.03" 0.06' L 35.2T 33.31' 1.5X4 0.96 0.39 N 0.00" L/999 0.00" 11999 -0.03" 0.05" M 38.49' 33.24' 3X5 0.96 0.53 N -0.16" U246 -0.47' U81 -0.02' 0.05" N 38.49' 31.01' 1.5X4 0.96 0.68 N -0.16" U246 -0.47" U81 0.09" 0.17" O 35.27' 31.01' 6X10 0.96 0.89 N 0.00" L/999 0.00" U999 0.09" 0.17" P 30.71' 31.01' 4X8 0.96 0.80 N 0.26" U999 0.77" U548 0.08" 0.18" O 28.30' 31.01' 4X5 0.96 0.91 N 0.47" L/905 1.40' U303 0.07" 0.14" R 21.95' 31.01' 3X5 0.96 0.64 N 0.61" U696 1.81" U233 0.06' 0.12" S 20.00' 30.97' 880514 0.96 0.89 N T 17.56' 30.93' 3X5 0.96 0.45 N 0.67" 1/633 1.99' U212 0.05" 0.09" U 13.1T 30.93' 4X5 0.96 0.89 N 0.64" U664 1.90' U222 0.03" 0.05' ✓ 8.78' 30.93' 3X10 0.96 0.76 N 0.50" U840 1.50' U281 0.00" 0.02" W 4.39' 30.93' 6X8 0.96 0.99 N 0.28" 1/999 0.83" U508 0.00' 0.00" X 0.00' 30.93' 3X5 0.96 0.83 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases (STD.AUTO.LOAD][OC 24.00][OF 1.15][NM 1] (Partial Unbal.Rt([OC 24.00][DF 1.25](NM 1] [MWFRS-STD.AUTO.LOAD][OC 24.00][DF 1.80][NM 1] Load Case:1 User Modified:Yes Load Case:5 User Modified:Yes Load Case:44 User Modified:Yes Repetitive Factors Used:Na Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 4.4[y=36.5][ 0%] 22 PLF'-3.5 to 22 @ 4.4[y=36.511 0%] 11 PLF @-3.5 to 11 @ 4.4[y=36.5]( 0%] 22 PLF @ 4.4 to 22©23.8[y=36.511 0%] 22 PLF @ 4.4 to 22(g 23.8(y=36.51 0%] 11 PLF @ 4.4 to 11 @ 23.8[y=36.5)[ 0%] 22 PLF @ 23.8 to 22 @ 33.7(y=36.51[ 0%] 22 PLF @ 23.8 to 22 @ 33.7(y=36.5]( 0%] 11 PLF @ 23.8 to 11 @ 33.7(y=36.5]( 0%] 22 PLF @ 33.7 to 22 @ 38.5[y=36.51 0%] 22 PLF @@ 33.7 to 22 @ 38.5(y=36.5][ 0%] 11 PLF @ 33.7 to 11©38.5(y=36.5]( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8]( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8]1 0%] 2 PLF @-3.5 to 2 @ 0.0[y=25.8]( 0%] 50 PLF @-3.5 to 50 @ 4.4[y=36.5][100%] 50 PLF 3j-3.5 to 50 @ 4.4[y=36.5][100%] -21 PLF @-3.510 -21 @ 4.4[y=36.5][100%] 50 PIE @ 4.4 to 50 @ 23.8(y=36.5][100%] 50 PLF @ 4.4 to 50 @ 23.8[y=36.5][100%] -21 PLF @ 4.4 to -21 @ 23.8[y=36.5][100%] 50 PLF @ 23.8 to 50 @ 33.7[y=36.5][100%] 50 PLF E 23.8 to 50©33.7[y=36.5][100%] -21 PLF C 23.8 to -21 @ 33.7[y=36.5][100%] 50 PIE @ 33.7 to 50 @ 38.5[y-36.5](1 00%] 50 PLF @ 33.7 to 50 '35.2[y=36.5)(100%] -21 PLF @ 33.7 to -21 @ 38.5[y=36.5](100%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.8]( 0%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.81( 0%] 9 PLF @ 0.0 to 9 @ 20.0[y=25.8][ 0%] j 18 PLF @ 20.0 to 18 @ 38.5(y=25.8][ 0%] 18 PLF @ 20.0 to 18 @ 38.5(y=25.8][ 0%] 9 PLF @ 20.0 to 9 @ 38.5[y=25.81( 0%] 128.00 Lbs.@ 12.3,36.5 Angle=270 128.00 Lbs.@ 12.3,36.5 Angle=270 65.28 Lbs.@ 12.3,36.5 Angle=270 128.00 Lbs.@ 18.5,36.5 Angle=270 128.00 Lbs.@ 18.5,36.5 Angle=270 65.28 Lbs.@ 18.5,36.5 Angle=270 128.00 Lbs. eir 25.1,36.5 Angle=270 128.00 Lbs.@ 25.1,36.5 Angle=270 65.28 Lbs.@ 25.1,36.5 Angle=270 , Brg.#1 Vert.R= 2034.1#Har.R= -0.0# Brg.#1 Vert.R= 2041.5 4 Hor.R= 0.0# Brg.#1 Vert.R= 61.3#Hor.R= -0.0# Brg.#2 Vert.R= 2079.9#Hor.R= -0.0# Brg.#2 Vert.R= 1907.5#Hor.R= -0.0# Brg.#2 Vert.R= 100.1#Hor.R= -0.0# ________ _______ ______ _-___ ------------------ ----- [Partial Unbal.Lt][OC 24.00](DF 1.25](NM 1] (C8C ASCE WindHRt-+][OC 24.00][OF 1.6OXNM 1) 'WARNING'* READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components or Oregon.Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.eu.4a8 Trusses require extreme care in fabricating,handlin ship mg,Installing and bracing. Refer to end follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)iGOr safeCry practices prior to performing these unctions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall!lave properly attached structural sheathingand bottom chord shall have a progeny attached rigid ceiling.Locations shown for permanentp lateral restraint of webs shall have bracing installed per BCSI sections 53,B7 or B10, as applicable. Aq0p 7 plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z'fgr standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,.installation_and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engineenng responsibility solelylor the design shown.The suitability and use c is North Building,4th Floor drawing for any structure is the responsibility of the Building-DDesigner per ANSI1TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:340829 SPEC Ply: 1 Job Number: 0722001 Cost:R7175 JRef:1XL171750002 167 FROM:MG Qty-. 3 Tigard Senior Housing DrwNo: Page 4 of 4 Truss Label: C12 ... I ... 11/28/2022 0.25 12 1 =4X6 1111.SX4 4X5=3X7 w3X10 T3 J K L T4 M =6X10 w12X14 =4X5 E T2 F G H I.iiiice„ _ A B C _ _ - i! W4 - X p m6XX8 w3X10 m4X5 T -- SS0514 R w4X B2 5 w4X8 m6X10 I111:X4 Load Case:4 User Modified:Yes Load Case:31 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 4.4[y=36.5][ 0%] -27 PLF @-3.5 to -27 @ 4.4 L[y=32.8][100%] 22 PLF @ 4.4 to 22 C 23.8[y=36.5]( 0%] -27 PLF @ 4.4 to -27� 13.9 L[y=33.01[100%] 22 PLF @ 23.8 to 22 @ 33.7[y=36.51( 0%] 12 PLF @-3.5 to 12 @ 13.9[y=36.51[ 0%] 22 PLF @ 33.7 to 22 @ 38.5(y=36.5]1 0%] -27 PLF @ 13.9 to -27 @ 23.8 L(y=33.2][100%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] -27 PLF @ 23.8 to -27 @ 33.7 L[y=33.4](100%] 50 PLF @ 35.2 to 50 @ 38.5[y=36.5][100%] 12 PLF @ 13.9 to 12 @ 33.7(y=36.5][ 0%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.8]1 0%] -27 PLF @ 33.7 to -27 @ 38.5 R[y=33.3][100%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.811 0%] 12 PLF @ 33.8 to 12 @ 38.5[y=36.5]1 0%] 128.00 Lbs.@ 12.3.36.5 Angle=270 8 PLF @ 0.0 to 8 @ 35.4[y=25.8][ 0%] 128.00 Lbs.@ 18.5,36.5 Arlgle=270 20 PLF @ 35.4 to 20 @ 38.5[y=30.8]1100%1 128.00 Lbs.@ 25.1,36.5 Angle=270 8 PLF(0135.4 to 8 @ 38.5[y=25.8][ 0%] Brg.#1 Vert.R= 968.7#Hor.R= -0.0# --------------------------"------------ Brg.#2 Vert.R= 1211.1#Hor.R= -0.0# "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Truss Components or Oregon,Inc. "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boo 488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building (503)357.2118 sOR 7113 ComponenFSafety Information,by TPI and SBCA)fo safety practices p7ior to performing these functions. Installers shell provide temporary bracing per BCSI..Unless noted otherwise,erwise,topchord shall have ro rfy attached structural sheathingand bottom chord shall haye a prope4fly attached rigid ceiling.Locations shown for pemanent lateral restrainnt of webs shall have bracing instlled per BCSI sections B3,87 or B10, as applicable. Appl plates to each face,of truss and positio as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for sandard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Buildin4 Components Group Inc.shall not.be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation,and bracing of trusses. A seal orthis drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professionl enaineenno responsibility solelylor the design shown.The suitability and use of This North Building,4th Floor drawing for any scture is the responsibility of the Building-Designer per ANSUTPI 1 Sec.2. N uil For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org SEQN:340832/ SPEC Ply: 1 Job Number 0722001 Cast:R 7175 JRef:1XL171750002 753 ' FROM:MG Oty: 1 Tigard Senior Housing Dn./No: 332.22.0740.14217 Page 1 of 4 Truss Label: C13 BFR / RTT 11126/2022 28 t' 4 353" 2'9'6 1'8']4 4'4'13 9'0'14 13.5'9 17'10"4 22'4'7 23' 0"1 31' 33'9" 38'5'1 4'4 13 I 4'8'1 I 4'4'11 I 4'4'11 I 4'6"3 1'510 I 4'4"8 2'9" 3'2'10' 0.25 v =H0308 J K 1111.`X4 74 1114X6 _10X12 =57Fr5 =3G10 H =4I(8 M T T A B T1 D E T d N N :=r�� - N 11 �= s i X _ XX8 V U T e5X7 w5X5 -m3X10 __4X8 =3X10 u11.5X4 j 35'5' A 3'0'14--I --3'6' I 4'4'3 _, 4'5'3 , 4'4'11 , 4'4'11 , 2'5'4I 4'2'10 I 4'8` I 4'7"4 I 3'2"10I 4'4 3 8'9'6 13'2'1 17'6"12 20' 28'21 30'8" 35'3.4 38'514 1I'Il l 2911'7 Loading Criteria(pef) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/C81 Criteria •Maximum Reactions(Ibs),or"aPLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc 1../dell LJ# Grayly Non-Gravity TCOL: 11.00 Speed: 96 mph Pf:11.0(speciled) Ce:1.0 VERT(LL): 0.184 U 999 380 Loc R+ !R- /Rh /Rx /U I RL BCLL: 0.00 Endosure:Closed Lu: - Cs:1.00 VERT(CL): 0.361 U 874 240 X 1330 I- I- /548 /67 /15 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.027 C - - 0' 293 I- I- /119 /4 /- Des Ld: 45.00 EXP.B Krt.NAHORZ(TL): 0.053 C - - P /-254 Mean Height:33.10 ft 0 /-217 NCBCLL:0.00Building Code: Creep Factor:2.0 TCDL:6.0 psi Wind reactions based on MWFRS Soffit 2.00 IBC 2018 Max TC CSI: 0.761 BCDL:4.2 WI Std: 2014 Max BC CSI: 0.492 X Brg Wid=5.5 Min Req= 1.5(Truss) Load D 1.15 MWFRS Parallel Dist:h/2 to h Rep Fac:Varies by Ld Case Max Web CSI: 0.937 O Brg Wid=114 Min Req=- Spacing::24.0 24.0" C8C Dist a:3.85 R Bearings X&Cl area rigid surface. Loc.from endwall:Any FT/RT:4(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE,HS VIEW Ver:21.02.008.1108.20 Chords Tens.Comp. Chords Tens.Comp. Lumber B-C 135-2040 G-H 2799 -189 Top chord 2x4 HF#18Bet.T1 2x10 DF-L#2; C-D 196-2926 H-I 2805 -188 T4 2x4 DF-L 2400f-2.OE; 0-E 185-2673 I-J 1000 -65 Bot chord 2x4 DF-L#1&Bet. E-F 115-1821 82 2x6 DF-L 2400f-2.OE; Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; W4 2x4 DF-L Standard+DF-L Stud: Maximum Bot Chord Forces Per Ply(Ibs) W18 2x4 DF-L#2; Chords Tens.Comp. Chords Tens. Comp. Bracing W-V 2025 -150 S-R 1740 -123 (a)Continuous lateral restraint equally spaced on V-U 2956 -217 O-P 189 -2@3 member. U-T 2851 -199 P-0 53 -907 T-S 1740 -123 Special Loads -(Lumber Dur.Fac.=1.15/Plate Dur.Fac=1.15) Maximum Web Forces Per Ply(ibis) TC:From 72 pH at -3.50 to 72 p8 at 38.49 Webs Tens.Comp. Webs Tens. Comp. BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 pH at 0.00 to 18 pH at 38.49 B-X 148-1291 R-G 970 -24 TC: 128 lb Conc.Load at 12.33,18.54,25.08 t:it.0 pROpk. B-W 2127 -139 G-Q 189 -2798 C-W 86 -582 O-I 130 -1366 Plating Notes 4. Sj C-V 953 -71 I-P 1853 -122 All plates are 3X5 except as noted. w�`� �aG EAR �9 T-F 585 11510 P-O 103 -713 72 Wind it �' F-R 151 -2130 Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. OREGON Right cantilever is exposed to wind C `tiCr 14,to �b m Deflection `*sell Tan' Max JT VERT DEFL:LL:0.18"DL:0.20".See detail DEFLCAMB1014 for camber recommendations. Renewal 6/30/2024 Provide for adequate drainage of roof. )128/2022 'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. 'IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O,50x 488 Trusses require extreme care in fabricating,handiing shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Buildin Comellus OR 97113 Component Safety Information,by TPI and SBGA)for safely practices prior to performing thesa functions. Installers shall provide tempora (503)357-2118 bracingper SCSI Unless noted otherwise,top chord shall have roper attached structural sheathingand bottom chord shall a a p pe y attachd rigid ceiling Locations shown for of lateral restraint or webs shall have brecin instlled per BCSI sections 83,Bel or B10, as applicable. Apply Plates to each face o truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to A LPI N E drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Buil in1 omponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the s..nw[OwAW truss in conformance with q 1f7PI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional enaq�ineenng responsibility solelyior the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEQN:340832 SPEC Ply: 1 Job Number: 0722001 Gust:R 7175 JRe1:1XL171750002 T53 • FROM:MG Oty: 1 Tigard Senior Housing DnvNo: Page 2 of 4 Truss Label: C13 ... I ... 11/28/2022 025 12 =H0308 T4 1114X8 w5X5 =3G10 H m4I J K 6 1111.5X4 M =1ox12 A B T7 C D E Fi-�.. - all /////%// X : WX8 V U T w5X7 w5X5 =33 =4X8 '3X10 III1:X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.54 - 0.177 0.177 1 2x10 DF-L#2 42.01" Plywd B - C 135.23 -2039.78 0.009 0.178 0.187 1 2x10 DF-L#2 52.75' Plywd C - D 195.70 -2925.65 0.096 0.220 0.316 1 2x4 HF#1&Bet. 56.21" Plywd D - E 185.32 -2872.79 0.115 0.253 0.368 1 2x4 HF#18Bet. 52.70" Plywd E - F 115.25 -1820.57 0.038 0.192 0.230 1 2x4 HF#1&Bet. 52.70" Plywd F - G 183.08 -19.71 0.028 0.249 0277 1 2x4 HF#1&Bet. 52.70" Plywd G - H 2798.64 -188.54 0.426 0.249 0.675 1 2x4 HF#1&Bet 52.12" Plywd H - I 2805.42 -188.14 0.427 0.334 0.761 1 2x4 HF#1&Bet 52.12" Plywd I - J 1000.31 -65.39 0.151 0.334 0.485 1 2x4 HF#1&Bat. 52.99" Plywd J - K 145.95 -17.69 0.022 0.194 0.216 1 2x4 HF#1&Bet 51.31' Plywd K - L 143.88 -17.31 0.010 0.132 0.142 4 2x4 DF-L 2400f-2.OE 51.31" Plywd L - M 147.71 -18.33 0.011 0.132 0.143 4 2x4 DF-L 2400f-2.DE 38.60' Plywd X - W 7.96 -17.83 0.001 0.059 0.061 1 2x4 OF-L#1&Bet. 52.69' Diaph W - V 2025.27 -149.70 0.279 0.072 0.351 1 2x4 DF-L#1&Bet. 52.69" Diaph ✓ - U 2955.91 -218.86 0.408 0.084 0.492 1 2x4 DF-L#1&Bet. 52.69' Diaph U - T 2851.38 -198.84 0.393 0.066 0.459 1 2x4 DF-L#1&Bet. 52.69" Diaph T - S 1739.57 -123.01 0240 0.075 0.315 1 2x4 DF-L#1&Bet. 52.70" Diaph S - R 1740.24 -122.62 0.095 0.021 0.116 1 2x6 OF-L 2400f-2.0E 52.70" Dlaph R - Q 17.30 -311.95 - 0.140 0.140 1 2x6 OF-L 2400f-2.DE 52.10" Diaph Q - P 168.50 -2622.93 0.020 0.140 0.160 1 2x8 DF-L 2400f-2.0E 52.98" Dlaph P - 0 52.91 -907.45 0.002 0.030 0.032 1 2x6 DF-L 2400f-2.0E 54.73" Diaph O - N 1.22 -0.22 - 0.012 0.013 4 2x6 OF-L 2400f-2.0E 38.63" Diaph B - X 148.02 -1291.37 0.067 0.042 0.109 1 2x4 HFStand+HFStud 11.32" - B - W 2127.17 -139.30 0.447 - 0.447 1 2x4 HF#2 49.80" - C - W 85.72 -591.68 0.124 - 0.124 1 2x4 HFStand+HFStud 18.17" - C - V 953.22 -70.93 0.421 - 0.421 1 2x4 OFStand+DFStud 52.44' - ✓ - D 62.12 -268.43 0.057 - 0.057 1 2x4 HFStand+HFStud 19.27" - , D - U 44.23 -121.72 0.058 - 0.058 2 2x4 HFStand+HFStud 52.83" - U - E 129.68 -0.00 0.066 - 0.066 2 2x4 HFStand+HFStud 20.37" - E - T 85.73 -1150.74 0.556 - 0.556 1 2x4 HFStand+HFStud 53.24" - T - F 564.94 -0.49 0.288 - 0.288 1 2x4 HFStand+HFStud 21.46" - F - R 150.89 -2130.06 0.490 - 0.490 1 2x4 HFStand+HFStud 52.90' a 1x4 CLB R - G 970.48 -23.85 0.494 - 0.494 1 2x4 HFStand+HFStud 20.56' - G - Q 189.00 -2798.36 0.643 - 0.643 1 2x4 HFStand+HFStud 52.77' a 1x4 CLB Q - I 130.40 -1365.65 0.291 - 0.291 1 2x4 HFStand+HFStud 21.85" - I - P 1853.48 -121.73 0.937 - 0.937 1 2x4 HFStand+HFSWd 54.01" - P - J 102.70 -712.79 0.156 - 0.156 1 2x4 HFStand+HFStud 22.75" - J - 0 925.84 -72.18 0.440 - 0.440 1 2x4 HFStand+HFStud 54.46" - O - L 65.11 -330.30 0.069 - 0.069 1 2x4 HFStand+HFStud 23.09" - O - M 22.44 -177.30 0.039 - 0.039 1 2x4 DF-L#2 40.15" - M - N 48.75 -10.84 0.012 0.013 0.025 1 2x4 HFStand+HFStud 22.32' - Joint x y Plate Cq JSI Method de6Y(L) defY(T) defIX(L) de6X(T) "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Teas Components of Oregon.loc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box 488 Trusses require extreme care in fabricating,handling,shipping,installing.and bracing.,Refer to end follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,byTPI and SBCA)Ic safety pactices nor to perforinng these functions. Installers shall provide temporary (503)357-2118 bracingper BCSI.Unless noted oherwise,topchord shall have properly attache6d structural sheathingand bottom chord shall hay. a properly altach0 rigid ceiling.Locations shown for rmanent lateral restraint of webs shall have bracing instlled per BCSI sections B3,H or 510, as applicable. Appl plates to each Lace.o truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine.a division of ITW Buildin3Components Group Inc.Shall nol,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping installation and bracing of trusses. A seal orithis drawing or cover page 155 Harlem listing this drawing indicates acceptance of professional en0ine88nn0p responsibility solely-tor the design shown.The suitability and use o is 155 arlwnBuildi AveA eth Floor drawing for any structure is the responsibility of the Building'esigner per ANSI/TPI 1 Sec.2. For more Information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEON:340832 SPEC Ply: 1 Job Number: 0722001 Gust:R 7175 JRef:1XL171750002 753 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 3 of 4 Truss Label: C13 ... / ... 11/28/2022 0.25 12 H0308 1111.5X4 1114X8 m-5X5 F.---3X10 v.---4X8 m 10X12 G H I J K L T4 M A g T1 cC 0 E F ._.......r X 11 W V U T X �//- //- - 0FN m4X8 -5X7 w55 =3 =4X8 w3X1 1111.5)(4 A -3.50' 32.32' -0.06" U696 -0.18" L/230 0.00' 0.00' B 0.00' 32.40' 4X8 0.96 0.92 N 0.00" L/999 0.00" U999 0.02" 0.05" C 4.39' 32.61' 10X12 0.96 0.55 N 0.10" L/999 0.32" L1999 0.03' 0.05" D 9.0T 32.82' 3X5 0.96 0.35 N 0.17" L/999 0.52" U602 0.02" 0.04" E 13.46' 32.92' 3X5 0.96 0.72 N 0.18" L/999 0.55" L/570 0.01" 0.02" F 17.85' 33.01' 5X5 0.96 0.87 N 0.14' 1/999 0.43" U733 0.00' 0.00' G 22.24' 33.10' 3X10 0.96 0.90 N 0.07" L1999 0.21" 11999 0.00" 0.00' H 23.84' 33.13' H0308 0.96 0.69 N I 28.58' 33.19' 4X8 0.96 0.93 N 0.00" U999 0.00" L/999 0.01' 0.02' J 31.00' 33.28' 3X5 0.96 0.81 N 0.00" U999 0.00" U999 0.01' 0.03" K 33.75' 33.34' 3X5 0.96 0.48 N 0.01" U999 0.05" U999 0.01" 0.03' L 35.2T 33.31' 1.5X4 0.96 0.39 N 0.00" U999 0.00" U999 0.01' 0.03' M 38.49' 33.24' 3)(5 0.96 0.52 N 0.00" U999 -0.02" U999 0.01" 0.03' N 38.49' 31.01' 1.5X4 0.96 0.82 N 0.00" L/999 -0.02" U999 0.02" 0.04" O 35.27' 31.01' 3X10 0.96 0.59 N 0.00" U999 0.00" U999 0.02' 0.04" P 30.71' 31.01' 4X8 0.96 0.93 N 0.00" U999 0.00" 1./999 0.02" 0.04" O 26.30' 31.01' 3X10 0.96 0.73 N 0.00" U999 0.00" U999 0.02" 0.05" R 21.95' 31.07' 5X5 0.96 0.90 N 0.08" U999 0.23" U999 0.02" 0.05" S 20.00' 30.9T 5X7 0.96 0.49 N T 17.56' 30.93' 3X5 0.96 0.75 N 0.15' L/999 0.44" U714 0.02" 0.04" U 13.1T 30.93' 3X5 0.96 0.48 N 0.18" U999 0.56" L/567 0.01" 0.03" ✓ 8.78' 30.93' 3X5 0.96 0.65 N 0.17' L/999 0.52" L/612 0.00" 0.01" W 4.39' 30.93' 4X8 0.96 0.79 N 0.10" L/999 0.31" L/999 0.00" 0.00" X 0.00' 30.93' 3X5 0.96 0.83 N 0.00' 1/999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STDAUTO.LOAD][OC 24.00][DF 1.15)1NM 1] [Partial Unbal.Lt)]OC 24.00)[DF 1.25][NM 1] [MWFRSSTD.AUTO.LOAD][OC 24.00][DF 1.60)[NM 1] Load Case:1 User Modified:Yes Load Case:4 User Modified:Yes Load Case:44 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 4.4[y=36.5)[ 0%] 22 PLF @-3.5 to 22 @ 4.4[y=36.511 0%) 11 PLF @-3.5 to 11(g 4.4[y=36.5)[ 0%) 22 PLF @ 4.4 to 22 @ 23.8[y=36.5][ 0%] 22 PLF @ 4.4 to 22 @ 23.8[y=36.51[ 0%) 11 PLF @ 4.4 to 11 @ 23.8[y=36.5]1 0%j 22 PLF @ 23.8 to 22 @ 33.7[y=36.51[ 0%] 22 PLF @ 23.8 to 22 @ 33.7[y=36.5][ 0%] 11 PLF @ 23.8 to 11 @ 33.7[y=36.5][ 0%] 22 PLF @ 33.7 to 22 @ 38.5[y=36.51[ 0%] 22 PLF @ 33.7 to 22 @ 38.5[y=38.511 0%] 11 PLF @ 33.7 to 11 @ 38.5[y=36.5][ 0%1 4 PLF @-3.5 to 4 @ 0.0[y=25.8)[ 0%) 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] 2 PLF @-3.5 to 2 @ 0.0[y=25.8)1 0%) 50 PLF @-3.5 to 50 @ 4.4[y=36.5][100%] 50 PLF @ 30.7 to 50 @ 33.7[y=36.5)[100%) -21 PLF @-3.5 to -21 @ 4.4[y=36.51[100%1 50 PLF @ 4.4 to 50 @ 23.8[y=36.5j[100%) 50 PLF @ 33.7 to 50 @ 38.5[y=36.5E100%] -21 PLF @ 4.4 to -21 @ 23.8[y=36.5][100%] 50 PLF @ 23.8 to 50 @ 33.7[y=36.5][100%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.81[ 0%1 -21 PLF @ 23.8 to -21 @ 33.7[y=36.51[100%1 50 PLF @ 33.7 to 50 @ 38.5[y=36.5][100%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.81[ 0%] -21 PLF @ 33.7 to -21 @ 38.5[y=38.5][100%] 18 PLF @ 0.0 to 18 @ 20.0(y=25.8][ 0%1 128.00 Lbs.@ 12.3,36.5 Angle=270 9 PLF @ 0.0 to 9 @ 20.0[y=25.8][ 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.81[ 0%] 128.00 Lbs.@ 18.5,36.5 Angle=270 9 PLF @ 20.0 to 9 @ 38.5[y=25.8][ 0%] 128.00 Lbs. 8 12.3,36.5 Angle=270 128.00 Lbs.@ 25.1,36.5 Angle=270 65.28 Lbs.@ 12.3,36.5 Angle=270 128.00 Lbs.@ 18.5,36.5 Angle=270 Brg.#1 Vert.R= 602.3#Hor.R= -0.0# 65.28 Lbs.@ 18.5,36.5 Angle=270 128.00 Lbs.@ 25.1,36.5 Angle=270 Brg.#2 Vert.R= 1803.6#Hor.R= -0.0# 85.28 Lbs.@ 25.1,36.5 Angle=270 Brg.#1 Vert.R= 1329.9#Hor.R= -0.0# ------------------------------------------- Brg.#1 Vert.R= 7.3#Hor.R. -0.0# Brg.#2 Vert.R= 2784.1#Hor.R= -0.0# [Partial Unbal.Rt][OC 24.00][DF 1.25][NM 1] Brg.#2 Vert.R= 154.0#Hor.R= -0.0# ___-_-_-___==_-_- - --------- Load Case:5 User Modified:Yes =-===_-__==_-===_-__-_-_-_-_-_-_-_-_ [Roof Snow Load][OC 24.00][DF 1.15][NM 1] Repetitive Factors Used:No "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc. "'IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Componen Safety Information,by TPI an SBCA)tb safety practices prior to perfor ing these functions. Installers shall provide temporary (m34157.2118 bracingper BCSI.Unless noted otherwise,topchord shall have ppro erly attached structural sheathing and bottom chord,shall ha a properly attached ceiling.Locations shown for pemanent lateral restraint of webs shall have bracing installed per BCSI sectons 83,8a7 or 610, as applicable. Appl plates to each face,o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard ate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building CComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing thisdrawing,indicates acceptance of professional engineenn responsibility solelylor the design shown.The suitability and use of Was drawing or any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview.IL 80025 SEQN:340832 SPEC Ply: 1 Job Number: 0722001 Cust:R7175 JRef:1XL171750002 T83 FROM:MG Oty: 1 Tgard Senior Housing DrwNo: Page 4 of 4 Truss Label: C13 ... ! _. 11/28/2022 0.25 III4X8 a=5X5 =3X10H0308 =4)C8 J K 1111.5X4 T4 NI =10X12 E p G H • N X 4W X8 V U T =5X7 =5X5 =3 -m4X8 w3X10 1111.5X4 Load Case:2 User Modified:No 22 PLF @-3.5 to 22 @ 4.4[y=36.51( 0%] Repetitive Factors Used:Yes 22 PLF© 4.4 to 22 @ 23.8[y=36.5]1 0%] 22 PLF @-3.5 to 22 @ 4.4[y=36.51[ 0%] 22 PLF @ 23.8 to 22 @ 33.7 1y=36.5][ 0%] 22 PLF @ 4.4 to 22 @ 23.8[y=36.5]( 0%] 22 PLF @ 33.7 to 22 @ 38.5[y=36.5][ 0%1 22 PLF @ 23.8 to 22 @ 33.7[y=36.51[ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8)[ 0%] 22 PLF @ 33.7 to 22 @ 38.5[y=36.51[ 0%] 50 PLF @-3.5 to 50 @ 4.4[y=36.5][100%] 4 PLF C-3.5 to 4 @ 0.0(y=25.8][ 0%] 50 PLF @ 4.4 to 50 @ 23.8[y=36.5][100%] 22 PLF @-3.5 to 22 @ 4.4[y=36.5](100%] 50 PLF @ 23.8 to 50 @ 30.7[y=36.5][100%] 22 PLF @ 4.4 to 22 @ 23.8[y=36.51[100%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.81 0%] 22 PLF @ 23.8 to 22 @ 33.7[y=36.51[100%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.81[ 0%] 22 PLF @ 33.7 to 22 @ 38.5[y=36.5)[100%] 128.00 Lbs.@ 12.3,36.5 Angle=270 18 PLF @ 0.0 to 18 @ 20.0[y=25.8g 0%] 128.00 Lbs.@ 18.5,36.5 Angle=270 18 PLF @ 20.0 to 18 @ 38.5[y=25.81( 0%] 128.00 Lbs.@ 25.1,36.5 Angle=270 Brg.#1 Vert.R= 848.1#Hor.R= -0.0# Brg.#1 Vert.R= 1330.3#Hor.R= -0.0# Brg.#2 Vert.R- 1706.3#Hor.R= -0.0# Brg.#2 Vert.R= 2392.6#Hor.R= 0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components&Oregon.Inc. 'IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS p.O.Son 488 BCSI Buildin Cornelius OR 97113 Trusses require ytInme atio in fa ratan .SBCA) shipping,practices or bracing Refer a nd follow the alers sh edition of ( g (503)357-2118 Coning e Safety Unle note, of TPI and Sp cho f6'i safety v prQp r at to pe struct these functions. Installers cs shall.provide hay temporary bracing perriBGSi Unlessi. ns otherwise,shown for top ca rrrrdddd shall lhavere rant oY attached l have bracing sheathing inginadder SC I sect snail 3, a pr4Oeny attach ad rigid ceiling Locationssto ahhwnfor permanent s restraint s o bov shall have erJoi t-ietai s, per s oiher ise.a/ r to as wings e. ort't nda deach fositi on truss.Re and position as shownal above and on thenal Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to fobs General Notes page for additional information. Alpine,a division of my B ildin Components Group Inc.shall not be responsible for any deviation from this drawing,angfailure to build the truss in conformance with ANSI, PI 1, or for handling, shipping,,Installation and bracing of trusses. A seal 0a1 this drawing or cover pa�e 155 Harlem listing this drawing indicates acceptance of professional engineering responsibility solelytor the design shown. he suitability and use o is North rlemAveA 4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSIliPI 1 Sec.2. North Building,srL 600254 h For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsate.orq;AWC:awc.org SEON:340722/ SPEC Ply: 1 Job Number: 0722001 Coat:R7175 JRef:1XL171750002 T73 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.13280 Paget of 4 Truss Label: C14 BFR I RTT 11/28/2022 267"1II 35'3'4 26•15 1'6 4 4'4'13 I 9'0'14 _) 13'5'9 17'10'4 , 22'2'15 , 23 '1 F 31' I_ 33'9"I I 3859i I 4'4'13 4'8'1 4'4'11 4'4'11 4'4'11 1 4'5' 29' 3'2-10 0.25 0 w5X5 sn5X7 1111.5X4 T A Igg 7T1 =10�12 D E T2 F G 1 J K L M v r T ��E X%///, ///v-------/ //T/ S/.-//I Q B2 P Iw.O N 1111.5X4 _5%7 m 3X7 III1.5X4 A 355'5" A 3'0"14—1 I--38' { 4'4"11 I- 4'4"11 , 4'4.11 ( 4'4'11 ) 2'5"4I 4'4'11 85'6 13'2 1 17' 4'4"2 , 4'5" 4'6'12 I 3'290 892 20' 28'3'9 30'8"8 35'3"4 38'5'1' •• 1'I11I7.219 "7 Loading Criteria Ipef) Wind Criteria Snow Criteria (Pg.Pf in PSF) DefIICSI Criteria ♦Maximum Reactions(Ws),or'aPLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Udefl U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt:11.0(specified) Ce:1.0 VERT(LL): 0.012 P 999 360 I" RI. /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.030 P 999 240 X" 116 /- I- /51 /3 /1 BCDL: 9.00 Risk Category.II Snow Duration:1.15 HORZ(TL): 0.002 0 - - 0 1147 /- I- /383 /35 /- Des Ld: 45.00 EXP.B Kzt:NA HORZ(TL): 0.004 N - - Wind reactions based on MWFRS Mean Height:33.10 fl gu6ding Code: Creep Factor.2.0 X Brg W Id=305 Min Req=- S Soffit: 2.0.00 TCDL:4.00 BCDL:4.2 psf psf IBC 2018 Max TC CSI: 0.250 0 Brg Wid=5.5 Min Req= 1.5(Truss) Bearings X&O area rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Sid' 2014 Max BC CSI: 0.198 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.85 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.453 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FT/RT:4(0)/4(0) Chords Tens.Comp. GCpI:0.16 Plate Type(s): Wind Duration:1.60 WAVE VIEWVer:21.02.008.1108.20 I-J 66 -671 Lumber Maximum Bot Chord Forces Per Ply(Ibs) Top chord 2x6 HF#2 T1 2x10 DF-L#2; Chords Tens.Comp. Chords Tens. Comp. T2 2x4 HF#2; Bot chord 2x4 HF#2 B2 2x6 HF#2; Q-P 389 -48 P-O 672 -71 Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; W4 2x4 DF-L Standard+DF-L Stud; Maximum Web Forces Per Ply(Ibs) W 18 2x4 DF-L#2; • Webs Tens.Comp. Webs Tens. Comp. Plating Notes B-X 103 -502 Q-I 82 -607 All plates are 3X5 except as noted. R-G 87 -502 J-O 56 -226 G-Q 539 -42 O-L 86 -500 Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Right cantilever is exposed to wind ��EO PRO,FS C9�� Cf�G(NfFps/OZ 4 83294PE 9 OREGON 110 `v.-tr 14,gede 0 IS` Tani Renewal 8/30/2024 11/28/2022 ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Twee Components of Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box488 Trusses require extreme care in fabricating,handlin shipping,installn and bracing., Re er to and follow the latest edition of SCSI Building Comedies OR 97113 c1qq handling, pP g g, (503)3874118 Component Safety Information,byof er and SBCA)Mr ha /practicesprpe prior to pDe stng t eSe acig functions. Installers shall rd,s provide to rorary pe bracing per rigid eil Unless ns shown n for top permanent shallte lhavere aint of attached huolu al sheathing insta and C I chord,ens ha @a properly y attach lib ceilingg Locations a for f truss rss 1position restraint s of bov shallha have the installed per s he �7 oer to asr a wings 160 Z pry plates to each fosei ons. and pobs shown above and on doe Joint i Details,mti unless noted otherwise. FQefer to ALPINE drawings i60A-Zfof standard plate positions.Refer to Job's General Notes page for additional Information. Alpine,a division of ITW Buildin .Compor1 nt3 Group Inc.shall rat,be responsiblle for any deviation from this drawing.an .failure to build the truss in conformance with ANSI,,PI 1. or forh ndling, shipping,,installation an bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of proTaessional enrcieLneenngq responsrbi����ttyy sole, for the design shown.The suitability and use o Is North 4th Floor drawing fa or any structure is the responsibility of the Building"Designer per ANSI/TPI 1 Sec.2. N Bw Building,L g 4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org SEON:340722 SPEC Ply: 1 Jab Number: 0722001 Cust:R7175 JRef:1XL171750002 773 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Pape 2 of 4 Truss Label: C14 ... / ... 1112812022 0.25 12 m 5X5 111.5X4 111a T1 =10X12 D E T2 F G -5; I J K L M A i !Imimimm • X///W//-----v-----//U/%T/3/-A---//1 Q B2 P nO N 1111.5X4 _ram m 3X7 III1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.00 - 0.154 0.154 1 2x10 DF-L#2 42.01" Plywd B - C 22.24 -2.42 - 0.153 0.153 1 2x10 DF-L#2 52.75' Plywd C - D 39.90 -4.36 0.008 0.242 0.250 1 2x4 HF#2 5621' Plywd D - E 39.34 -3.54 0.006 0.242 0.248 1 2x4 HF#2 52.70" Plywd E - F 84.02 -7.67 0.014 0.211 0.225 1 2x4 HF#2 52.70" Plywd F - G 235.89 -20.59 0.033 0.211 0.244 1 2x4 HF#2 52.70" Plywd G - H 31.65 -307.16 - 0.200 0.201 1 2x4 HF#2 52.08" Plywd H - I 33.16 -307.05 - 0.143 0.144 2 2x6 HF#2 52.08" Plywd I - J 66.08 -671.23 0.002 0.143 0.146 2 2x6 HF#2 52.99" Plywd J - K 199.75 -20.67 0.028 0.163 0.191 2 2x6 HF#2 51.35" Plywd K - L 196.81 -20.33 0.028 0.193 0.221 2 2x6 HF#2 51.35" Plywd L - M 202.27 -21.32 0.029 0.193 0.223 2 2x6 HF#2 38.58" Plywd X - W 2.64 -0.00 - 0.073 0.073 2 2x4 HF#2 52.69" Diaph W - V 5.96 -18.74 - 0.073 0.073 2 2x4 HF#2 52.69" Diaph ✓ - U 16.98 -1.15 0.001 0.064 0.065 2 2x4 HF#2 52.69" Diaph U - T 3.65 -13.73 - 0.064 0.064 2 2x4 HF#2 52.69" Diaph T - S 10.25 -67.42 - 0.045 0.045 2 2x4 HF#2 29.26" Dlaph S - R 0.00 -67.54 - 0.029 0.029 2 2x6 HF#2 23.44" Diaph R - 0 5.96 -344.23 - 0.198 0.198 2 2x6 HF#2 10.04" Diaph Q - P 389.37 -45.71 0.058 0.138 0.196 2 246 HF#2 52.98' Diaph P - 0 671.91 -71.34 0.099 0.062 0.160 2 2x6 HF#2 54.73" Diaph O - N 0.78 -0.13 - 0.066 0.066 2 203 HF#2 38.63" Diaph 8 - X 103.29 -502.29 0.038 0.006 0.043 31 2x4 HFStand+HFStud 11.32" - B - W 4.62 -20.47 0.008 - 0.008 1 2x4 HE#2 49.80" - C - W 59.07 -225.18 0.047 - 0.047 1 2x4 HFStand+HFStud 18.17" - C - V 6.34 -13.75 0.006 - 0.006 1 2x4 DFStand+DFStud 52.44" - ✓ - D 68.93 -322.45 0.068 - 0.068 1 9(4 HFStand+HFStud 19.2T - D - U 13.30 -58.47 0.028 - 0.028 1 2x4 HFStand+HFStud 52.83" - U - E 59.64 -275.82 0.059 - 0.059 1 2x4 HFStand+HFStud 20.3T - E - T 16.97 -80.84 0.039 - 0.039 1 2x4 HFStand+HFStud 53.24" - T - F 57.88 -249.85 0.054 - 0.054 1 2x4 HFStand+HFStud 21.46" - F - R 26.01 -185.69 0.088 - 0.088 2 2x4 HFStand+HFStud 52.90" - R - G 87.10 -502.22 0.105 - 0.105 1 2x4 HFStand+HFStud 20.56' - G - Q 538.94 -42.28 0.269 - 0.269 2 2x4 HFStand+HFStud 52.77" - O - I 81.83 -607.18 0.126 - 0.126 2 2x4 HFStand+HFStud 19.65" - I - P 310.13 -22.33 0.147 - 0.147 2 2x4 HFStand+HFStud 53.24" - P - J 69.23 -46.08 0.031 - 0.031 4 2x4 HFStand+HFStud 20.75' - J - 0 56.48 -925.69 0.453 - 0.453 2 2x4 HFStand+HFStud 53.65" - O - L 65.84 -500.01 0.107 - 0.107 2 2x4 HFStand+HFStud 21.09" - O - M 25.83 -238.14 0.049 - 0.049 6 2x4 DF-L#2 39.08" - M - N 47.96 -11.99 0.018 0.003 0.020 35 2x4 HFStand+HFStud 20.32" - Joint x y Plate Cq JSI Method deflY(L) defY(T) defIX(L) defiX(T) "WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Thee Components of Oregon.Inc. "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fa tin ,handling,shipping,installin and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 q bra 9 nq pt g 9. g ry 1503)357-2118 Coin gne ggaSet Information,oebyTPI and SBCA)chord safety practices prior to perfstrui these funptalhin oan. Installers rd,hall av tempos bracing per id eI ing.Unless bons Otherwise,top ane laterala have properlyf webs hd structuralhvebracingc inn and bo BCScsect shallshaveB3, a grope y attached r applicable.cAppl poses toe h a fr penss restraintsho on shallhave Jor insl�sed per s not d oiher ise B7 f r tO, dr wig ort'plates each face ons truss and positions as shown aboveg and on the na nnDemati unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard ate positions.Refer to job's General Notes page for additional information. Alpine,a division of I'LW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI PI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawing or cover page t 55 Harlem listing this drawing,indicates acceptance of processionl engtne6enq responsibili solely Tor the design shown.The suitability and use of Ns North Harlem AveAeth Floor drawing for any stucture is the responsibility of the Building esgner per ANSUTPI 1 Sec.2. North Buil Building,gWth For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.or0 SEQN:340722 SPEC Ply: 1 Job Number. 0722001 Cusl:R7175 JRet 1XL171750002 773 FROM:MG Qly. 1 Tigard Senior Housing DrwNo: Page 3 of 4 Truss Label: C14 ... / ... 11/28/2022 0.25 12 5X5111.5X4 I A IIIB T1 m-10X12 D E T2 F G -SH I J K L M s ilmmse W1 u�"Y� X///� /'/U///7./S/R //I Q B2 P �0 N 1111.5X4 -5X7 m3X7 III1.5X4 A -3.50' 32.32' 0.02" U999 0.06" U674 0.00" 0.00" B 0.00' 32.40' 3X7 0.96 0.88 N 0.00' U999 0.00" U999 0.00" 0.00" C 4.39' 32.61' 10%12 0.96 0.64 N 0.00" U999 0.00' U999 0.00" 0.00" D 9.0T 32.82' 3X5 0.96 0.35 N 0.00" U999 0.00' U999 0.00" 0.00" E 13.46' 32.92' 3X5 0.96 0.35 N 0.00" U999 0.00' U999 0.00" 0.00" F 17.85' 33.01' 3X5 0.96 0.35 N 0.00" U999 0.00" U999 0.00" 0.00" G 22.24' 33.10' 3X5 0.96 0.49 N 0.00" U999 0.00' U999 0.00" 0.00" H 23.84' 33.10' 5X7 0.96 0.39 N I 26.58' 33.11' 3X5 0.96 0.43 N 0.00" U999 0.04" U999 0.00" 0.00" J 31.00' 33.20' 3X5 0.96 0.57 N 0.01" U999 0.05" U999 0.00" 0.00" K 33.75' 33.26' 5X5 0.96 0.47 N 0.01" U999 0.04' U999 0.00" 0.00" L 35.28' 33.22' 1.5X4 0.96 0.53 N 0.00" L/999 0.00" U999 0.00" 0.00' M 38.49' 33.16' 3X5 0.96 0.71 N 0.00" 11999 0.00' 11999 0.00" 0.00' N 38.49' 31.01' 1.5X4 0.96 0.85 N 0.00" L/999 0.00' U999 0.00" 0.00' 0 35.2T 31.01' 3X7 0.96 0.82 N 0.00" U999 0.00" U999 0.00" 0.00' P 30.71' 31.01' 3X5 0.96 0.49 N 0.01" U999 0.05" U999 0.00" 0.00" Q 25.46' 31.01' 0.00" U999 0.00' U999 0.00" 0.00" Q 26.30' 31.01' 3X5 0.96 0.49 N 0.00" U999 0.03' U999 0.00" 0.00" R 21.95' 31.01' 3X5 0.96 0.35 N 0.00" U999 0.00' U999 0.00" 0.00" S 20.00' 30.9T 5X7 0.96 0.34 N 0.00" U999 0.00' U999 0.00' 0.00" T 17.56' 30.93' 3X5 0.96 0.35 N 0.00" L/999 0.00" U999 0.00" 0.00" U 13.1 T 30.93' 3X5 0.96 0.35 N 0.00" U999 0.00' U999 0.00" 0.00' ✓ 8.78' 30.93' 3X5 0.96 0.35 N 0.00" U999 0.00" U999 0.00" 0.00" W 4.39' 30.93' 3X5 0.96 0.36 N 0.00" 11999 0.00' U999 0.00" 0.00" X 0.00' 30.93' 1.5X4 0.96 0.87 N 0.00" L/999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [S-TD.AUTO.LOAD][OC 24.00][DF 1.15J(NM 1]- [Partial Unbal.Rt11OC 24.00][DF 1.251[NM 1] [C&C ASCE W indHRt-+][OC 24.00][DF 1.60](NM 1] Load Case:1 User Modified:No Load Case:7 User Modified:Yes Load Case:31 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:No Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 4.4[y=36.51 0%] 22 PLF @-3.5 to 22 @ 4.4[y=36.51 0%1 -27 PLF @-3.5 to -27 @ 4.4 L[y=32.81[100%J 22 PLF @ 4.4 to 22 @ 23.8[y=36.51 0%] 22 PLF @ 4.4 to 22 @ 23.8[y=36.51 0%] -27 PLF @ 4.4 to -27 @ 13.9 L[y=33.0][100%] 22 PLF @ 23.8 to 22 @ 33.7[y=36.5][ 0%] 22 PLF @ 23.8 to 22 @ 33.7[y=36.51 0%] 12 PLF C-3.5 to 12 @ 13.9[y=36.51 0%] 22 PLF @ 33.7 to 22 C 38.5[y=36.5][ 0%] 22 PLF @ 33.7 to 22 @ 38.5[y=36.51 0%] -27 PLF @ 13.9 to -27 @ 23.8 L(y=33.2][100%] 4 PLF @-3.5 to 4 @ 0.0[y=25.81 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] -27 PLF @ 23.8 to -27 @ 33.7 L(y=33.4](100°/s] 50 PLF @-3.5 to 50 @ 4.4[y=36.511100%] 22 PLF @-3.5 to 22 @ 4.4[y=36.5][100%] 12 PLF @ 13.9 to 12 @ 33.7[y=36.5][ 0%] 50 PLF @ 4.4 to 50 @ 23.8[y=36.51[100%] 22 PLF @ 4.4 to 22 G 23.8[y=36.5][100%] -27 PLF @ 33.7 to -27 @ 38.5 R[y=33.3][100%) 50 PLF CO 23.8 to 50 3 33.7[y=36.5]]700%] 22 PLF(023.8 to 22 @ 33.7[y=36.5J[100%1 12 PLF @ 33.8 to 12 @ 38.5[y=36.51 0%] 50 PLF @ 33.7 to 50 @ 38.5[y=36.5][100%] 22 PLF @ 33.7 to 22 @ 35.2(y=36.5][100%1 8 PLF @ 0.0 to B @ 35.4[y=25.81 0%1 18 PLF @ 0.0 to 18 @ 20.0[y=25.81 0%] 19 PSF @ 25.0 to 19 @ 38.5[y=36.5][100%] 20 PLF CO 35.4 to 20 C 38.5[y=30.8]]100%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.81 0%] 15 PSF @ 25.0 to 15 @ 38.5[y=36.5][ 0%] 8 PLF @ 35.4 to 8 @ 38.5[y=25.81 0%] Brg.#1 Vert.R= 2933.5#Hor.R= 0.0# 18 PLF @ 0.0 to 18 @ 20.0[y=25.81 0%] -------- _____-----------___--------______ Brg.#2 Vert.R= 796.5#Hor.R= -0.0# 18 PLF @ 20.0 to 18 @ 38.5[y=25.8][ 0%] [C&C ASCE W IndHRt-+O][OC 24.00][DF 1.60][NM 1] -------------------------------- Brg.#1 Vert.R= 2333.3#Hor.R= 0.0# Load Case:35 User Modified:No [Roof Snow Loadj[OC 24.00][DF 1.15JNM 1] Brg.#2 Vert.R= 1064.4#Hor.R= -0.0# Repetitive Factors Used:Yes Load Case:2 User Modified:Yes =_-_-_-_-_-_-__-_-_-_-__-_-_=_-_-_-_-_-_-_ -27 PLF @-3.5 to -27 @ 4.4 L[y=32.8][100%] Repetitive Factors Used:No [Partial Unbal.Lt21OC 24.00](DF 1.251[NM 1] -27 PLF @ 4.4 to -27 @ 13.9 L[y=33.0][100%] "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! 7nue Components el Oregon,Inc. **IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 458 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)far safety practices prior to perfoitning these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise.top chord shall have Pruym l attached structural sheathing and bottom chord shall have a property attached ri id ceiling.Locations shown for permanent lateral restraint o webs shall have bracing installed per BCSI sections B3,B7_ or B10, as applicable. App plates to each face otruss and position as shown above and on the JOInfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/fPI 1, or or hndlin , shipping,,installation and bracing of trusses. A seal on this drawing or cover page. 155 Harlem Ave listing this drawing,indicates acceptance ofprofessional engine nng responsibility solely-or the design shown.The suitability and use of this North Building,drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. Glenview,orth 6 4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AW C:awc.org SEQN:340722 SPEC Ply: 1 Job Number: 0722001 Cost R7175 JR®f:1XL171750002 T73 FROM:MG City: 1 Tigard Senior Housing DrwNo: I Page4 of4 Truss Label: C14 ... ! ... 11/28/2022 0.25 2 5X5 1111.5X4 1113X7 ___10X12 D E T2 F G H7 I J K L M A g T1 C W W�e 9 X////N ///�// //T/S/.R//I (2B2 P MO N llll 5X4 _ram =3X7 1111.5X4 22 PLF T-3.5 to 22 @ 4.4[y=36.511 0%] Load Case:8 User Modified:Yes 22 PLF @-3.5 to 22 @ 13.9(y=36.51[ 0%1 22 PLF @ 4.4 to 22 @ 23.8[y=36.51( 0%] Repetitive Factors Used:No -27 PLF @ 13.9 to -27 @ 23.8 L[y=33.2][100%) 22 PLF T 23.8 to 22 @ 33.7[y=36.5][ 0%] 22 PLF @-3.5 to 22 @ 4.4[y=36.5][ 0%] -27 PLF @ 23.8 to -27 @ 33.7 L[y=33.41[100%1 22 PLF @ 33.7 to 22 @ 38.5(y=36.5J[ 0%] 22 PLF @ 4.4 to 22 @ 23.8[y=36.51( 0%] 22 PLF T 13.9 to 22 @ 33.7[y=36.51 0%] 4 PLF @-3.5 to 4 @ 0.0(y=25.8] 0%] 22 PLF @ 23.8 to 22 @ 33.7[y=36.5)( 0%) -27 PLF @ 33.7 to -27 @ 38.5 R[y=33.3][100%] 22 PLF @-3.5 to 22 @ 4.4[y=36.51[100%1 22 PLF @ 33.7 to 22 @ 38.5[y=36.5][ 0%] 22 PLF @ 33.8 to 22 @ 38.5[y=38.5][ 0%1 22 PLF @ 4.4 to 22 @ 23.8[y=36.51[100%) 4 PLF @-3.5 to 4 @ 0.0 Iy=25.8][ 0%] 18 PLF @ 0.0 to 18 @ 35.4)y=25.81[ 0%] 22 PLF @ 23.8 to 22 @ 33.7[y=36.5][100%] 22 PLF @ 35.2 to 22 @ 38.5[y=36.5][100%1 20 PLF @ 35.4 to 20 @ 38.5[y=30.8](100%] 22 PLF @ 33.7 to 22 @ 38.5[y=36.5][100%1 19 PSF @ 25.0 to 19 @ 38.5[y=36.5][100%1 18 PLF @ 35.4 to 18 @ 38.5[y=25.8]( 0%] 38 PLF @ 25.0 to 38 @ 38.5[y=36.51100%J 15 PSF @ 25.0 to 15 @ 38.5[y=36.51[ 0%] 30 PLF @ 25.0 to 30 @ 38.5[y=36.51[ 0%1 18 PLF @ 0.0 to 18 @ 20.0[y=25.8]( 0%] [MW FRS-Roof Snow Lod][OC 24.00][DF 1.60][NM 1] 18 PLF @ 0.0 to 18 @ 20.0[y=25.811 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8][ 0%] Load Case:44 User Modified:Yes 18 PLF @ 20.0 to 18 @ 38.5[y=25.81( 0%) Brg.#1 Vert.R= 1584.8#Hor.R= 0.0# Repetitive Factors Used:No Brg.#1 Vert.R= 2323.1#Hor.R= 0.0# Brg.#2 Vert.R= 1034.5#Hor.R= -0.0# 11 PLF @-3.5 to 11 @ 4.4(y=36.5][ 0%] Brg.#2 Vert.R= 1147.1#Hor.R= -0.0# _-- ----------------------------- 11 PLF @ 4.4 to 11 @ 23.8[y=36.5)[ 0%] _-_-_-_-__-_-_--_--_=_-_- --------- (Partial Unbal.Rt2]IOC 24.001[DF 125][NM 1] 11 PLF @ 23.8 to 11 @ 33.7(y=36.5][ 0%] [Partial Unbal.Lt][OC 24.00][DF 1 25][NM 1] Load Case:9 User Modified:Yes 11 PLF @ 33.7 to 11 @ 38.5[y=36.5][ 0%] Load Case:4 User Modified:No Repetitive Factors Used:No 2 PLF @-3.5 to 2 @ 0.0(y=25.8][ 0%] Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 4.4[y=36.511 0%] -9 PLF @-3.5 to -9 @ 4.4[y=36.51[100%) 22 PLF @-3.5 to 22 @ 4.4[y=36.5][ 0%1 22 PLF @ 4.4 to 22 @ 23.8[y=36.5][ 0%] -9 PLF @ 4.4 to -9 @ 23.8[y=36.51[100%] 22 PLF @ 4.4 to 22 @ 23.8[y=36.5][ 0%) 22 PLF @ 23.8 to 22 @ 33.7(y=36.5]( 0%) -9 PLF @ 23.8 to -9 @ 33.7[y=36.5][100%] 22 PLF @ 23.8 to 22 @ 33.7(y=36.5)[ 0%] 22 PLF @ 33.7 to 22 @ 38.5[y=36.5]I 0%) -9 PLF @ 33.7 to -9 @ 38.5[y=36.51[100%] 22 PLF @ 33.7 to 22 @ 38.5(y=36.5)( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.131[ 0%1 •8 PSF @ 25.0 to -8 T 38.5[y=36.5][100%) 4 PLF @-3.5 to 4 @ 0.0(y=25.8)[ 0%j 22 PLF @-3.5 to 22 @ 4.4[y=36.51[100%1 8 PSF @ 25.0 to B @ 38.5(y=36.51[ 0%) 50 PLF @ 35.2 to 50 C 38.5[y=36.511100%] 22 PLF @ 4.4 to 22 @ 23.8[y=36.5][100%] 9 PLF @ 0.0 to 9 @ 20.0[y=25.81( 0%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.8][ 0%] 22 PLF @ 23.8 to 22 @ 33.7[y=36.5][100%] 9 PLF @ 20.0 to 9 @ 38.5[y=25.8][ 0%] 18 PLF @ 20.0 to 18 a 38.5[y=25.81[ 0%] 22 PLF @ 33.7 to 22 @ 35.2[y=36.5][100%J Brg.#1 Vert.R= 350.8#Hor.R= 0.0# Brg.#1 Vert.R= 1255.4#Hor.R= 0.0# 19 PSF @ 25.0 to 19 @ 38.5[y=36.51[100%] Brg.#2 Vert.R= 97.5#Hor.R= -0.0# Brg.#2 Vert.R= 540.4#Hor.R= -0.0# 15 PSF @ 25.0 to 15 @ 38.5(y=36.5)[ 0%] --------------------------------------- -------------_-_-_---------------------- 18 PLF @ 0.0 to 18 @ 20.0[y=25.8j( 0%1 [Partial Unbal.L11](OC 24.00][DF 1.25](NM 1] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8]( 0%] Load Case:6 User Modified:Yes Brg.#1 Vert.R= 2333.3#Hor.R= 0.0# Repetitive Factors Used:No Brg.#2 Vert.R= 1064.4#Hor.R= -0.0# 22 PLF @-3.5 to 22 E 4.4 1y=36.51[ 0%I ---------------------------- ----- 22 PLF @ 4.4 to 22 @ 23.8(y=36.5][ 0%j 22 PLF @ 23.8 to 22 @ 33.7[y=36.51( 0%1 22 PLF C 33.7 to 22 @ 38.5[y=36.51( 0%) 4 PLF T-3.5 to 4 @ 0.0[y=25.8]( 0%1 22 PLF @ 35.2 to 22 @ 38.5[y=36.51[100%1 19 PSF @ 25.0 to 19 @ 38.5[y=36.5][100%] 15 PSF @ 25.0 to 15 @ 38.5[y=38.5J[ 0%] 18 PLF @ 0.0 to 18@20.0(y=25.8]I 0%) 18 PLF @ 20.0 to 18 @ 38.5[y=25.81( 0%1 Brg.#1 Vert.R= 1584.8#Hor.R= 0.0# Brg.#2 Vert.R= 1034.5#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Canponents or Oregon,Ina. **IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,handlin shi shipping,installin and bracing.. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 ao Vp 9. 9• (503)357-2118 Comngne r gggSI. Information,byTPI and op ri shallal practices prior to performingthese fusheaching an. bottom s shall providea propey rly bracingta per id c l Unlessnoted shown for top an chordlateral have prin ofrly attachedebh l have br cing insl and bottom BC chord ect shall 3,B a prop ily attached rapid ceilin Locationsto each a t truss rss restraints bov shall have braoint-etails,d per C8l sections he 87 or r to asr a gsa6l0A-Z orr plates deach facei ofs. and positionlob's as shownal above and on dhQ Joint-Details,De unless noted otherwise. Defer to ALPINE drawings 160A-Z-for sandard plate positrons.Refer to job's General Notes page for additional information. Alpine,a division of ITW ByildinQ1Components Group Inc.shall not.be responsible for any deviation frorp this drawing,any,failure to build the truss in conformance with ANSIfTPI 1, or for handling, shipping installation and bracin of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional en ine,rang responsibility sole)y9or the design shown.The suitability and use of tits North Building,4th Floor drawing for any srcture is the responsibility of the Building-DDesigner per ANI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEQN:340707/ MONO Ply 1 Job Number. 0722901 rust:R7175 JRN:1XL171750002 T49 FROM:MG Oty: 8 Tigard Senior Housing DrwNo: 332.22.0740.13638 Pagel of 3 Truss Label: C15 BFR I RTT 11/28/2022 8"4 2.12 478 8'8"5 12'10'11 1875 17)'2 2178 25'595 28'¢•8 478 4'5'13 ) 4'2"6 I 37'10 I 1 3 476 I 4'76 11 0.25 12 v =3X.5 1111.5X4 ll B8X8 T1 ml0C12 =3p m3X5 =3X5 =4X5 =5X5 F G H I JK A Ti y2 W4 { W8 W , & 1 1--I 113�X5 =5X7 w4X5 =3X5 110514 =3X5 =3X5 r&5X5 ML 1II4X5 1 28.8.4 1 " 476 4'2"6 ( 4'76 ( 1'4'1,3 I 4'2'8 I 476 I 1'i 476 8'4'13 127'3 14'I 21' 2577 28' 12 2'9"10 uu4"8 ( 16'990 I 28'8"4 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pt in PSF) D.RICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Sid: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in be Udefl U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.337 E 945 360 Loc R+ /R- I Rh I Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.754 E 423 240 U 1546 I- I- /648 /94 /15 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.063 M - - L 1683 I- I- /531 /26 /- Des Ld: 45.00 EXP.B Kt:NA HORZ(TL): 0.140 M - - Wind reactions based on MWFRS Mean Height:33.02 ft BuildingCode: Creep Factor:2.0 U Brg Wid=5.5 Min Req=2.5(Truss) NCBCLL:0.00 TCDL:6.0 psf L Brg Wid=- Min Req=- Sofflt: 2.00 IBC 20113 Max TC CSI: 0.768 BCDL:4.2 psf TPI Std: 2014 Max BC CSI: 0.942 Bearing U is a rigid surface. Duration:LoadDuration: Duration:1.15 MWFRS Parallel Dist:h/2 to hMembers not listed have forces less than 375# Spacing:24.0' CAC Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.884 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FTIRT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver:21.02.008.1108.20 B-C 306•3002 F-G 483 -4951 C-D 470-4782 G-H 336 -3467 Lumber D-E 528-5440 H-I 96 -1034 Top chord 2x4 HF#2 T1 2x10 DF-L#2; E•F 483-4959 Bot chord 2x4 HF#1&Bet. Webs 2x4:HF Standard+HF Stud:W 2,W 4,W 6,W 6, • W 10,W 12,W 14 2x4 DF-L#2: Maximum Bot Chord Forces Per Ply fibs) • Chords Tens.Comp. Chords Tens. Comp. Special Loads T-S 2991 -323 P-0 4907 -491 --(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) S-R 4869 -498 0-N 3338 -335 TC:From 44 pif at -3.50 to 44 plf at 6.00 R-0 5463 -546 N-M 857 -87 TC:From 112 plf at 6,00 to 112 plf at 26.69 Q-p 5463 -546 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 Of at 0.00 to 18 plf at 26.69 Maximum Web Forces Per Ply fibs) Wind Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C B-U 234-1508 E-P 83 -571 member design. B-T 3158 -321 G-0 172 -1646 End verticals not exposed to wind pressure. C-T 148 -959 0-H 849 -44 C-S 1916 -193 H-N 268 -2835 M�axeJT VERT DEFL:LL:0.34"DL:0.42".See detail ,ction 01' °PROFFss S-D 108 -661 N-I 1348 -102 DEFLCAMB 1014 for camber recommendations. 0.5 �G 1 V E .. �02 D-R 628 -53 I-M 195 -1920 Provide for adequate drainage of root. 83294PE Additional Notes Snow loading based on an unobstructed roof. Complete drainage required. Truss must be installed as shown with top chord up. OREGON - c 4 SLY 14,20 1� ce Snell Tar Renewal 8/30/2024 11/28/2022 'WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trees Components of Oregon,ono. *IMPORTANTT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P O.Box 488 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to end follow the latest edition of BCSI(Buildin Comelue OR 97113 Component Safety Information,b TPI and SBCA)Mx safety practices pTlor to performing these nctions. Installers shall provide temporary (503)357-2118 bracingper SCSI.Unless noted otherwise,topchord shall have pro rly attached structural sheathing and bottom chord s15al l,a %a propeRY attach . rigid ceiling Locations shown for pemanent lateral restrainnt of webs shall have bracing installed per BCSI sections p3 t37 or B"10, as applicable. Apply plates to each face o truss and position as shown above and on the Join atolls, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Building Component Group Inc.shall not be responsible for any deviation from this drawing,an ,failure to build the ."nwmw,v truss in conformance with ANSIl1 PI 1, or for handling, shipping,,not, and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance ofprofessional en meenng responsibility solely"for the design shown.The suitability and use of Rua North Building,4th Floor drawing for any stucture is the responsibility' the uding-Designer per ANSI/TPI 1 Sec.2. For more Information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:lccsafe.orq;AWC:awc.org Glenview,IL 60025 1 SEON:340707 MONO Ply: 1 Job Number: 0722001 Cusc R7175 JRef:1XL171750002 T49 FROM:MG City: 8 Tigard Senior Housing DrwN/ ... 11/28I2D22 Page 2 of 3 Truss Label: C15 - 0.25 12 =3X5 1111.5X4 _ _ =-4X5 =5X5 IIIBBX8 Ti =10X12 =3X5 -3X5 F7 G5 H I pJl K A R1 W2 W4 W6 ' ( WB 70 W12 yr\ I l\ IIIt33X6 w5X7 =4X5 =3X5=H0514 "A 3X5 =3X5 w5X51114X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.00 - 0.154 0.154 1 2x10 DF-L#2 42.01' Plywd B - C 308.12 -3002.24 0.010 0.157 0.166 1 2x10 DF-L#2 50.47" Plywd C - D 470.45 -4782.31 0.347 0.398 0.745 2 2x4 HF#2 53.93" Plywd D - E 527.55 -5440.27 0.449 0.339 0.788 2 2x4 HF#2 50.42" Plywd E - F 482.68 4959.12 0.372 0.364 0.737 2 2x4 HF#2 50.42" Plywd F - G 482.90 -4951.41 0.301 0.301 0.602 2 2x4 HF#2 50.42" Plywd G - H 336.13 -3456.67 0.146 0.301 0.447 2 2x4 HF#2 50.42' Plywd H - I 98.38 -1034.26 0.013 0.301 0.314 2 2x4 HF#2 50.42" Plywd I - J 0.41 -6.46 - 0.264 0.264 2 2x4 HF#2 13.35' Plywd J - K 0.00 -0.19 - - - 2 2x4 HF#2 1.00" Plywd U - T 9.86 -19.84 0.002 0.058 0.060 2 2x4 HF#1&Bet. 50.41" Diaph T - S 2991.19 -322.67 0.456 0.102 0.558 2 2x4 HF#18Bet. 50.41" Diaph S - R 4868.86 497.83 0.742 0.124 0.865 2 2x4 HF#1&Bet. 50.41" Diaph R - O 5462.82 -546.50 0.832 0.103 0.935 2 2x4 HF#1&Bet 50.41" Diaph O - P 5462.82 -546.50 0.832 0.110 0.942 2 2x4 HF#1&Bet. 50.41" Diaph P - 0 49013.92 -491.34 0.747 0.096 0.843 2 2x4 HF#1813et. 50.41' Diaph O - N 3338.17 -335.06 0.508 0.065 0.573 2 2x4 HF#1&Bet. 50.41" Diaph N - M 857.02 -87.12 0.131 0.030 0.161 2 2x4 HF#1&Bet. 16.81" Diaph M - L 0.00 -0.00 - - - 1 2x4 HF#1&Bet. 1.00" Diaph B - U 234.43 -1508.44 0.091 0.047 0.138 2 2x4 HFStand+HFStud 11.32" - B - T 3158.31 -321.11 0.607 - 0.607 2 2x4 DF-L#2 47.55" - C - T 145.63 -958.83 0.201 - 0.201 2 2x4 HFStand+HFStud 18.12" - C - S 1915.72 -193.20 0.368 - 0.368 2 2x4 DF-L#2 50.29" - S - D 107.85 -651.34 0.137 - 0.137 2 2x4 HFStand+HFStud 19.17" - O - R 627.71 -53.16 0.121 - 0.121 2 2x4 DF-L#2 50.137" - R - E 59.38 -198.79 0.042 - 0.042 2 2x4 HFStand+HFStud 20.22" - E - P 83.00 -571.01 0.186 - 0.186 2 2x4 DF-L#2 51.08" - P - G 334.21 -2.45 0.170 - 0.170 2 2x4 HFStand+HFStud 21.27" - G - 0 172.17 -1 E46.09 0.544 - 0.544 2 2x4 DF-L#2 51.50" - O - H 649.48 -43.84 0.433 - 0.433 2 2x4 HFStand+HFStud 22.32" - H - N 268.17 -2635.44 0.884 - 0.884 2 2x4 DF-L#2 51.95" - N - I 1345.79 -101.50 0.686 - 0.686 2 2x4 HFStand+HFStud 23.3T - I - M 195.20 -1920.12 0.249 - 0.249 2 2x4 DF-L#2 24.26' - J - M 41.36 -7.51 0.021 0.019 0.040 2 2x4 HFStand+HFStud 23.65" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) de11X(T) A -3.50' 32.32' -0.12' U340 -0.43" L/98 0.00" 0.00" B 0.00' 32.40' 6X8 0.96 0.88 N 0.00" L/999 0.00' U999 0.05" 0.10" C 4.20' 32.60' 10X12 0.96 0.69 N 0.16" 1/999 0.57" U558 0.05" 0.12" D 8.69' 32.82' 3X5 0.96 0.49 N 0.29" U999 1.02" L/312 0.04' 0.09" E 12.89' 32.90' 3X5 0.96 0.35 N 0.34" L/945 1.17" 1/272 0.02' 0.05" F 16.19' 32.97' 3X5 0.96 0.92 N G 17.09' 32.99' 3X5 0.96 0.77 N 0.30' 11999 1.04" L/306 0.00" 0.02" "'WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tries components of Oregon,inc. **IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P,O.Boi 408 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing..Refer to and follow the latest edition of BCSI(Building CcmNws OR 97113 ct q C p g, (503)357-2119 Cora, gnenf ggcgfe Information,lss byotherwise, TPI and SBCA)f6i safety practices r pe ly to parts ins these fuh an to Installersc shchord, shallll provide temporary attbracing per pica, noted shown top can edn laterala havere aint of webs attached l have br csheathingng.jnand BCm cse B3,B a or B10r, attached rigide ceiling.Locationssto each forfa 1 trussnent positionper sectionsas as shownal above and on the nali emati unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard ale positions.Refer to jobs' General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping installation,and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professionl eng,neenng responsbility solely-tor the design shown.The suitabilnY and use of Rhis North nth Floor drawing for any strcture is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. Glenview,orBuilding,L 600254h For more information see these web sites:Alpine:alpineitw.com;TPI:Ipinst.org;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.orq SEON:340707 MONO Ply: 1 Job Number: 0722001 Cast:R7175 JRN:1XL171750002 749 FROM:MG Oly 8 Tigard Senior Housing DrwNo: Page 3 of 3 Truss Label: C15 ... / ... 11/28/2022 0.25 2 3X5 1111.5X4 IIB6X8 w10X12 =3X5 m-E5 F 3G -4X5 �515 OJK A T1 D I YY2 W4 W6 w8 W10 W12 I I 1113X5 =5X7 m4X5 =3X5=H0514 w3X5 =3X5 =5X5 ML III4X5 H 21.29' 33.08' 4X5 0.96 0.93 N 0.19" U999 0.67" U473 0.00" 0.02' I 25.49' 33.17' 5X5 0.96 0.95 N 0.04" U999 0.14" L/999 -0.01" 0.03" J 26.60' 33.19' 1.5X4 0.96 0.71 N 0.00" L/999 0.00" 1/999 -0.01" 0.03" K 26.69' 33.19' 0.00" U999 -0.01" U85 -0.01" 0.03" L 26.69' 30.93' 0.00' U999 -0.01" U84 0.06" 0.14" M 26.60' 30.93' 4X5 0.96 0.83 N 0.00" U999 0.00" 1/999 0.06" 0.14" N 25.20' 30.93' 5X5 0.96 0.95 N 0.05' U999 0.19" U999 0.06" 0.14" O 21.00' 30.93' 3X5 0.96 0.90 N 0.20" 11999 0.71" U451 0.05" 0.12" P 16.80' 30.93' 3X5 0.96 0.49 N 0.31" U999 1.06" L/301 0.04" 0.09" O 14.00' 30.93' H0514 0.96 0.83 N R 12.60' 30.93' 3X5 0.96 0.42 N 0.34" U947 1.17" 1/273 0.02" 0.05" S 8.40' 30.93' 4X5 0.96 0.92 N 0.29" U999 1.00" U319 0.00" 0.02" T 4.20' 30.93' 5X7 0.96 0.87 N 0.16" U999 0.57" U563 0.00- 0.00" U 0.00' 30.93' 3X5 0.96 0.91 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases _______ [STD.AUTO.LOAD][OC 24.00][DF 1.15](NM 11 ---� [MWFRS-Roof Snow LodifOC 24.00]fDF 1.60][NM 1] Load Case:1 User Modified:No Load Case;27 User Modified:Yes Repetitive Factors Used:Yes Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 4.2[y=36.3][ 0%] 11 PLF @-3.5 to 11 @ 4.2[y=36.3J[ 0%) 22 PLF @ 4.2 to 22 @ 26.7[y=36.3][ 0%] 11 PLF @ 4.2 to 11 @ 26.7[y=36.3][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.81 0%1 2 PLF @-3.5 to 2 @ 0.0[y=25.8J[ 0%J 50 PLF @-3.5 to 50 @ 4.2 fy=36.31[100%J -10 PLF @-3.5 to -10 @ 4.2[y=36.3][100%] 50 PLF @ 4.2 to 50 @ 26.7[y=36.3][100%1 -10 PLF @ 4.2 to -10 @ 26.7[y=36.3][100%] 18 PLF @ 0.0 to 18 @ 26.7[y=25.8][ 0%] -8 PSF @ 6.0 to -8 @ 26.7[y=36.3]1100%) Brg.#1 Vert.R= 1480.8#Hor.R= -0.0# 8 PSF @ 6.0 to 8 @ 26.7[y=36.3)[ 0%) Brg.#2 Vert.R= 1187.3#Hor.R= -0.0# 9 PLF @ 0.0 to 9 @ 26.7[y=25.8][ 0%] _______ Brg.#1 Vert.R= 142.7#Hor.R= 0.0# [Roof Snow Load][OC 24.00][DF 1.15][NM 1] Brg.#2 Vert.R= 123.2#Hor.R= -0.0# Load Case:2 User Modified:Yes -•-•---•-•---•-----------•--•------ Repetitive Factors Used:No 22 PLF @-3.5 to 22 F. 4.2[y=36.31[ 0%J 22 PLF @ 4.2 to 22 26.7[y=36.31( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8J[ 0%) 22 PLF @-3.5 to 22 @ 4.2[y 36.31[1 D0%1 22 PLF @ 4.2 to 22 @ 26.7[y=36.3000%) 38 PLF @ 6.0 to 38 @ 26.7[y=36.3)(100%] 30 PLF @ 6.0 to 30 @ 26.7[y=36.31[ 0%] 18 PLF @ 0.0 to 18 @ 26.7[y=25.811 0%J Brg.#1 Vert.R= 1546.4#Hor.R= 0.0# Brg.#2 Vert.R= 1683.1#Hor.R= -0.0# "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of orepon,ire. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa 488 Trusses require extreme care in fabricating,habt1dl'rlg shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Buildin Cornelius OR 97113 Component Safety Information,by TPI and SBCA)for safety pactices prior to performing these functions. Installers shall.provide tern racy' is03)357-2t18 bracing per BCSI.Unless noted otherwise top chord shall have properly attached structural sheathing and bottom chord shall hate a prop4Ny attached nyid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. AppT plates to each face of trues and position as shown above and on the Join Details, unless note otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to Jobs General Notes page for additional information. Alpine,a division of ITW B ildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or for hdndling, shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional enggineenng responsibilitysoleglylor the design shown.The suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. g� For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AW C:awc.org Glenview,IL 60025 SEQN:340720/ SPEC Ply: 1 Job Number: 0722001 Cast R7175 JRef:1XL1 71 7 500 0 2 T120 FROM:MG Qty: 4 Tigard Senior Housing DrwNo: 332.22.0740.14091 Page 1 of4 Toss Label: C16 BFR / RTT 11/2812022 2691 35'3'4 2'8"1 1'6 4 l . 4'4'13 9'U"14 13'5'9 17'10'4 22'2'15 23'1 "1 311"8 33'9" 38'S'1 3'1113 I 4'8'1 ' 4'4'11 4'4"11 4'4.11 �- 1' 4'B'8 2'7"8 I 3'210 0.25 12 I w3X10 5X51111. X4 1113X5 m6X10 m12Xi6 T2 F G `5H 5I T3 J K L T4 M T A B C 0 E ea — ° T m T 1 1 x w6 8 w4X8 U T =SS05 R Q 14 w5X5 w4X12 1111.5X4 1 35'5" - - - -i-3'0"14-{ 4'4'3 I 4'4'11 I 4'5'3 i 4'4'11 ( 2'S"4) 4'4"2 ( 4'5' I 4'6-12 I 3'2"10 4I—Tr I '4'3 8'894 1329 17'8 12 20' 28'3'9 30B"8 35'3-4 38'5'14 �1'117 21'117 Loading Criteria(psf) Wind Criteria Snow Criteria (Pg,Pf In PSF) DNOCSI Criteria A Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph pit 11.0(specified) Ce:1.0 VERT(LL): 0.718 T 589 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 1.287 T 328 240 X 1881 /- /- /814 /68 /15 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(TL): 0.093 C - - 0 2203 /- /- /865 /34 /- Des Ld: 45.00 EXP.B Kzl, HORZ(TL): 0.166 C - - Wind reactions based on MWFRS NCBCLL:0.00 Mean Height:33.10 ft Building Code: Creep Factor:2.0 X Brg Wid=5.5 Min Req=1.9(Truss) TCDL:6.0 psi IBC 2018 Max TC CSI: 0.855 0 Brg Wid=5.5 Min Req= 1.8(Truss) $0 2.00 BCDL:4.2 psf Bearings X 8 0 are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist N2 to h TPI Std: 2014 Max BC CSI: 0.660 Members not listed have forces less than 375# Spacing:24.0" CAC Dist a:3.85 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.914 Loc.from endwall:Any FT/RT:4(0)/4(0) Maximum Top Chord Forces Per Ply(lb.) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,18SS VIEW Ver.21.02.008.1108.20 B-C 258-3422 F-G 493 -6136 C-D 414-5366 G-H 406 -4883 Lumber D-E 499-6417 H-I 408 -4893 Top chord 2x10 DF-L#2 T2 2x4 HF#2; E-F 524-6601 I-J 246 -2828 T3 2x6 HF#2;T4 2x6 DF-L 2400f-2.0E; Bot chord 2x4 DF-L 2400f-2.OE B2 2x6 DF-L 2400f-2.0E; Maximum Bot Chord Forces Per Ply(lbs) Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Chords Tens.Comp. Chords Tens. Comp. W4 2x4 DF-L Standard+DF-L Stud; W-V 3406 -272 S-R 6609 -538 Bracing V-U 5455 -441 R-Q 6073 -499 (a)Continuous lateral restraint equally spaced on U- 6466 -538 Q-P 268 -408 member. T-S !'>Yi06 -538 P-O 2688 -240 Plating Notes Maximum Web Forces Per Ply(lbs) All plates are 3X5 except as noted. Webs Tens.Comp. Webs Tens. Comp. Wind B-X 196-1818 R-G 420 0 B-W 3577 -268 G-Q 109 -1354 Wind loads based on MWFRS with additional C&C C-W 127-1052 Cl-I 695 -14 member design. C-V 2085 -176 I-P 189 -2304 End verticals not exposed to wind pressure. ‘e�EO PROFE-s V-D 100 -679 P-J 1091 -45 Right cantilever is exposed to wind `�'S G 1 hl 15'ic, D-U 1055 -81 J-O 227 -3063 � �, F� 2 U-E 73 -377 O-L 71 -567 1Y 83294PE 9 F-R 53 -546 OREGON 4 �Lv 14,20� m �*sell Tar' R.1r.w.i 6130/2024 11/28/2022 "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 458 Trusses reuire extreme care in fabricating,handling,shipping,in;falling and bracing. Refer to and follow the latest edition of SCSI Building Cornelius OR 97113 ComponentSafety Information,by TPI and SBCA)te safety prachces pnor to perfo ing these functions. Installers shall provide to porarrYrY (503)357-2118 bracing per SCSI.Unless noted otherwise,lop chord shall have properly attached structural sheathin and bottom chord shall have a prope attached rigid ceili Locations shown for permanent lateral restraint or webs shall have bradn installed per BCSI sections 03,B7 or B10, as applicable. A y plates to each faco of truss and position as shown above and on the JointfDetails, unless noted otherwise. Defer to ALPINE. drawings 160A-Z'for sandard plate positions.Refer to jobs General Notes page for additional information. Alpoine,a division of ITW 8uildinq Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the .„m,.CnyrAm truss in conformance with es acceptance PI 1, or for handling, shipping installationresponsibilitythis s1 Sec.or the design shown.The suitabili and use of this North Building,4th Floor dr ng for any s cture is the responsibility of the Building esigner per ANSI7f l 1 Sec,2, g• For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:shcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 80025 SEQN:340720 SPEC Ply' 1 Job Number: 0722001 Cult:R7175 JR011XL171750002 r12o FROM:MG Qty: 4 Tigard Senior Housing DrwNo: 332.22.0740.14091 Page 2 of 4 Truss Label: C16 ... / ... 11/28/2022 0.25 12 =3X10 -5X5I111.5X4 1113X5 -12X76 =5X7 =5X5 =6X10 X D E T2 F G H I T3 J K L T4 M A 8 - • x (a) X19 W V U T S R 0 B2 P rO N =6X8 =4X8 =SS0514 =5X5 =4X12 III1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - 8 5.54 -0.00 - 0.154 0.154 1 2x10 DF-L#2 42.01' Plywd B - C 258.14 -3421.73 0.021 0.158 0.176 1 2x10 DF-L#2 52.75" Plywd C - D 414.25 -5365.71 0.365 0.348 0.713 1 2x4 HF#2 58.21" Plywd D - E 499.19 -6417.04 0.522 0.249 0.771 1 2x4 HF#2 52.70" Plywd E - F 523.85 -6601.44 0.549 0.306 0.855 1 2x4 HF#2 52.70" Plywd F - G 493.20 -6134.52 0.471 0.278 0.748 1 2x4 HF#2 52.70" Plywd G - H 406.09 -4883.06 0.344 0.415 0.759 2 2x4 HF#2 52.08" Plywd H - I 407.60 -4882.88 0.137 0.174 0.311 2 2x6 HF#2 52.08" Plywd I - J 245.85 -2828.27 0.045 0.185 0.231 2 2x8 HF#2 52.99" Plywd J - K 121.76 -72.86 0.012 0.094 0.106 2 2x6 HF#2 51.35" Plywd K - L 117.64 -74.25 0.004 0.136 0.140 2 2x6 DF-L 2400f-2.OE 51.35" Plywd L - M 124.08 -70.46 0.005 0.136 0.141 2 2x6 DF-L 2400f-2.OE 38.58" Plywd X - W 12.95 -18.38 - 0.046 0.047 2 2x4 DF-L 2400f-2.OE 52.69" Diaph W - V 3405.62 -272.46 0.265 0.080 0.345 1 2x4 OF-L 2400f-2.0E 52.69' Diaph ✓ - U 5454.70 -440.75 0.424 0.104 0.528 1 2x4 DF-L 2400f-2.0E 52.69" Diaph U - T 6466.30 -519.16 0.502 0.091 0.593 1 2x4 DF-L 2400f-2.OE 52.69' Diaph T - S 6608.24 -538.01 0.512 0.148 0.660 1 2x4 DF-L 2400f-2.OE 52.70" Diaph S - R 6608.91 -537.52 0.326 0.066 0.392 1 2x6 DF-L 2400f-2.0E 52.70" Diaph R - 0 6073.20 -499.22 0.302 0.093 0.395 2 2x6 OF-L 2400f-2.0E 52.10" Diaph O - P 4789.43 -407.72 0.259 0.090 0.349 2 2x6 OF-L 2400f-2.0E 52.98" Diaph P - 0 2688.38 -239.53 0.145 0.082 0.226 2 2x6 OF-L 2400f-2.OE 54.73" Diaph O - N 0.11 -0.60 - 0.082 0.082 2 2x6 DF-L 2400f-2.OE 38.63" Diaph B - X 196.17 -1817.90 0.131 0.059 0.190 1 2x4 HFStand+HFStud 11.32" - B - W 3577.45 -268.18 0.748 - 0.748 1 2x4 HF#2 49.80" - C - W 126.62 -1051.66 0.219 - 0.219 1 2x4 HFStand+HFStud 18.17" - C - V 2084.60 -175.92 0.914 - 0.914 1 2x4 DFStand+DFStud 52.44" - ✓ - D 100.21 -679.04 0.142 - 0.142 1 2x4 HFStand+HFStud 19.27" - D - U 1054.96 -81.47 0.530 - 0.530 1 2x4 HFStand+HFStud 52.83" - U - E 73.03 -376.69 0.079 - 0.079 1 2x4 HFStand+HFStud 20.37" - E - T 341.80 -13.00 0.171 - 0.171 2 2x4 HFStand+HFStud 53.24" - T - F 58.11 -149.19 0.032 - 0.032 2 2x4 HFStand+HFStud 21.46" - F - R 52.86 -546.33 0.261 - 0.261 1 2x4 HFStand+HFStud 52.90" - R - G 419.82 -0.00 0.214 - 0.214 1 2x4 HFStand+HFStud 20.56" - G - 0 108.96 -1353.51 0.645 - 0.645 1 2x4 HFStand+HFStud 52.77" - O - I 695.19 -13.99 0.354 - 0.354 1 2x4 HFStand+HFStud 19.65" - I - P 189.45 -2303.75 0.532 - 0.532 1 2x4 HFStand+HFStud 53.24" a 1x4 CLB P - J 1091.21 -44.87 0.556 - 0.556 1 2x4 HFStand+HFStud 20.75" - J - 0 227.45 -3062.80 0.709 - 0.709 2 2x4 HFStand+HFStud 53.65" a 1x4 CLB O - L 71.20 -567.43 0.122 - 0.122 2 2x4 HFStand+HFStud 21.09" - O - M 86.08 -142.51 0.043 - 0.043 6 2x4 HFStand+HFStud 39.08" - M - N 42.42 -28.65 0.016 0.001 0.017 36 2x4 HFStand+HFStud 20.32" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "Russ Components of Oregon,Inc. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fa ricatina,handling,shipping,installing and brain Refer to and follow the latest edition of BCSI(Building Comelius OR 97113 Component Safety Information,by TPI and SBCA)nor safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted Otherwise,top chord shall have piype,y attached structural sheathing and bottom chord shall have a propefly attached rigid ceiling.Locations shown for permanentp lateral restraint of webs shall have bracintg installed per BCSI sections B3,B7 or BB10, as applicable. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE. drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not,be responsible for any deviation fromthis drawing,any failure to build the truss in conformance with ANSIPrPI 1, or for handling, shipping, instaaon and bracing of trusses. seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professionl engineering responsiibi' splely7 r the design shown.The suitability and use of is Norg1 Building,for any structure is the responsibility of the BuildingDesigner per ANSI I 1 Sec.2. 4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:340720 SPEC Ply: 1 Job Number. 0722001 Cust:R7175 JReflXL171750002 T120 FROM:MG ally: 4 Tigard Senior Housing DrwNo: 332.22.0740.14091 Page 3 of 4 Truss Label: C16 ... 1 ... 11,25/2022 0.25 12 --3X10 =5X5 1113X5 =5X7 =5X5 T3 j K III1.LX4 T4 M =6X10 =12C16 D E T2 F G H u 7(" =6X8 w47X8 U T =-SS0514 R O 82 _5X5 4X12 1111.5X4 A -3.50' 32.37 -0.22' U194 -0.56" 1J74 0.00" 0.00" B 0.00' 32.40' 6X10 0.96 0.87 N 0.00" U999 0.00' 11999 0.08" 0.15" C 4.39' 32.61' 12X16 0.96 0.93 N 0.30' LJ999 0.79" U534 0.09" 0.17' D 9.0T 32.82 3X5 0.96 0.94 N 0.56" U759 1.45" 1/291 0.08" 0.14" E 13.46' 32.92' 3X5 0.96 0.35 N 0.69' U611 1.81" L/234 0.05" 0.10" F 17.85' 33.01' 3X5 0.96 0.45 N 0.72" 1/591 1.87" U226 0.03" 0.05" G 22.24' 33.10' 3X5 0.96 0.86 N 0.64" U663 1.67" U253 0.00' 0.00' H 23.84' 33.10' 5X7 0.96 0.68 N I 26.58' 33.11' 5X5 0.96 0.95 N 0.48' U890 1.24" U339 -0.02" 0.03' J 31.00' 33.20' 3X10 0.96 0.96 N 0.25" U999 0.65" U646 -0.03" 0.05" K 33.75' 33.26' 5X5 0.96 0.52 N 0.09" 1./999 0.25" U999 -0.03" 0.06" L 35.28' 33.22' 1.5X4 0.96 0.42 N 0.00" 1/999 0.00' U999 -0.03" 0.06" M 38.49' 33.16' 3X5 0.96 0.62 N -0.16' U236 -0.43" U89 -0.03" 0.05' N 38.49' 31.01' 1.5X4 0.96 0.69 N -0.16" U236 -0.43' U89 0.08" 0.15" O 35.27' 31.01' 4X12 0.96 0.84 N 0.00" U999 0.00" U999 0.08' 0.15" P 30.71' 31.01' 5X5 0.96 0.98 N 0.27" L/999 0.70" 1/607 0.08' 0.14" O 26.30' 31.01' 3X5 0.96 0.90 N 0.49" U866 1.28" 1/330 0.07' 0.12" R 21.95' 31.01' 3X5 0.96 0.54 N 0.65" L/654 1.69' L/250 0.06" 0.10" S 20.00' 30.9T 880514 0.96 0.68 N T 17.56' 30.93' 3X5 0.96 0.45 N 0.72" U589 1.88" 1/225 0.04" 0.08" U 13.17' 30.93' 3X5 0.96 0.94 N 0.69" U616 1.79" U235 0.02" 0.04" ✓ 8.78' 30.93' 4X8 0.96 0.97 N 0.54" 1/778 1.42' U297 0.00" 0.02" W 4.39' 30.93' 6X8 0.96 0.87 N 0.30" U999 0.79" U538 0.00" 0.00" X 0.00' 30.93' 3X5 0.96 0.83 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases _ [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 1] [Partial Unbal.Lt1][OC 24.00][DF 1.25][NM 11 [MWFRS-Roof Snow Lod][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:No Load Case:6 User Modified:Yes Load Case:10 User Modified:Yes Repetitive Factors Used:Yes Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 4.4[y=36.51 0%] 22 PLF @-3.5 to 22 @ 4.4[y=36.5][ 0%] 11 PLF(4)-3.5 to 11 @ 4.4[y=36.51 0%] 22 PLF @ 4.4 to 22 @ 23.8[y=36.5][ 0%] 22 PLF @ 4.4 to 22 @ 23.8[y=36.5][ 0%] 11 PLF @ 4.4 to 11 @ 23.8[y=36.5]( 0%] 22 PLF @ 23.8 to 22 @ 33.7[y=36.51 0%1 22 PLF @ 23.8 to 22 @ 33.7[y=36.5]( 0%] 11 PLF @ 23.8 to 11 @ 33.7[y=36.51 0%] 22 PLF @ 33.7 to 22 @ 38.5[y=36.51 0%] 22 PLF @ 33.7 to 22 @ 38.5[y=36.51 0%] 11 PIE @ 33.7 to 11 @ 38.5[y=36.51 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8]( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.81 0%] 2 PLF @-3.5 to 2 @ 0.0[y=25.81 0%] 50 PLF @-3.5 to 50 @ 4.4[y=36.5][100%] 22 PLF @ 35.2 to 22 @ 38.5[y=36.5][100%] -9 PLF @-3.5 to -9 @ 4.4[y=36.5][100%] 50 PLF @ 4.4 to 50 @ 23.8(y=36.5][100%] 19 PSF @ 23.2 to 19 @ 38.5[y=36.5][100%] -9 PLF @ 4.4 to -9 @ 23.8[y=36.51100%] 50 PLF @ 23.8 to 50 @ 33.7[y=36.5][100%] 15 PSF @ 23.2 to 15 @ 38.5[y=36.51 0%] -9 PLF @ 23.8 to -9 T,,33.7[y=36.5][100%] 50 PLF @ 33.7 to 50 @ 38.5[y=36.5][100%] 18 PIE @ 0.0 to 18 @ 20.0[y=25.81 0%1 -9 PLF @ 33.7 to -9 @ 38.5[y=36.5][100%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.81 0%] 18 PLF @ 20.0 to 18 @ 38.5(y=25.8][ 0%] -8 PSF CO 23.2 to -8 @ 38.5[y=36.5](100%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8][ 0%] Brg.#1 Vert.R= 922.7#Hor.R= -0.0# 8 PSF @ 23.2 to 8 @ 38.5[y=36.51 0%] Brg.#1 Vert.R= 1853.2#Hor.R= -0.0# Brg.#2 Vert.R= 1821.2#Hor.R= -0.0# 9 PLF @ 0.0 to 9 @ 20.0[y=25.81 0%] Brg.#2 Vert.R= 1876.8#Hor.R= -0.0# _-_-___-_===•-•----------------_-_-__= 9 PLF @ 20.0 to 9 @ 38.5[y=25.8][ 0%] •-------- [Partial Unbal.Rt1][OC 24.00][DF 1.25][NM 11 Brg.#1 Vert.R= 213.1#Hor.R= -0.0# [OC 24.00](DF 1.15][NM 1] Load Case:7 User Modified:Yes Brg.#2 Vert.R= 234.8#Hor.R= -0.0#Load Case:2 User Modified:Yes Repetitive Factors Used:No -----•--------------------------------- Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 4.4]y=36.51 0%] [C&C ASCE W indHRt-+D][OC 24.00][DF 1.60][NM 1] 22 PLF @-3.5 to 22 CO 4.4[y=36.51 0%] 22 PLF @ 4.4 to 22 @ 23.8[y=36.51 0%] Load Case:36 User Modified:No "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components of Oregon,Inc. ""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handlinc,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component gg?fety Information,by TPI and SBCA)fer safety practices prior to performing these functions. Installers shall provide temporary (503)357-2115 bracing per Bt.S!,Unless noted otherwise,top chort shall have roper) attached structural sheathingg and bot orn chord,shall have a property attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BGSI sectons B3,B7 Of 8"10, as applicable. Apply plates to each face,of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard ate positions.Refer to Job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not,be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover pae 155 Harlem Ave listing this drawing indicates acceptance of professional en veering responsibility solelylor the design shown.The suitabilirf'and use o this North 4th Floor drawing for any structure is the responsibility of the Building'Designer per ANSI/TPI 1 Sec.2. Glenview.orth Building,g 4 For mare information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.or0 SEON:340720 SPEC Ply: 1 Job Number: 0722001 Oust:R7175 AMA XL171150002 7120 FROM:MG Oty: 4 Tigard Senior Housing DrwNo: 332.22.0740.14091 Page 4 of 4 Truss Label: C16 ... ! ... 11/2812022 0.25 0 m3X10 =5X5 1113X5 =5X7 m-5X5 T3 J K 1111.5X4 T4 =12X16 E T2 F G H 1 M A -8 t0 C D _ _ . Ittlmimmerp mi X• 6XX8 m4 V U T 0 R 0 B2 P MO mSS514 _5X5 m4X12 1111.5 = X4 22 PLF @ 4.4 to 22 @ 23.8(y=36.5][ 0%] 22 PLF @ 23.8 to 22 @ 33.7[y=36.5)[ 0%] Repetitive Factors Used:Yes 22 PLF @ 23.8 to 22 @ 33.7[y-36.5]( 0%] 22 PIE©33.7 to 22 @ 38.5(y=36.5][ 0%) -27 PLF @-3.5 to -27 @ 4.4 L[y=32.81[100%] 22 PLF @ 33.7 to 22 @ 38.5[y=36.5]( 0%] 4 PLF @-3.5 to 4 @ 0.0(y=25.81( 0%) -27 PLF @ 4.4 to -27 @ 13.9 L[y=33.01[100%] 4 PLF @-3.5 to 4 @ 0.0[y-25.8][ 0%] 22 PLF @-3.5 to 22 @ 4.4(y=36.51[100%1 22 PLF @-3.5 to 22 @ 13.9[y=36.5]( 0%1 22 PLF @-3.5 to 22 @ 4.4[y=36.5][100%) 22 PLF @ 4.4 to 22 @ 23.8[y=36.5](100%] -27 PLF @ 13.9 to -27 @ 23.8 L[y=33.2][100%] 22 PLF @ 4.4 to 22 @ 23.8[y=36.51[100%1 22 PLF @ 23.8 to 22 @ 33.7(y=36.5][100%] -27 PLF @ 23.8 to -27 @ 33.7 L(y=33.4][100%] 22 PLF C 23.8 to 22 @ 33.7[y=36.5)(100%] 22 PLF @ 33.7 to 22 @ 35.2[y=36.5][100%] 22 PLF @ 13.9 to 22 @ 33.7[y=36.5][ 0%] 22 PLF C 33.7 to 22 @ 38.5[y=36.51[100%] 19 PSF @ 23.2 to 19 @ 38.5[y=36.5][100%] -27 PLF @ 33.7 to -27 @ 38.5 R[y=33.3][100%] 38 PLF 1 23.2 to 38 @ 38.5(y=36.5][100%] 15 PSF @ 23.2 to 15 1 38.5(y=36.5][ 0%] 22 PLF @ 33.8 to 22 @ 38.5[y=36.511 0%] 30 PLF @ 23.2 to 30 @ 38.5(y=36.5][ 0%] 18 PLF @ 0.0 to 18(0 20.0(y=25.8]( 0%] 18 PLF @ 0.0 to 18 @ 35.4[y=25.8][ 0%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.8][ 0%] 18 PLF @ 20.0 to 18 @ 38.5(y=25.81 0%1 20 PLF @ 35.4 to 20 @ 38.5(y=30.8][100%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8)[ 0%) Brg.#1 Vert.R= 1394.7#Hor.R= -0.0# 18 PLF @ 35.4 to 18 n 38.5(y=25.8][ 0%] Brg.#1 Vert.R= 1391.4#Hor.R= -0.0# Brg.#2 Vert.R= 2127.6#Hor.R= -0.0# ------------------------------------------ Brg.#2 Vert.R= 2203.5#Hor.R= -0.0# -------------------- "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! True•0111111..nents of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,!h188podlingg shipping installing and bracing. Refer toand follow the latest edition of BCSI(Building Cornelius OR 97113 Component gg fety Information,by TPI and SBCA)Poi safety practices prior to erformin these functions. Installers shall provide tempos (803)3574118 bracing per B SI.Unless noted otherw% e,top chord shall have properly attached structural sheathingand bono111CNord snail have a p ny attached rigid ceiling.Locations shown for permanent lateral resraint of webs shall have bracmgiinstlled per SCSI sections B3,87 drr B10, as applicable. Appl plates to each face o truss and position as shown above and on the Join etails, unless noted otherwise. Refer to A LPI NJ E drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW B ildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professionl encLineenn responsibility,solely for the design shown.The suitabili and use o is drawing for any sucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;WI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 80025 • • SEON:340689! SPEC Ply: 2 Job Number: 0722001 Curt:R 7175 JRet 1XL171750002 176 - i FROM:MG My: 1 Tigard Senior Housing DrwNo: 332.22.0740.14169 Page 1 of 4 Truss Label: CGR BFR / RTT 11/28/2022 I t , 2 Complete Trusses Required 96"2 IT70'4 28' 10 38"14 76'14 ""I 1'Y7 1 2 h4'4'13 157�4 1- 13'5'9 15514 I 22 Yib 2553� 3105 I 35'5' I 3T4"II12 4'4'13 i'8 3'11'7 1'7111 4'4'11 3Y4 4'4'11 4'4'11 1'11'12 g1.5X4 0.25 12 m6X6 =6X70 -gX5 re r=6X8 �� w4X5 z5X5 T5 M N O A B T1 a10C12 D E T3 F G H I 508J K L T PI T AB AA Z Y s3X 4XX5 =4X8 x w 350514 U T B2 =� a4X5 O P 1 355' A 3'0'14-'I 4'3 171 3g" ( I 3'11'15 4'491 i 25'4 4'4'11 4'4'11 I 4'4'11 I 21-64'2'3 5114 13'Y1 17'6'12 20' 26'4'2 30'893 351'8 37'3A 1'11'I? L1'2'14 1 9T2 I 21'11'7 '35514 Loading Criteria(pat) Wind Criteria Snow Criteria (Pg,Pr in PSF) De}tiC81 Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc L/defl LJ# Gravity Non-Gravity Speed: 96 mph Pf:11. s cified Ce:1.0 VERT(LL): 0.704 G 598 360 Loc Re /R- /Rh I Rw /U /RL TCOL: 11.00 Pe P 0( Pe � 1 ( )� BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 1.264 G 333 240 AB 3495 I• I- I- /82 I- BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.093 0 - - R 2412 I- l- I- /18 I- EXP:B Kzt:NA HORZ(TL): 0.188 D - - Wind reactions based on MWFRS Des Ld: 45.00 Mean Height:33.04 ft NCBCLL:0.00AB Brg Wid=5.5 Min Req= 1.7(Truss) Creep Factor:2.0 TCDL:6.0 psf Building Code:IBC 2018 Max TC CSI: 0.929 R Brg Wid=5.5 Min Req= 1.5(Truss) Soffit: 2. BCDL:4.2 psf Bearings AB&Ft are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to hl2 TPI Std: 2014 Max BC CSI: 0.689 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.85 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.906 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FT/RT:4(0)!4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS,IBSS VIEW Ver:21.02.0013.1108.20 B-C 42-3762 G-H 71 -6075 C-D 64-4690 H-I 52 -5151 Lumber Purling D-E 101 -6467 I•J 37 -3628 Top chord 2x4 HF#2 T1 2x10 DF-L#2; In lieu of structural panels use purlins to brace all flat E-F 89-6614 J-K 37 -3828 T3 2x4 DF-L#1&Bel.;75,76 2x6 DF-L 2400f-2.OE; TC .24"oc. F-G 71 -6074 K-L 17 -2021 Bat chord 2x4 DF-L 2400f-2.OE B2 2x6 DF-L 2400f-2.OE; Wind Maximum Sot Chord Forces Per Ply(tin) Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Wind loads and reactions based on MWFRS. Chords Tens.Comp. Chords Tens. Comp. W6 2x4 DF-L Standard+DF-L Stud; End verticals not exposed to wind pressure. Nallnote Right cantilever is exposed to wind AA-Z 3750 -41 V-U 6046 -73 Z-Y 4669 -63 U-T 5068 -54 Nail Schedule:0.120"x3',min.nails Y-X 6486 -102 T-S 3738 -39 Top Chord:1 Row @12.00"o.c. X•W 6616 -91 S-R 1901 -18 Bot Chord:1 Row @12.00"o.c. W-V 6046 -73 Webs :1 Row @ 4"o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Maximum Web Forces Per Ply(Ibs) Webs Tens.Comp. Webs Tens. Comp. Special Loads -(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) B-AB 49-1712 H-U 23 -988 TC:From 72 plf at -3.50 to 72 plf at 5.94 B-AA 3938 -44 U-I 536 0 TC:From 36 TC:From 72 plf at 9.36 to if at 5.94 to 72 plf at 38.49 ..plf at 9.36 R-' P ROFF-3' C-AZA 1357 ±32 T K 604 -1�0 BC:From 4plf at -3.50 to 4pa at 0.00 . ' G1N /p D-Z 23 -662 K-S 24 -1902 BC:From 18 plf at 0.00 to 18 plf at 5.95 C./ (t s" F� 1-- D-Y 2059 -43 S-L 828 0 BC:From 9pit at 5.95 to 9pflat 9.36 f4 83294PE 9 E-X 449 -257 L-R 21 -2053 BC:From 18 plf al 9.36 to 18 plf al 38.49 Cr /" F-W 85 -696 BC: 494 lb Conc.Load at 5.95 - BC: 271 lb Conc.Load at 8.00 BC:1558 lb Conc.Load at 9.36 OREGON Plating Nobs 'p All plates are 3X5 except as noted. G SLY 44,200 i0 S3eli Tan Renewal 6/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Canponenls or Oregon,Inc. "IMPORTANT"' FURNISH THIS IgDRAWING pTTO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Safety d'$BCA)fbr safety 1503)3 us OR 97113 Trusses require extreme care in fabdcatin tin shipping,installing and bracing... Refer to and follow the latest edition of SCSI(Building Connol(503)357-2118 ComponentS fe Information,by TPI an a practices poor to performing al e functions. Installers shall provide temporary bracing per BCSI.,Unless noted otherwise,to chord shall have properly attached structural sheathingand BCLchord shot have a r1310,properly attached nccl�e.ceiling.Locations shown for permanent lateral restraint oYwebs shall have bracing instlled per 8GSI sections ise B7 0810, as applicable. Appl !Mates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Ike Sre to ALPINE' drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW BuildinQQppomponents Group Inc.shall not be r sD,onsible for any deviation fromm this drawing,any,failure to build the snwce"eu. tilting n is drawing, with es acceptance. I i, or for handling� shicaneg,_installaationi an(dy braleellny of trusses. A seal on this drawing 0r cover p1ie 155 Harlem Ave listing this anywlstructure is thresponsibilityfpof the Bui die-Diee nerfper responsibility 1 Secc.2 the design shown.The suitability and use o is North Suiting.4th Floor 9 Building-Designer P Glenview,IL 80025 For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacanponenis.00m;ICC:ieesefe.orq;AWC:awc.orq SEQN:340689 SPEC Ply: 2 Job Number. 0722001 Cost R7176 JRef:1XL171750002 T76 FROM:MG Oty: 1 Tigard Senior Housing DiwNo: Page 2 of 4 Truss Label: CGR ... I ... 11/2.8/2022 0.25 12 =6X6'SX4 v =-5X5 T6 - 8 Ti =10X12 D10 E F =H0508 H I J 4K -5L5 T5 M N 0 • A B _ .1 - �, - _ I� = =�- AB III AA Z Y X W V U T B2 �4X5 =Rini X5 Q P =3X12=4X5 =4X8 =SS0514 Member MaxTen MaxCornp Axial Bend CSI GLC Size Material Length Brace A - B 2.77 -0.34 - 0.115 0.115 1 2x10 DF-L#2 42.01" Plywd B - C 42.24 -3761.64 0.030 0.119 0.149 1 2x10 OF-L#2 52.75" Plywd C - D 63.72 -4690.24 0.269 0.177 0.445 1 2x4 HF#2 18.65" Plywd D - E 100.60 -6466.84 0.727 0.145 0.873 1 2x4 DF-L#1&Bet. 42.88" Purl24 E - F 88.84 -6613.53 0.759 0.170 0.929 1 2x4 DF-L#1&Bet. 47.44" Purl 24 F - G 70.81 -6074.11 0.638 0.280 0.918 1 2x4 DF-L#1&Bet. 52.66" Purl 24 G - H 70.85 -6074.74 0.447 0.394 0.841 1 2x4 HF#2 52.66" Plywd H - I 52.13 -5151.44 0.396 0.154 0.550 1 2x4 HF#2 52.70" Plywd I - J 36.81 -3827.75 0.214 0.193 0.407 1 2x4 HF#2 52.6T Plywd J - K 36.78 -3827.54 0.043 0.024 0.067 1 2x6 DF-L 2400f-2.OE 52.67" Plywd K - I. 16.65 -2020.99 0.012 0.042 0.054 1 2x6 DF-L 2400f-2.OE 52.70" Plywd L - M 51.55 -55.33 - 0.084 0.085 1 2x6 OF-I.2400f-2.0E 52.70" Plywd M - N 18.78 -0.40 - 0.084 0.085 1 2x6 DF-L 2400f-2.0E 23.81" Plywd N - 0 0.08 -0.01 - 0.003 0.003 1 2x6 OF-L 2400f-2.0E 13.12" Pud 24 AB- AA 15.40 -0.00 0.001 0.079 0.081 1 2x4 DF-L 2400f-2.0E 52.69" Diaph AA- Z 3750.13 -41.38 0.322 0.078 0.400 1 2x4 OF-L 2400f-2.0E 18.56" Diaph Z - Y 4669.18 -63.13 0.401 0.141 0.541 1 2x4 DF-L 2400f-2.OE 39.38" Diaph Y - X 6485.72 -101.63 0.556 0.133 0.689 1 2x4 DF-L 2400f-2.0E 47.44" Diaph X - W 6615.98 -90.88 0.567 0.078 0.645 1 2x4 OF-L 2400f-2.OE 52.69" Dlaph W - V 6045.93 -72.85 0.517 0.140 0.657 1 2x4 OF-L 2400f-2.0E 52.70" Diaph ✓ - U 6046.27 -72.64 0.329 0.068 0.397 1 2x6 DF-L 2400f-2.0E 52.70" Dlaph U - T 5068.02 -53.55 0.275 0.080 0.355 1 2x6 DF-L 2400f-2.0E 52.69" Dlaph T - S 3738.03 -38.59 0.202 0.067 0.269 1 2x6 DF-L 2400f-2.OE 52.69" Diaph S - R 1900.86 -17.98 0.101 0.070 0.171 1 2x6 DF-L 24001-2.OE 52.69" Diaph R - Q 68.05 -30.84 - 0.070 0.071 1 2x6 DF-L 2400f-2.0E 25.50" Diaph Cl - P 0.04 -17.82 - 0.007 0.007 1 2x6 DF-L 2400f-2.0E 14.87" Diaph B - AB49.22 -1711.96 0.117 0.084 0.201 1 2x4 HFStand+HFStud 11.32' - B - AA 3938.12 -44.04 0.828 - 0.826 1 2x4 HF#2 50.10" - C - AA 34.55 -1270.76 0.265 - 0.265 1 2x4 HFStand+HFSlud 18.1T - C - Z 1356.83 -32.10 0.689 - 0.689 1 2x4 HFStand+HFStud 23.60" - O - Z 22.68 -662.36 0.138 - 0.138 1 2x4 HFStand+HFSlud 18.48" - D - Y 2058.55 -42.91 0.906 - 0.906 1 2x4 DFStand+DFStud 40.36" - Y - E 122.77 -275.53 0.058 - 0.058 4 2x4 HFStand+HFSlud 18.48" - E - X 449.36 -256.79 0.227 - 0.227 2 2x4 HFStand+HFStud 47.6T - X - F 168.92 -168.85 0.079 - 0.079 4 2x4 HFStand+HFSlud 18.48" - F - W 85.25 -697.88 0.250 - 0250 4 2x4 HFStand+HFSlud 52.55" - W - H 263.39 -31.03 0.123 - 0.123 4 2x4 HFStand+HFStud 19.09" - H - U 22.67 -987.97 0.377 - 0.377 1 2x4 HFStand+HFStud 52.0T - U - I 535.79 -0.00 0.273 - 0.273 1 2x4 HFStand+HFStud 18.19" - I - T 18.45 -1374.44 0.525 - 0.525 1 2x4 HFStand+HFStud 52.44" - T - K 603.69 -0.00 0.308 - 0.308 1 2x4 HFStand+HFStud 17.28" - K - S 24.43 -1901.72 0.725 - 0.725 1 2x4 HFStand+HFStud 52.14" - S - L 827.87 -0.00 0.422 - 0.422 1 2x4 HFStand+HFStud 18.38" - L - R 20.56 -2052.79 0.785 - 0.785 1 2x4 HFStand+HFStud 52.51" - "WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss components o&Oregon,Inc. 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,hhaanL�ddl' shipping,installing and bracinq. Refer to and follow the latest edition of SCSI IBuildiflg Cornelius OR 97113 Componenl�Safety Information,by TPI an SBCA) r sate y pactices prior to perforTnin these functions. Installers shall provide terhporarY (503)357.2118 bracing per. CSI.Unless noted Otherwise,top chord shall have properly attached structural sheathingand bonolrichord shal hav a prop y attached rigid ceiling.Locations shown for permanent lateral resraint of webs shall have bracng instlled per BCSI sections B3,BT dr 010, as applicable. Apply plates to each face of hu and position as shown above and on the Joi rDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to lobs General Notes page for additional information. Alpine,a division of ITW Buildjngcomponents Group Inc.shall not_be responsible for any deviation fromthis drawing,any failure to build the truss in conformance with ANSIITPI 1, or for handling shipping,.installation and bracing of trusses. seal on this drawing or cover page Hadem Ave listingthis drawing,indicates acceptance oT professional engineering responsibility sole) Tor the design shown.The suitabiliry and use of this 1555th Building,e Floor draing for any srcture is the responsibilitypof the Budding Designer per ANSIITPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 80025 SEQN:340689 SPEC Ply: 2 Job Number: 0722001 Cast R 7175 JRsf:1XL171750002 T78 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 3 of 4 Truss Label: CGR ... 1 ... 11/28/2022 0.25 12 _6X6 5X4 5X5 T6 -6X8 _10X12610 =H0508 m4X5 -5L5 T5 M N 0 A B T1 C D E T3 I J K �� W2�\NI _ _ - -.s.�-� _B `tit �t+ _1144 AB lil AA Z Y X W V U T B2 S Rn O P ---3X12 --4X5 =4X8 =SS0514 =4X5 =4X5 R - M 15.70 -182.88 0.039 - 0.039 1 2x4 HFStand+HFStud 19.48" - M - 0 21.28 -115.26 0.026 - 0.026 5 2x4 HFStand+HFStud 29.38" - O - N 34.47 -46.59 0.016 - 0.016 5 2x4 HFStand+HFStud 19.97" - N - P 38.74 -0.08 0.020 - 0.020 1 2x4 HFStand+HFStud 21.47" - O - P 2.16 -19.46 0.001 - 0.001 7 2x4 HFStand+HFStud 19.97" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A -3.50' 32.32' -0.23" U182 -0.60" U69 0.00" 0.00" B 0.00' 32.40' 6X8 0.96 0.97 N 0.00" U999 0.00" L/999 0.08" 0.15" C 4.39' 32.61' 10X12 0.96 0.69 N 0.31" U999 0.80" U528 0.09" 0.16" D 5.94' 32.76' 6X10 0.96 0.98 N 0.39" U999 1.02" 1/412 0.09" 0.17" E 9.51' 32.76' 3X5 0.96 0.44 N 0.58" U754 1.46" U289 0.08" 0.14" F 13.46' 32.76' 3X5 0.96 0.44 N 0.66" L/642 1.71" 1/246 0.06" 0.10" G 15.44' 32.76' H0508 0.96 0.65 N 0.70" U598 1.84" U229 0.05" 0.09" H 17.85' 32.81' 3X5 0.96 0.62 N 0.67" U631 1.74" U242 0.03" 0.06" I 22.24' 32.90' 3X5 0.96 0.88 N 0.58" U722 1.52" U276 0.00" 0.02" J 25.43' 32.91' 5X5 0.96 0.57 N K 26.63' 32.91' 4X5 0.96 0.91 N 0.42" U992 1.11" U379 0.00" 0.00' L 31.07 33.00' 5X5 0.96 0.86 N 0.21" U999 0.56" 1/756 -0.01" 0.02" M 35.41' 33.09' 3X5 0.96 0.38 N -0.01" U260 -0.03" L/98 -0.02" 0.03" N 37.40' 33.13' 6X6 0.96 0.65 N -0.11" 1J257 -0.28" 1197 -0.02' 0.03' O 38.49' 33.13' 1.5X4 0.96 0.39 N -0.18" U257 -0.41' L/97 -0.02" 0.03" P 38.49' 31.01' 3X5 0.96 0.87 N -0.16" L/257 -0.41" 1J97 0.08" 0.14" O 37.25' 31.01' 3X5 0.96 0.46 N -0.10" U257 -0.26" U97 0.08" 0.14" R 35.17 31.01' 4X5 0.96 0.96 N 0.00" U999 0.00" U999 0.08" 0.14" S 30.73' 31.01' 4X5 0.96 0.93 N 0.23' U999 0.60" U707 0.08" 0.14" T 26.34' 31.01' 3X5 0.96 0.89 N 0.44" U964 1.14" U369 0.07" 0.13" U 21.95' 31.01' 3X5 0.96 0.69 N 0.59" U711 1.55' U272 0.06' 0.11" ✓ 20.00' 30.9T SS0514 0.96 0.62 N W 17.56' 30.93' 3X5 0.96 0.48 N 0.67' U629 1.75" U241 0.05" 0.09" X 13.1T 30.93' 3X5 0.96 0.44 N 0.65" U646 1.70" U247 0.03" 0.05" Y 9.22' 30.93' 4X8 0.96 0.91 N 0.55" U768 1.43" U294 0.01" 0.02" Z 5.94' 30.93' 4X5 0.96 0.95 N 0.39" U999 1.02" 1/413 0.00" 0.00" AA 4.39' 30.93' 3X12 0.96 0.93 N 0.30" U999 0.79" U532 0.00" 0.00" AB 0.00' 30.93' 3X5 0.96 0.83 N 0.00" 1)999 0.00" 11999 0.00" 0.00" Loads using option:User Modified Load Cases --------'- -_ ---- ____-------------------------------- -------=---------------------------_-'-_ [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 2] [Partial Unbal.Lt][OC 24.00][DF 1.25][NM 2] [Partial Unbal.Rt1][OC 24.00][DF 1.25][NM 2] Load Case:1 User Modified:No Load Case:4 User Modified:No Load Case:7 User Modified:No Repetitive Factors Used;No Repetitive Factors Used:No Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 4.4[y=36.41 0%1 22 PLF @-3.5 to 22 @ 4.4 Iy=36.41[ 0%] 22 PLF @-3.5 to 22 @ 4.4[y=36.411 0%] 22 PLF @ 4.4 to 22 @ 5.9[y=36.4][ 0%] 22 PLF @ 4.4 to 22 @ 5.9[y=36.4][ 0%] 22 PLF @ 4.4 to 22 @ 5.9[yr-36.4)( 0%] 22 PLF @ 9.4 10 22 @ 15.4[y=36.4][ 0%] 22 PLF @ 9.4 to 22 @ 15.4[y=36.4][ 0%) 22 PLF @ 5.9 to 22 @ 15.4[y=36.41[ 0%] 22 PLF @ 15.4 to 22 @ 25.4[y=36.4]1 0%] 22 PLF @ 15.4 to 22 @ 25.4[y=36.4)[ 0%] 22 PLF @ 15.4 to 22 @ 25.4[y=36.41 0%1 22 PLF @ 25.4 to 22 @ 37.4[y=36.411 0%1 22 PLF @ 25.4 to 22 @ 37.4[y=36.4)[ 0%] 22 PLF @ 25.4 to 22 @ 37.4[y=36.4][ 0%1 22 PLF @ 37.4 to 22 @ 38.5(y=36.41[ 0%1 22 PLF @ 37.4 to 22 @ 38.5(y=36.4)[ 0%) 22 PLF @ 37.4 to 22 @ 38.5[y=36.41( 0%] "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Ina. "'IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in to lin ,handling,shipping,installi and brawn Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 q pnPIa don9. 9 (5031357-2118 Comngne ggafety Ine ,by er and SBCA)chord hall tnv epractices ly to performingt these fuh an. Iottt c5 chord, shall all provide temporary bracingper$CSI. g.Unless noted shown for top lateral a n of s attached have bracing sheathinginstalled edand bottomBCI surd small 3,13 a orp B10,ly attachd rigid ceiling.Locationsto face,of permanent restraintson bov shallha have a intals,, per BCSI sohes B7fr to as wings ort'plates deach fosei ons.truss and positions as rao o aboveg and on, lJointDetails,, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to lobs General Notes page for additional information. Alpine,a division of ITVy Byildinl1Components Group Inc.shall nol.be responsible for any deviation from this drawing,any failure to build the trues in conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engpneenng responsibility solely-for the design shown.The suitability and use of this North Building,a Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:340689 SPEC Ply: 2 Job Number: 0722001 Gust R7175 JRM:1XL171750002 T78 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 4 of 4 i Truss Label: COB ... / ... 11/28/2022 12III1.5X4 D.25 =6X6 =_85 T6 =-6X8 =6X10 B =H0508 =-4X5 m5`5 T5 M N 0 =10X12 T1 C D E TS F G H I J \\ W2 WE �1._ -Fi a AB 1 =3X12=4X5 =4X8 X W =SS0514 U T B2 s4X5 =4 5 O P 4 PLF @-3.5 to 4 @ 0.0[y=25.81 0%] 4 PLF @-3.5 to 4 @ 0.0(y=25.8][ 0%] 4 PIE @-3.5 to 4 @ 0.0(y=25.8)( 0%] 11 PLF @ 5.9 to 11 @ 9.4[y=36.411 0%] 11 PLF @ 5.9 to 11 @ 9.4[y=36.41[ 0%] 22 PLF ti-3.5 to 22 @ 4.4[y=36.4][100%] 50 PLF G-3.5 to 50 @ 4.4[y=36.41[100%1 50 PIE @ 35.2 to 50 @ 37.4[y=36.4][100%] 22 PLF C 4.4 to 22 @ 5.9(y=36.41[100%1 50 PLF @ 4.4 to 50 @ 5.9[y=36.4][100%] 50 PLF @ 37.4 to 50 @ 38.5[y=36.4][100%] 22 PLF @ 5.9 to 22 @ 15.4[y=36.41[100%1 50 PLF @ 9.4 to 50 @ 15A[y=36.41[100%1 18 PLF @ 0.0 to 18 @ 5.9(y=25.8][ 0%] 22 PLF @ 15.4 to 22 @ 25.4[y=36.411100%] 50 PLF @ 15.4 to 50 @ 25.4[y=36.4][100%] 18 PLF C!20.0 to 18 @ 38.5[y=25.8][ 0%] 22 PLF @ 25.4 to 22 @ 35.2[y=36.41100%] 50 PLF @ 25.4 to 50 @ 37.4[y=36.4][100%] 9 PLF @ 5.9 to 9 @ 9.4 1y=25.8]1 0%] 18 PLF @ 0.0 to 18 @ 20.0(y=25.81[ 0%] 50 PLF @ 37.4 to 50 @ 38.5[y=36.41[100%] 18 PLF @ 9.4 to 18 @ 20.0[y=25.8]1 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.81[ 0%] 25 PLF @ 5.9 to 25 @ 9.4[y=36.41[100%1 274.50 Lbs.@ 5.9,25.8 Angle=270 Brg.#1 Vert.R= 1258.9#Hor.R= -0.0# 18 PLF @ 0.0 to 18 @ 5.9[y=25.81[ 0%] 150.56 Lbs.@ 8.0,25.8 Angle=270 Brg.#2 Vert.R= 1222.9#Hor.R= -0.0# 18 PLF @ 20.0 to 18 @ 38.5[y=25.81( 0%1 865.29 Lbs.@ 9.4,25.8 Angle=270 --------------------------------------------- 9 PLF @ 5.9 to 9: 9.4[y=25.8l( 0%] 219.60 Lbs.@ 5.9,25.8 Angie=270 18 PLF @ 9.4 to 18 .,20.0(y=25.8]1 0%] 120.45 Lbs.@ 8.0,25.8 Angle=270 274.50 Lbs.@ 5.9,25.8 Angle=270 692.24 Lbs.@ 9.4,25.8 Angle=270 150.56 Lbs.@ 8.0,25.8 Angle=270 Brg.#1 Vert.R= 2491.9#Hor.R= -0.0# 865.29 Lbs.@ 9.4,25.8 Angle=270 Brg.#2 Vert.R= 1557.9#Hor.R= -0.0# 219.60 Lbs.@ 5.9,25.8 Angle=270 =•=_-_-__-_-_-=_-_-__-..-_-_-_-_-_=-_--__ 120.45 Lbs.@ 8.0,25.8 Angle=270 [Partial Unbal.Rt][OC 24.00][DF 1.25][NM 2] 692.24 Lbs.@ 9.4,25.8 Angle=270 Load Case:5 User Modified:No Brg.#1 Vert.R= 3486.7#Hor.R= 0.0# Repetitive Factors Used:No Brg.#2 Vert.R= 2411.6#Hor.R= -0.0# 22 PLF @-3.5 to 22 @ 4.4[y=36.4][ 0%] __- ______________________ - -= 22 PLF @ 4.4 to 22 @ 5.9[y=36.4][ 0%] [Roof Snow Load][OC 24.00]]DF 1.15](NM 2] 22 PLF @ 9.4 to 22 @ 15.4[y=36.4]1 0%] Load Case:2 User Modified:No 22 PLF @ 15.4 to 22 @ 25.4(y=36.4)[ 0%] Repetitive Factors Used:Yes 22 PLF C 25.4 to 22 C 37.4Iy=36.41( 0%J 22 PLF @-3.5 to 22 @ 4.4[y=36.4][ 0%] 22 PLF @ 37.4 to 22 @ 38.5[y=36.41[ 0%] 22 PLF @ 4.4 to 22 @ 5.9[y=36.41 0%1 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] 22 PLF @ 5.9 to 22 @ 15.4[y=36.4][ 0%1 11 PLF @ 5.9 to 11 @ 9.4[y=36.41[ 0%) 22 PLF @ 15.4 to 22 @ 25.4[y=36.41( 0%] 50 PLF @-3.5 to 50 @ 4.4[y=36.4][100%] 22 PLF @ 25.4 to 22 @ 37.4[y=36.4][ 0%] 50 PLF @ 4.4 to 50 @ 5.9[y=36.41[100%1 22 PLF @ 37.4 to 22 @ 38.5(y=36.4]( 0%] 50 PLF @ 9.4 to 50 @ 15.4[y=36.4][100%] 4 PLF @-3.5 to 4 @ 0.0[y=25.81[ 0%1 50 PLF @ 15.4 to 50 @ 25.4[y=36.4][100%] 22 PLF @-3.5 to 22 @ 4.4[y=36.4][100%] 50 PLF @ 25.4 to 50 @ 35.2[y=36.4][100%1 22 PLF @ 4.4 to 22 @ 5.9[y=36.4][100%] 25 PLF @ 5.9 to 25 @ 9.4[y=36.41[100%1 22 PLF a 5.9 to 22 @ 15.4[y=36.41[100%1 18 PLF @ 0.0 to 18 @ 5.9[y=25.81 0%] 22 PLF @ 15.4 to 22 @ 25.4(y=36.41[100%1 18 PLF @ 20.0 to 18 @ 38.5[y=25.8]( 0%] 22 PLF @ 25.4 to 22 @ 37.4[y=36.4][100%] 9 PLF @ 5.9 to 9 @ 9.4[y=25.81 0%1 22 PLF @ 37.4 to 22 @ 38.5[y=36.4][100%] 18 PLF @ 9.4 to 18 @ 20.0[y=25.8][ 0%] 18 PLF @ 0.0 to 18 @ 20.0(y=25.8]( 0%] 274.50 Lbs.@ 5.9,25.8 Angle=270 18 PLF @ 20.0 to 18 @ 38.5[y=25.B1 0%1 150.56 Lbs.@ 8.0,25.8 Angle=270 Brg.#1 Vert.R= 1255.3#Hor.R= -0.0# 865.29 Lbs.@ 9.4,25.8 Angle=270 Brg.#2 Vert.R= 1299.1#Hor.R= -0.0# 219.60 Lbs.@ 5.9,25.8 Angie=270 120.45 Lbs.@ 8.0,25.8 Angie=270 692.24 Lbs.@ 9.4,25.8 Angle=270 Brg.#1 Vert.R= 3494.8#Hor.R= -0.0# Brg.#2 Vert.R= 2238.4#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P O.Sax 488 Trusses require extreme care in fab tin ,handling,sht ing,installing and bracing., Refer to and follow the lest edition of BCSI(BuildingCo.n Cornelius OR 97113 a ape g 4 p q (503)357-2118 Component Safety Information,by and SBCA)chord safe n epractices attr to ched performing these a!hin functions. oti_o Installersc shallrds11 providea' temporary bracingrid eil Unlessnoted shown top late al properly attached l have br cinginm9 and e se sall 3, a 10, attach-Adapplicable. rigid ceiling.Locationsto fa for permanentand position asrestraintho n bov shall have a Join elails,, per BCSI sections B7R or 14 asr wings 160 Z ort'plates deach positions Re end I?ab s G as shown above and on the ai i emat, unless noted otherwise. Refer to ALPINE LPI N E drawings 160A-Z for standard plate positions.Refer to lob s General Notes page for additional information. Alpine,a division of ITW BuulId�inQqComponents Group Inc.shall not be responsible for any deviation fromthis drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,installation and bracingp of trusses. seal on this drawing or cover pane 155 Harlem Ave listing this drawl indicates acceptance of professional en meang responsibility solelyTor the design shown.The suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building�esigneer per ANSI/TPI 1 Sec.2. Glenview,orthILi6. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinstorg;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AW C:awc.or0 SEGN:340797/ MONO Ply: 2 Job Number: 0722001 Coat R7175 JRet 1XL171750002 T89 FROM:MG Oty: 1 Tigard Senior Housing DnwNo: 332.22.0740.13421 Page 1 of 2 Truss Label: CGR1 BFR / RTT 11/28/2022 - -$ s 2 Complete Trusses Required I•q 78-2 4'10' '0712 141 2'3'10 2'1'14 12 0.25 12 12 eyB ;3X5 111.5X4 E TA- T iI .F 1 - - LAS. JI H OF 1111.5X1 =5X5 >;3X5 j 5'0'12 j 2114 2'3'10 I 2'4'10 I 4'a•4 ��]]2 012 Y 2 Loading Criteria(pat) Wind Criteria Snow Criteria (Pg,Pf in PSF) DefUC81 Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Udell L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.006 H 999 380 Loo R+ /R- /Rh /Rw /U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.011 H 999 240 J 1959 I- /- /- /37 I- BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL):.0.001 B - - F 2039 /- 1- I- /39 I- EXP:B Kzt:NA HORZ(TL): 0.002 B - - Wind reactions based on MWFRS Des Ld: 45.00 Mean Height:33.11 R J Brg Wid=- Min Req=- NCBCLL:0.00 Building Code: Creep Factor.2.0 TCDL:6.0 psf IBC 2018 Max TC CSI: 0.041 F Brg W id=- Min Req=- Soffit: 2.00 BCDL:4.2 pst Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to 1112 TPI Std: 2014 Max BC CSI: 0.293 Maximum Top Chord Forces Per Ply(lbs) Spacing:24.0" C&C Dist a:3.0011 Rep Fac:Varies by Ld Case Max Web CSI: 0.385 Chords Tens.Comp. Loc.from endwall:Any FTIRT:4(0}r4(0) GCpi:0.18 Plate Type(s): B-C 11 -586 Wind Duration:1.60 WAVE VIEW Ver.21.02.008.1108.20 Maximum Bot Chord Forces Per Ply(lb.) Lumber Chards Tens.Comp. Top chord 2x4 HF#2 Bot chord 2x6 HF#2 H-G 525 -11 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(lbs) Nallnota Webs Tens.Comp. Webs Tens. Comp. Nail Schedule:0.120"x3',min.nails Top Chord:1 Row @12.00"o.c. B-1 12 -521 H-C 419 -19 Bot Chord:2 Rows @ 2.50"o.c.(Each Row) B-H 755 -14 C-G 14 -683 Webs :1 Row @ 4"o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads —(Lumber Dur.Fac.=1.15/Plate Dur.Fac..1.15) TC:From 36 plf at 0.00 to 36 pif at 5.06 BC:From 9 plf at 0.00 to 9 pit at 5.06 BC:1256 lb Conc.Load at 0.58,2.58,4.58 Wind BRED PRO Wind loads and reactions based on MWFRS. `g� act I N�c� IS/ O End verticals not exposed to wind pressure. w� 83294 il PE 9 Additional Notes LC Truss must be installed as shown with top chord up. OREGON 4 VLv 14,2p00 Q/ 4SSell Tao* Renewal 6/30/2024 II/28/2022 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tina Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.9ox468 Trusses require extreme care in fabricating,handlin shipping,installing,and bracing. Refer to and follow the latest edition of OCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)Igor safety practices prior to perfo ing these functions. Installers shall pros de to porary 15031357-211e bracing per SCSI.Unless noted otherwise,top chord shall have roper) attached structural sheathingand bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,87 or 81U as applicable. Appl plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE.drawings 160A-Z for standard plate positions.Refer to lobs General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the .xewrew.«. truss in conformance with ANSI/TPI 1, or for handling shipping installation andry bracing of trusses. A seal on this drawing or cover pwe 155 Harlem listing this drawing indicates acceptance of professional engne.nng respoANSIRyis1 lellyoor the design shown.The suitability and use o is nth Harlem AveA e Floor drawing for any structure is the responsibility of the Building-Designer pet SS North Guiding, ew,IL g,4th For more information see these web sites:Alpine:alpineilw.Com;TPI:1pinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org:AWC:awc.orp SEON:340797 MONO Ply: 2 Job Number: 0722001 Cuat:R7175 JRet1XL171750002 Tag FROM:MG Qty: 1 Tigard Senior Housing Drallo: Page 2 of 2 Truss Label: CGR1 ... / ... 11/28/2022 0.25 12 E 3X5 =3X5 III 1.5 4 AB DE • V\. /'VV J 1[.5X4 =5X5 =3X5F Ii Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 0.04 -0.00 - - - 2 2x4 HF#2 1.00" Plywd B - C 10.84 -586.37 0.005 0.037 0.041 1 2x4 HF#2 31.10" Plywd C - D 0.17 -4.51 - 0.028 0.028 1 2x4 HF#2 27.67" Plywd D - E 0.00 -0.04 - - - 2 2x4 HF#2 1.00" Plywd J - I 0.00 -0.00 - - - 1 2x6 HF#2 1.00' Dieph I - H 3.94 -0.12 - 0.218 0.219 1 2x8 HF#2 27.63" Dlaph H - G 524.60 -10.60 0.081 0.212 0.293 1 2x6 HF#2 31.12" Dlaph G - F 0.00 -0.00 - - -- 1 2x6 HF#2 1.00" Diaph B - I 12.30 -520.82 0.012 0.026 0.038 1 2x4 HFStand+HFStud 18.45" - B - H 755.33 -13.83 0.385 - 0.385 1 2x4 HFStand+HFStud 30.37" - H - C 419.50 -19.24 0.214 - 0.214 1 2x4 HFStand+HFStud 19.02" - C - G 13.79 -683.23 0.170 - 0.170 1 2x4 HFStand+HFStud 30.72" - D - G 2.77 -24.46 - 0.031 0.031 1 2x4 HFStand+HFStud 19.60" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deftX(L) deflX(T) A 0.00' 32.91' 0.00" U999 0.00" 1/999 0.00" 0.00" B 0.08' 32.92' 3X5 0.96 0.78 N 0.00" L/999 0.00" L/999 0.00" 0.00" C 2.67' 32.97' 3X5 0.96 0.54 N 0.00" L/999 0.01" U999 0.00" 0.00" D 4.98' 33.02' 1.5X4 0.96 0.34 N 0.00" L/999 0.00" L/999 0.00" 0.00" E 5.06' 33.02' 0.00" L/999 0.00' L/999 0.00" 0.00" F 5.06' 31.01' 0.00' L1999 0.00" U999 0.00" 0.00" G 4.98' 31.01' 3X5 0.98 0.79 N 0.OD" U999 0.00' L/999 0.00" 0.00" H 2.39' 31.01' 5X5 0.96 0.98 N 0.00" U999 0.02" L/999 0.00" 0.00" I 0.08' 31.01' 1.5X4 0.96 0.82 N 0.00" L/999 0.00' U999 0.00" 0.00" J 0.00' 31.01' 0.00" U999 0.00" U999 0.00" 0.00" Loads ustg option:User Modified Load Cases- _______________._._._._-_-------.-.------- _-_-_-_-_________- --_------------------ (STD.AUTO.LOAD][OC 24.00](DF 1.15][NM 2] [Roof Snow Load][OC 24.00fDF 1.15][NM 2] Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:Yes 11 PLF @ 0.0 to 11 @ 5.1[y=36.2]1 0%j 22 PLF @ 0.0 to 22 @ 5.1(y=36.2J( 0%1 25 PLF @ 0.0 to 25 @ 5.1(y=36.2][100%] 22 PLF @ 0.0 to 22 @ 5.1[y=36.2][100%] 9 PLF @ 0.0 to 9 @ 5.1(y=25.8)t 0%] 18 PLF @ 0.0 to 18 @ 5.1[y=25.81( 0%] 1256.46 Lbs.@ 0.6,25.8 Angle=270 Brg.#1 VertR= 156.9#Hor.R= 0.0# 1256.46 Lbs.@ 2.6,25.8 Angle=270 Brg.#2 Vert.R= 156.9#Hor.R= -0.0# 1256.46 Lbs.@ 4.6,25.8 Angle=270 --------------- --------------- Brg.#1 Vert.R= 1958.5#Hor.R= 0.0# Brg.#2 Vert.R= 2038.7#Hor.R= -0.0# -------- "'WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Inns Components of Oregon,o-w. 'IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.905488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius IXi 97113 Component Safety Information,by TPI and SBCA)for safetyP practices pnor to perforining these functions. Installers shall provide temporary (503)357-2118 bracingper J3CSI.Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall hate a properly attached gqid ceiling.Locations shown for permanent lateral resraint of webs shall have bracing instlled per BCSI sections B3,B7_ or 810, as applicable. AppT plates to each face.o truss and position as shown above and on the Jon Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to Jobs General Notes page(or additional information. Alpine,a division of ITW Buildin4Compone nts Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSI/I PI 1, or for handling, shipping,,installation,and bracing of trusses. A seal orthis drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional enomeenrw responsibility solelv1or the design shown.The suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Glenview,Building, g.4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.cam;ICC:iccsafe.org;AWC:awc.org SEQN:340801/ HIPS Ply. 2 Job Number. 0722001 Bust:R7175 JRet1XL171750002 T82 FROM:MG Qty. 1 Tigard Senior Housing DnwNo: 332.22.0740.13592 Page 1 of 3 Truss Label: CGR2 BFR / RTT 11/28/2022 > < 2 Complete Trusses Required I 254'2 1' 4'4'13 i 9'094 i 13'1'12) 17'911 I 27318 i 24'1PI0 i 31'0"13 i 3574 I Wail 4'4'13 4'89 4'094 4715 4'514 2'e'2 4'4'11 4'2'7 3710I 0.25 12 _ __ _ -4X8 II11.5X4 4Xa T4 K L A ><B =-1 X14 C D T2 - F T3 an -3II 1 j T in T a a 11 ��. � _ -I 1 i 1 X W V U T S R 0 P 82 0 "N M 112X4 =5X7 w3X10 wSS0514 w5X5 w3X7 =4X8 m 4X12 1111.5X4 i 355" ) 3'0'14-i 35' i 4'4'11 i 49'3 _i 4594 i 4'49 i 75'14 7 7e"2� 4'4"3 i 4695 i 3'2904 4'4'11 87'14 13'1'12 17'8'3 20' ' 22' 24'8' 30'e'5 357 4 3851 F 28'18 Loading Criteria(psf) Wind Criteria Snow Criteria (Pg,Pf In PSF) DeS/CSI Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in Ix L/defl U# Gravity Non-Gravity TOOL: 11.00 Speed: 96 mph Pf:11.0(specifed) Ce:1.0 VERT(LL): 0.593 F 714 360 Loc R+ I R- /Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 1.058 F 400 240 X 2433 /- 1- 1- 149 1- BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.074 N - - N 3255 I- I- l- 129 /- Des Ld: 45.00 FXP.B Kzt: HORZ(TL): 0.131 N - - Wind reactions based on MWFRS Mean Height:33.05 ft Building Code: Creep Factor:2.0 X Brg Wid=5.5 Min Rep= 1.5(Truss) Soffit: 2.0 TCDL:6.0 psf N Brg Wid=5.5 Min Req= 1.5(Truss) Soffit: 2 00 IBC 2018 Max TC CSI: 0.856 BCDL:4.2 psf Bearings X&N area rigid surface. 669 2014 Max BC CSI: 0. Load Duration:1.15 MWFRS Parallel Dist:0 to W2 TPI Std: Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.85 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.845 Maximum Top Chord Forces Per Ply Ohs) Loc.from endwall:Any FT/RT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): B-C 3-2468 F-0 83 -6748 Wind Duration:1.60 WAVE,18SS VIEW Ver:21.02.008.1108.20 C-D 20-4005 G-H 73 -6689 Lumber Wind D-E 34-5096 H-I 61 -5753 Top chord 2x10 DF-L#2 T2 2x4 HF#2; Wind loads and reactions based on MWFRS. E-F 49-5980 I-J 29 -2939 T3 2x4 DF-L 2400f-2.OE;T4 2x6 DF-L 2400f-2.OE; End verticals not exposed to wind pressure. Bot chard 2x4 DF-L 2400f-2.0E Maximum Sot Chord Forces Per tbs B2 2x6 DF-L 2400f-2.0E; Right cantilever is exposed to windPly( ) Webs 2x4:HF Standard+HF Stud:W2 2x4 HF#2; Chords Tens.Comp. Chords Tens. Comp. W-V 2449 -2 R-Q 6779 -67 Bracing V-U 4081 -23 Q-P 8537 -72 (a)Continuous lateral restraint equally spaced on U-T 5093 -34 P-O 5577 -61 member. T-S 6044 -53 O-N 2812 -30 Nailnote S-R 6044 -53 Nail Schedule:0.120"x3',min.nails Top Chord 1 Row @12.00-o.c. Maximum Web Forces Per Ply(lb.) Bot Chord:1 Row @12.00"o.c. Webs Tens.Comp. Webs Tens. Comp. Webs :1 Row @ 4'o.c. B-X 33-1194 F-R 772 -82 Use equal spacing between rows and stagger nails B-W 2572 -2 G-Q 0 -487 in each row to avoid splitting. C-W 23 -772- -H 991 -7 Special Loads ���1y0 PROpFs, V-VD 1657 --19 H135 P-P 1163117 -1321 TC:From 72plfat1.1-35 tote 72pHatt538.49 .5 Qi�G1N,4.. >O D-U 1116 -11 1-0 35 -2854 BC:From 4 plf at -3.50 to 4 pilot 0.00 it Z E•U 25 -441 O-J 1228 0 BC:From 18 plf at 0.00 to 18 plf at 38.49 �� 83294PE y E-T 973 -16 J-N 33 -3049 BC:1959 lb Conc.Load at 24.82 �� T-F 28 -439 Plating Notes All plates are 3X5 except as noted. .r� OREGON Purllna ~4 'VLy l4,90e ,(0 In lieu of structural panels use purlins to brace all flat **ell Tan x- TC(a)24"oc. Renewal 8/30/2024 i 028/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Toe Componentsol Oregon,Ins. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box488 Trusses require extreme care in fabricating,handlingg,�shipping,installing and bracing.. Refer to and follow the latest edition of SCSI(Building Com&ius OR 97113 Component Safety Information,by TPI and SBCA)tOr safety practices prior to performing these functions. Installers shall provide temporary (503p57-2118 bracing per SCSI Unless noted otherwise,top chord shall hove pproper attached structural sheathingand bottom chord shall ha�LQa properly attached rigid ceiling Locations shown for(permanent lateral restraint of webs shall have bracing instlled per BCSI sections B3,87 or B10, .4164. as applicable. Apply plates to each lace.o truss and position as shown above and on the Joint"Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building_Components GroupInc.shall not,be responsible for any deviation from this drawing,any failure to build the Asm,,maneav truss in conformance with ANSI/TPI 1, or for handlg, shipping installation and bracing off trusses. A seal oath's drawing or cover page 155 Harlem Ave l listing this drawing indicates acceptance of professional nal engine frog responsibilitysolelylor the design shown.The suitability and use o this North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Glenview,IL8.4th [For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org SEON:340801 HIPS Ply: 2 Job Number: 0722001 oust:R7175 JRef:1XL171750002 T82 FROM:MG City: 1 Tigard Senior Housing DrwNo: Page 2 of 3 Truss Label: CGR2 ... I ... 11/28/2022 0.25 12 =4X8T4 I➢1.KX4 L =5X7 =12C14 D T2 E F T3 =8 G 8 =3H7=4X8 J A B (e) (a) X W V U T S R Cl P B2 O N M 1112X4 =5X7 =3X10 wSS0514 w5X5 m3X7 =4X8 m4X12 III .5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 2.77 -0.34 - 0.115 0.115 1 2x10 OF-L#2 42.01" Plywd B - C 2.57 -2457.51 0.013 0.117 0.130 1 2x10 DF-L#2 52.75" Plywd C - D 19.88 -4004.54 0.249 0.223 0.472 1 2x4 HF#2 56.21" Plywd D - E 33.88 -5096.09 0.393 0.180 0.573 1 2x4 HF#2 48.92" Plywd E - F 48.56 -5979.72 0.398 0.136 0.533 1 2x4 DF-L 2400f-2.0E 55.92" Purl 24 F - G 83.08 -6748.25 0.506 0.150 0.656 1 2x4 DF-L 2400f-2.0E 53.86" Purl 24 G - H 72.76 -6688.74 0.127 0.110 0.238 1 2x6 DF-L 2400f-2.OE 32.05" Plywd H - I 61.27 -5752.55 0.094 0.110 0.205 1 2x6 DF-L 2400f-2.OE 20.00" Plywd I - J 29.45 -2989.00 0.027 0.104 0.130 1 2x6 DF-L 2400f-2.OE 52.70" Plywd J - K 58.75 -52.26 - 0.107 0.107 1 2x6 DF-L 2400f-2.0E 50.95" Plywd K - L 58.98 -53.49 - 0.107 0.107 1 2x6 DF-L 2400f-2.0E 38.69" Plywd X - W 9.16 -0.00 - 0.028 0.029 1 2x4 DF-L 2400f-2.OE 52.69" Diaph W - V 2448.54 -1.83 0.211 0.061 0.271 1 2x4 DF-L 2400f-2.0E 52.69" Diaph ✓ - U 4081.48 -23.39 0.351 0.081 0.432 1 2x4 OF-L 2400f-2.OE 52.37" Diaph U - T 5093.31 -33.65 0.438 0.064 0.502 1 2x4 OF-L 2400f-2.OE 52.42" Diaph T - S 6044.05 -52.78 0.520 0.149 0.669 1 2x4 DF-L 2400f-2.0E 53.86" Diaph S - R 6044.39 -52.56 0.331 0.085 0.418 1 2x6 DF-L 2400f-2.OE 53.86" Diaph R - Q 6778.79 66.68 0.371 0.095 0.466 1 2x6 OF-I.2400f-2.OE 32.10" Diaph O - P 6537.49 -71.60 0.358 0.169 0.527 1 2x6 OF-L 2400f-2.OE 20.00" Diaph P - 0 5577.43 -61.23 0.305 0.095 0.401 1 2x6 OF-L 2400f-2.OE 52.69" Diaph O - N 2812.46 -30.25 0.154 0.088 0.242 1 2x6 DF-L 2400f-2.0E 54.44" Diaph N - M 0.03 -0.51 - 0.088 0.088 1 2x6 DF-L 2400f-2.0E 38.63" Diaph B - X 32.74 -1194.38 0.057 0.051 0.108 1 2x4 HFStand+HFStud 11.32" - B - W 2572.24 -2.47 0.541 - 0.541 1 2x4 HF#2 49.80" - C - W 23.15 -772.10 0.162 - 0.162 1 2x4 HFStand+HFStud 18.17" - C - V 1657.35 -18.79 0.845 - 0.845 1 2x4 HFStand+HFStud 52.44" - ✓ - 0 26.69 -565.32 0.119 - 0.119 1 2x4 HFStand+HFStud 19.27" - D - U 1116.08 -11.33 0.569 - 0.569 1 2x4 HFStand+HFStud 52.54" - E - U 24.93 -440.85 0.094 - 0.094 1 2x4 HFStand+HFStud 20.29" - E - T 973.36 -16.36 0.496 - 0.496 1 2x4 HFStand+HFStud 52.96' - T - F 27.69 -438.93 0.094 - 0.094 1 2x4 HFStand+HFStud 20.29" - F - R 772.35 -61.92 0.394 - 0.394 1 2x4 HFStand+HFStud 53.57' - R - G 108.69 -203.04 0.051 - 0.051 5 2x4 HFStand+HFStud 1829" - G - a 0.00 -486.76 0.121 - 0.121 5 2x4 HFStand+HFStud 32.87" - Q - H 991.06 -7.42 0.506 - 0.505 1 2x4 HFStand+HFStud 16.8T - H - P 17.44 -1321.38 0.283 - 0.283 1 2x4 HFStand+HFStud 20.92" - P - I 1163.37 -0.00 0.593 - 0.593 1 2x4 HFStand+HFStud 17.28" - I - 0 35.24 -2853.82 0.653 - 0.853 1 2x4 HFStand+HFStud 52.14" a 1x4 CLB O - J 1225.69 -0.00 0.825 - 0.825 1 2x4 HFStand+HFStud 18.38' - J - N 32.72 -3048.56 0.699 - 0.699 1 2x4 HFStand+HFStud 52.51" a 1x4 CLB K - N 19.66 -238.09 0.050 - 0.050 1 2x4 HFStand+HFStud 19.48" - N - L 61.99 -69.94 0.032 - 0.032 1 2x4 HFStand+HFStud 39.00" - L - M 5.71 -33.53 - 0.005 0.005 1 2x4 HFStand+HFStud 20.25" - "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 4b8 Trusses require extreme care in fabricating, andling shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building Comelos OR 97113 ComponentSafety Information,byTPI an BCA fbi sae practices nor to performing these functions. Installers shall provide temporary (503)357.2118 bracing per BCSI.Unless noted oherwi top chord shall have properlyattac0�structural sheathing_and bottom chord shall have a per y attachap rigid ceiling.Locations shown t pehnanent lateral restraint owebs shal have bracing installed per BCSI sections 83,137,6rr 610, as applicable. Appl plates to each face,of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE 'drawings 160A-Z for standard plate positions.Refer to fob's General Notes page for additional information. Alpine,a division of ITW Bu'I in Components Group Inc.shall not be responsible for any deviation from this drawing,any.failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,.installation and bracingof trusses.. A seal on this drawing or cover page Harlem Ave listing this drawing,indicates acceptance of professional engineering respnsibilit solely/or t e design shown.The suitability and use o is 155th eFloor drawing for any structure is the responsibility of the Bwiding"Designer per ANSI/TPI 1 c.2. Glenview,orth ILBuilding,4 4th For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.Orq;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.orq SEON:340801 HIPS Ply: 2 Job Number: 0722001 Cusp R7175 JRef.1XL171750002 782 FROM.MG Qly: I Tigard Senior Housing DrwNo: Page 3 of 3 Truss Label: CGR2 ... / ... 11/28/2022 0.25 12 v =4X8 III 1.5X4 -SX7 w1 C F 74 72 =6 T3 =8G8 -H7-4X8 j T4 K L A B (a7 (a) X W V U T S R O P B2 O ' N M III2X4 m5X7 =3X10 =SS0514 w5X5 w3X7 w4X8 w4X12 1111.5X4 Joint a y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) defiX(T) A -3.50' 32.32' -0.17" U242 -DA5" L/94 0.00" 0.00" B 0.00' 32.40' 5X7 0.96 0.96 N 0.00' L/999 0.00" L/999 0.06" 0.12" C 4.39' 32.61' 12X14 0.96 0.97 N 0.23" L/999 0.60" L/702 0.07' 0.13" D 9.0T 32.82' 3X5 0.96 0.91 N 0.44' U961 1.13" 1)374 0.06" 0.11" E 13.15' 32.91' 6X8 0.96 0.95 N 0.55" 11767 1.42" L/298 0.05" 0.08" F 17.81' 32.91' 3X5 0.96 0.69 N 0.59" 1/714 1.52" U277 0.03" 0.05" G 22.29' 32.86' 8X8 0.96 0.95 N 0.55" U763 1.42" L/297 0.00" 0.02" H 24.96' 32.87' 3X7 0.96 0.91 N 0.49" U872 1.25" U339 0.00" 0.00" I 26.63' 32.91' 4X8 0.96 0.77 N 0.43" L/991 1.1D" U385 0.00' 0.00" J 31.02' 33.00' 4X8 0.96 0.82 N 0.22' U999 0.57" U740 -0.01" 0.02" K 35.27' 33.09' 1.5X4 0.96 0.39 N 0.00" U999 0.00" L/999 -0.02" 0.03" L 38.49' 33.16' 3X5 0.96 0.84 N -0.14" U269 -0.37" U104 -0.02" 0.04" M 38.49' 31.01' 1.5X4 0.96 0.42 N -0.14" U269 -0.3T L/104 0.07" 0.13" N 35.2T 31.01' 4X12 0.96 0.84 N 0.00" U999 0.00" U999 0.07" 0.13" O 30.73' 31.01' 4X8 0.96 0.77 N 0.24" L/999 0.61" 1.1894 0.07" 0.12" P 26.34' 31.01' 3X7 0.96 0.88 N 0.44" U964 1.13" U375 0.06" 0.10" Q 24.68' 31.01' 5X5 0.96 0.87 N 0.50" U854 1.27" U332 0.05' 0.10" R 22.00' 31.01' 3X5 0.96 0.69 N 0.56" 11755 1.44" 11294 0.05" 0.08" S 20.00' 30.97' SS0514 0.96 0.62 N T 17.51' 30.93' 3X5 0.96 0.88 N 0.59" 1/714 1.52" U278 0.03" 0.06" U 13.15' 30.93' 3X5 0.96 0.91 N 0.55" 11768 1.41" L/299 0.02" 0.03" ✓ 8.78' 30.93' 3X10 0.96 0.94 N 0.43" L/983 1.11" U382 0.00" 0.01" W 4.39' 30.93' 5X7 0.96 0.94 N 0.23" L/999 0.60" 1.7706 0.00" 0.00" X 0.00' 30.93' 2X4 0.96 0.83 N 0.00" U999 0.00' 1/999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD](OC 24.00][DF 1.15][NM 2] [Partial Unbal.Rt]IOC 24.001[13F 1.25][NM 2] Load Case:1 User Modified:No Load Case:5 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 4.4(y=36.4][ 0%] 22 PLF @-3.5 to 22 @ 4.4[y=36.41( 0%] 22 PLF @ 4.4 to 22 @ 13.1[y=36.4)1 0%] 22 PLF @ 4.4 to 22 @ 13.1[y=36.4][ 0%] 22 PLF @ 13.1 to 22 @ 22.3[y=36.41] 0%] 22 PLF @ 13.1 to 22 @ 22.3[y=36.41I 0%] 22 PLF @ 22.3 to 22 @ 38.5[y=36.4][ 0%] 22 PLF @ 22.3 to 22 @ 38.5[y=36.411 0370] 4 PLF @-3.5 to 4 @ 0.0(y=25.8][ 0%] 4 PLF @-3.5 to 4 1„:„' 0.0[y=25.81( 0%] 50 PLF @-3.5 to 50 @ 4.4[y=36.41[100%] 50 PLF @-3.5 to 50 @ 4.4[y=36.4](100%1 50 PLF @ 4.4 to 50 @ 13.1[y=36.41[100%1 50 PLF @ 4.4 to 50 n_ 13.1 1y=36.4][100%1 50 PLF @ 13.1 to 50 @ 22.3[y=36.4][100%] 50 PLF @ 13.1 to 50 @ 22.3[y=36.41[100%1 50 PLF @ 22.3 to 50 @ 38.5[y=36.4][100%] 50 PLF @ 22.3 to 50 @ 35.2[y=36.41[100%1 18 PLF @ 0.0 to 18 @ 20.0[y=25.B]( 0%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.8)( 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8][ 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.81( 0%] 1958.50 Lbs.@ 24.8,25.8 Angle=270 Brg.#1 Vert.R= 1860.6#Hor.R= -0.0# Brg.#1 Vert.R= 2433.4#Hor.R= -0.0# Brg.#2 Vert.R= 1704.6#Hor.R= -0.0# Brg.#2 Vert.R= 3255.3#Hor.R= 0.0# _-__-_-_-_-___-_-_-____== _-_-_-_ "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Cornoonenls of Oregon,Inn, "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing.,Refer to and follow the latest edition of�CSl(Building Cornelius OR 97113 Component Safety Information,by TPI end SBCA)Mr safety practices pprior to performing thesa functions. Installers shall provide temporary (503)357211e bracing per SCSI.Unless noted olherwise,top chord shall have properly attached structural sheathingand bot]orn.chord shall have a prope9rly attachedrigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B,3,B7 or BID, as applicable. AppT plates to each face,of truss and position as shown above and on the JointDetails, unless noted otherwise. Refer to ALPINE , drawings 160A-Z for sandard plate positons.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/PI 1, or for handling, shipping, installation,and bracingof trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professiynal en ineering responsibility solely for the design shown.The suitability and use of is North arlemng,4th Floor drawing for any strcture is the responsibility of the Building-Designer per ANSIfTPI 1 Sec.2. North Bw Building, g,4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org I SEQN:340805/ HIPS Ply: 2 Job Number. 0722001 Cast R 7175 JRef:1XL171750002 T64 FROM:MG ply: 1 Tigard Senior Housing DrwNo: 332.22.0740.13935 Page 1 of4 Truss Label: CGR3 BFR / RTT 11/28/2022 I 5 _ ,s 2 Complete Trusses Required 22.3'¢ 24 1 4413 9'0'14 I 13'5'4 I 18'5'12 _I 19'0'13 25'3"8� 2'8B 31P9 42' 27'11'I12 31'0"5I 35'3'4 I 38'5'14 4'4'13 4'8"1 4'4'6 5'0'8 1'5 1 2'11"1 15 3'290I 0.25 12 -w H0508 w3X10 I111.5X4 III1.5X4 =6X12 w 5X5 5X7 w10Xl2 D T2 E F G H I T3 J K L T4 M N T - A B _ _ a T_ _L Z, Y X W V U T S R a w4X12 1111:X4 w4X8 w4X5 w-3X7 w-850514 =5X5 B2 -4X8 Jr 35'5' A 3'0'14--I ---36' 4'4"3 I 4'5'3 4'4'6 4'8"3 _� 2'4'1I 2' I 2'10"8� 3'18 1 2'92 i 4'6'7 _I- 3'290I 4'4'3 8'9'6 13'1'12 17715 20' 22' 2490" 27'11" 1 30'8"1 353.4 38'5"14 Loading Criteria(pat) Wind Criteria Snow Criteria inapt In PSF) Dsf lCSI Criteria •Maximum Reactions(Tbs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Udell L#f Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(speclfied) Ce:1.0 VERT(LL): 0.634 F 687 360 Loc R. /R- /Rh /Rw (U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 1.188 F 356 240 Z 2608 /- /- /24 /50 /- BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.080 C - - P 3424 /- /- /27 /30 /- Des Ld: 45.00 EXP.B Kzt NA HORZ(TL): 0.150 C - - Wind reactions based on MWFRS Mean Height:33.05 ft NCBCLL:0.00 TCDL:6.0 psi Building Code: Creep Factor:2.0 Z Brg Wid=5.5 Min Reg= 1.5(Truss) P Brg Wid=5.5 Min Reg= 1.5(Truss) Soffit: 2.00 IBC 2018 Max TC CSI: 0.896 BCDL:4.2 psi WI Std: 2014 Max BC CSI: 0.685 Bearings Z&P are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 Rep Fac:Varies by Ld Case Max Web CSI: 0.725 Members not listed have forces less than 3759 Spacing:24.0" CSC Dist a:3.65 fl Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:4(0v4(0) Chords Tens.Comp. Chords Tens. Comp. GCpl:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS,18SS VIEW Ver:21.02.006.1108.20 B-C 3-2683 G-H 48 -6278 C-D 21 -4415 H-I 61 -8807 Lumber Wind D-E 35-5651 I-J 71 -6702 Top chord 2x10 OF-L#2 T2 2x4 HF#2; Wind loads and reactions based on MWFRS. E-F 48-6282 J-K 51 -4946 T3 2x4 DF-L#18.Bet.;T4 2x4 DF-L 2400f-2.0E; End verticals not exposed to wind pressure. F-G 48-8280 K-L 30 -3W5 Bot chord 2x4 DF-L 2400f-2.0E B2 2x6 DF-L 2400f-2.0E; Right cantilever Is exposed to wind Webs 2x4:HF Standard+HF Stud:W2,W4,W6,W B, Maximum Sot Chord Forces Per Ply(lbs) W13,W15,W17,W19,W212x4 DF-L#2; Chords Tens.Comp. Chords Tens. Comp. Nallnote Y-X 2674 -2 T-S 6810 -64 X-W 4503 -25 S•R 6561 -71 Nail Schedule:0.120"x3',min.nails W-V 5719 -39 R-Q 4968 -51 Top Chord:1 Row @12.00'o.c. 6576 -59 Q-P 2907 -30 Bot Chord:1 Row @12.00'o.c. V V--U UT 6576 -59 Webs :1 Rowe 4"o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Maximum Web Forces Per Ply(lbs) Webs Tens.Comp. Webs Tens. Comp. Special Loads -(Lumber Dur.Fac=1.15/Plate Dur.Fac=1.15) B-Z 33-1282 V-H 45 -421 TC:From 72 plf at -3.50 to 72pH at 38.49 EO PRO/c B-Y 2811 -3 H-T 381 -76 BC:From 4 pit at -3.50 to 4 Of at 0.00 CR FS C-Y 23 -847 S-J 1053 -1 BC:From 18 plf at 0.00 to 18 pH al 38.49 `c: G I N F S/O C-X 1856 -20 J-R 25 -1968 -2 BC:2039 lb Conc.Load at 24.8218� G CS .' 83294PE � 9 D-W 1262 --1111 96 K-Q 1126 -2327 Ce 0,„,.-- W-E 26 -500 Q-L 1353 0 Plating Notes - E-V 618 -16 L•P 33 -3178 All plates are 3X5 except as noted. Purling O R EG O N In lieu of structural panels use purlins to brace all flat 'Zty 14,20 TC C'24"oc. 4S+Se P' fl Tan Renewal 6/30/2024 11/28/202. "`WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Thew Cot/voweaf Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 46e Trusses require extreme care in fabricating,handling shipping,installingand bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fb)safety practices odor to performing these functions. Installers shall provide temporary (5031337.211e bracingper BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bogornchord shall ha a progppe0rty attaches gid ceiling.Locations shown for permanent lateral resraint of webs shall have brpacmqq installed per BCSI sections 83,B7_ or BTO, as applicable. Apply plates to each face of truss and position as shown above and on the Jant-Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building.Components Group Inc.shall nape responsible for any deviation from this drawing,any failure to build the wrrvrtnv..w truss in conformance with ANSI/TPI 1, or for handling shipping, installation and brawn of busses. A seal on this drawing or cover page, 155 Harlem Ave listing thisdrawing,indicates acceptance of profession I engineering responsibility solely-tor the design shown.The suitability and use a 1s North 4th Floor drawing for any structure is the responsibility of the Bulildinguesigner per ANSI/TPI 1 Sc.2. N Bw Building,L 6 4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org SEON:340805 HIPS Ply: 2 Job Number: 0722001 Coat R 7175 JRef:1XL171750002 T64 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 2 of 4 Truss Label: CGR3 ... I .,. 11128/2022 025 12 50H0508 w3X10 1111.5X4 --5X7 ---10X12 T2 81.FXG H A I T3 -6K2 -5L5 T4 M N B C D E _ � W4 ry. - .. � - r.� W2 Z Y X W V U T S R O O -4X8 =4X5 =3X7 =SS0514 =5X5 B2 =5X5 =4X12X12 1111.5X4 =4X8 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 2.77 -0.34 - 0.088 0.089 1 2x10 DF-L#2 42.01" Plywd B - C 3.14 -2683.09 0.015 0.090 0.105 1 2x10 DF-L#2 52.75" Plywd C - D 21.22 -4415.24 0.301 0.211 0.512 1 2x4 HF#2 56.21" Plywd D - E 35.06 -5650.56 0.491 0.269 0.760 1 2x4 HF#2 52.39" Plywd E - F 48.32 -6281.74 0.577 0.235 0.812 1 2x4 HE#2 50.68" Plywd F - G 48.21 -6279.74 0.479 0.042 0.521 1 2x4 HF#2 26.9T Plywd G - H 48.07 -6278.38 0.698 0.124 0.822 1 2x4 DF-L#18Bet. 26.97" Purl 24 H - I 61.32 -6807.13 0.802 0.094 0.896 1 2x4 DF-L#18Bet. 28.68" Purl24 I - J 70.86 -6701.64 0.776 0.120 0.895 1 2x4 DF-L#18Bet. 34.35" Purl 24 J - K 50.62 -4945.54 0.419 0.103 0.522 1 2x4 DF-L#18Bet. 33.88" Purl 24 K - L 29.78 -3095.14 0.070 0.050 0.120 1 2x4 DF-L 2400f-2.0E 36.53" Plywd L - M 40.16 -53.04 - 0.096 0.096 1 2x4 DF-L 2400f-2.0E 50.95" Plywd M - N 40.18 -52.42 - 0.096 0.096 1 2x4 DF-L 2400f-2.OE 38.67" Plywd Z - Y 8.30 -0.00 - 0.027 0.028 1 2x4 DF-L 2400f-2.0E 52.69" Diaph Y - X 2673.82 -2.39 0.229 0.065 0.294 1 2x4 DF-L 2400f-2.0E 52.69" Diaph X - W 4502.78 -24.75 0.386 0.085 0.471 1 2x4 DF-L 2400f-2.0E 52.37" Diaph W - V 5719.11 -38.51 0.490 0.087 0.577 1 2x4 DF-L 2400f-2.0E 54.17" Diaph ✓ - U 6575.53 -59.28 0.563 0.122 0.685 1 2x4 DF-L2400f-2.0E 52.11" Diaph U - T 6575.88 -59.07 0.358 0.053 0.411 1 2x6 DF-L 2400f-2.0E 52.11" Diaph T - S 6809.64 -63.99 0.371 0.138 0.509 1 2x6 DF-L 2400f-2.OE 34.35" Diaph S - R 6551.00 -70.79 0.356 0.111 0.468 1 2x6 DF-L 2400f-2.OE 37.85" Diaph R - 0 4968.21 -50.66 0.269 0.069 0.338 1 2x6 DF-L 2400f-2.OE 32.60" Diaph Q - P 2907.41 -30.03 0.156 0.064 0.220 1 2x6 DF-L 2400f-2.0E 54.44" Diaph P - 0 0.36 -0.86 - 0.064 0.064 1 2x6 DF-L 2400f-2.OE 38.63" Diaph B - Z 32.98 -1281.78 0.065 0.036 0.101 1 2x4 HFStand+HFStud 11.32" - B - Y 2810.69 -3.06 0.538 - 0.538 1 2x4 DF-L#2 49.80" - C - Y 23.40 -847.25 0.177 - 0.177 1 2x4 HFStand+HFStud 18.17" -- C - X 1855.55 -19.62 0.355 - 0.355 1 2x4 DF-L#2 52.44" - X - D 26.83 -637.84 0.134 - 0.134 1 2x4 HFStand+HFStud 19.2T - D - W 1262.50 -11.12 0.241 - 0.241 1 2x4 DF-L#2 52.54" - W - E 25.55 -499.50 0.106 - 0.106 1 2x4 HFStand+HFStud 20.36" - E - V 618.18 -16.40 0.117 - 0.117 1 2x4 DF-L#2 52.98" - F - V 15.53 -60.56 0.013 - 0.013 1 2x4 HFStand+HFStud 21.45" - ✓ - H 45.13 -420.82 0.106 - 0.106 4 2x4 HFStand+HFStud 33.19" - H - T 381.32 -75.69 0.179 - 0.179 4 2x4 HFStand+HFStud 31.92" - T - I 132.44 -95.27 0.067 - 0.067 2 2x4 HFStand+HFStud 19.62" - I - S 102.92 -315.39 0.060 - 0.060 2 2x4 DF-L#2 36.56" - S - J 1052.73 -0.53 0.537 - 0.537 1 2x4 HFStand+HFStud 19.62- - J - R 24.64 -1968.04 0.346 - 0.346 1 2x4 DF-L#2 34.3T - K - R 1196.13 -2.40 0.610 - 0.610 1 2x4 HFStand+HFStud 19.70" - K - 0 26.02 -2327.46 0.421 - 0.421 1 2x4 DF-L#2 35.14" - O - L 1352.57 -0.00 0.689 - 0.689 1 2x4 IiFStand+HFStud 20.38" -- L - P 33.21 -3177.69 0.725 - 0.725 1 2x4 DF-L#2 53.24" - M - P 19.98 -180.33 0.039 - 0.039 1 2x4 HFStand+HFStud 21.48' -- "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components sf Oregon,Inc, "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boo 455 Trusses require extreme care in fabricating,handling shipping installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fBr safety practices prior to pet loaning these functions. Installers shall provide temporary (503)357-2118 bracingper BCSI.Unless noted olflerwi ,top chord shall have rgperly attached I1ructu al shea)hin and bottomhord shall ha a pr fly attachd rigid ceili Locations shown for permanent lateral restraint of websshall have bracirw installed per B( ?sections 83 87 or 811� as applicable. y plates to each face o1 tru and position as shown above and on the Joint Petails, unless noted otherwise. Refer to ALPINE drawings 160A-Z or standard plate positions.Refer to jobs General Notes page for additional Information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformagn�ce with ANSI/TPI 1, or for handling, shipping,.U� installation and bracingbracing of trusses. A seal on this drawing or cover page 155 Harlem Ave drawing this any structure is the responsibility profession -Des gnerrperr responsibility . .the design shown.The suitability and use o�this North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEON:340805 HIPS Ply: 2 Job Number: 0722001 Cuet R717S JRef:1XL171750002 764 FROM:MG Oly: 1 Tigard Senior Housing DnvNo: Page 3 of 4 Truss Label: CGR3 ... I ... 11/28/2022 0.25 12 =H0508 =3X10 I111.5X4 =5X7 =10C12 D T2 III15X4 =6X12 ---5X5A B E F G H I T3 T4 M N J K L -. 8- W8_ �_' 'N '�_ W2 Z 19 =4X8 =4X5 W =3X7 =SS0514 T =5X5 82 =5X5 m4X12 I111:X4 =4XB P - N 63.76 -46.63 0.011 - 0.011 5 2x4 DF-L#2 40.07" - N - 0 5.50 -30.96 - 0.006 0.006 4 2x4 HFStand+HFStud 22.25" -- Joint x y Plate Cq JSI Method defiY(L) defiY(T) defiX(L) defX(T) A -3.50' 32.3T -0.19" U226 -0.51" U81 0.00" 0.00" B 0.00' 32.40' 5X7 0.96 0.85 N 0.00" U999 0.00" L1999 DOT 0.13" C 4.39' 32.61' 10X12 0.96 0.67 N 0.25" U999 0.69" L1614 0.08" 0.15" D 9.07' 32.82' 3X5 0.96 0.84 N 0.47" LI901 1.30" U326 O.OT 0.13" E 13.43' 32.92' 3X5 0.96 0.41 N 0.60" L1709 1.85" 1f256 0.06" 0.09" F 17.66' 33.00' 1.5X4 0.96 0.53 N 0.63" U667 1.75" L1241 0.03" 0.05" G 18.48' 33.0T H0508 0.96 0.68 N 0.63" U673 1.74" U243 0.02" 0.04" H 19.90' 33.02' 3X5 0.96 0.40 N 0.61" U688 1.70" 1/248 0.02" 0.03' I 22.29' 33.0T 3X5 0.96 0.48 N 0.5T U736 1.59" 11266 0.00" 0.00" J 25.16' 33.02' 3X10 0.96 0.97 N 0.50" U853 1.37" U308 0.00" 0.0T K 27.98' 33.02' 6X12 0.96 0.92 N 0.38" 1../999 1.06" U400 -0.02" 0.03" L 31.02' 33.08' 5X5 0.96 0.97 N 0.23" L1999 0.65" U651 -0.03" 0.05" M 35.2T 33.1T 1.5X4 0.96 0.39 N 0.00" Lf999 0.00" U999 -0.03" 0.06" N 38.49' 33.24' 3X5 0.96 0.44 N -0.16" U243 -0.44" U87 -0.04" O.OT O 38.49' 31.01' 1.5X4 0.96 0.47 N -0.16" 1/243 -0.44" U87 0.07" 0.14" P 35.2T 31.01' 4X12 0.96 0.85 N 0.00" 1/999 0.00" U999 0.07" 0.14" Cl 30.73' 31.01' 5X5 0.96 0.96 N 0.25" 11999 0.69' U609 0.07" 0.13" R 28.0T 31.01' 4X8 0.96 0.76 N 0.38" L/999 1.06" U399 0.06" 0.12" S 24.86' 31.01' 5X5 0.96 0.92 N 0.51" U834 1.40" U301 0.06" 0.11" T 22.00' 31.01' 3X5 0.96 0.48 N 0.58" 1.1728 1.61" U263 0.05" 0.09" U 20.00' 30.9T SS0514 0.96 0.67 N ✓ 17.66' 30.93' 3X7 0.96 0.65 N 0.63" U667 1.75" U241 0.03" 0.0T W 13.15' 30.93' 3X5 0.96 0.84 N 0.59" L/716 1.63" U259 0.0T 0.04" X 8.78' 30.93' 4X5 0.96 0.68 N 0.46' L/923 1.27" L/333 0.00" 0.01' Y 4.39' 30.93' 4X8 0.96 0.94 N 0.25" 1/999 0.68' L/618 0.00" 0.00" Z 0.00' 30.93' 3X5 0.96 0.83 N 0.00" L/999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 2] [Partial Unbal.Lt][OC 24.00j[DF 125][NM 2] [MWFRS-M.UPLIFT.LD](OC 24.00][DF 1.60][NM 2] Load Case:1 User Modified:Yes Load Case:4 User Modified:Yes Load Case:11 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF(§-3.5 to 22 CO 4.4(y=36.4]1 0%] 22 PLF @-3.5 to 22 @ 4.4[y=36.4][ 0%] -21 PLF @-3.5 to -21 cr 4.4[y=36.4][100%] 22 PLF @ 4.4 to 22©18.5(y=38.41 0%] 22 PLF @ 4.4 10 22 @ 18.5[y=36.4]( 0%] 11 PLF @-3.5 to 11 @ 4.4(y=36.4)( 0%] 22 PLF @ 18.5 to 22 @ 28.0[y=36.4][ 0%] 22 PLF @ 18.5 to 22 @ 28.0[y=36.4)[ 0%] -21 PLF a 4.4 to -21 @ 18.5[y=36.4][100%) 22 PLF @ 28.0 to 22 @ 38.5[y=38.4)[ 0%] 22 PLF @ 28.0 to 22 @ 38.5[y=36.4][ 0%) 11 PLF @ 4.4 to 11 @ 18.5(y=36.411 0%] 4 PLF @-3.5 to 4© 0.0[y=25.8][ 0%] 4 PLF @-3.5 to 4 @ 0.0(y=25.8][ 0%] -21 PLF @ 18.5 to -21 @ 28.0[y=36.4][100%] 50 PLF @-3.5 to 50 @ 4.4[y=36.4][100%) 50 PLF @ 35.2 to 50 @ 38.5[y=36.4][100%] 11 PLF @ 18.5 to 11 @ 28.0[y=36.4]( 0%] 50 PLF @ 4.4 to 50 @ 18.5[y=36.4]]100%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.8j( 0%] -21 PLF @ 28.0 to -21 @ 38.5[y=36.4][100%I 50 PLF @ 18.5 to 50 @ 28.0[y=36.4][100%] 18 PLF Q 20.0 to 18 @ 38.5(y=25.8l 0%) 11 PLF @ 28.0 to 11 @ 38.5[y=36.4)( 0%] 50 PLF @ 28.0 to 50 @ 38.5[y=36.41[100%] 1132.61 Lbs.@ 24.8,25.8 Angie=270 9 PLF @ 0.0 to 9 @ 20.0[y=25.81[ 0%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.81 0%J 906.09 Lbs.r_, 24.8,25.8 Angle=270 9 PLF @ 20.0 to 9 @ 38.5[y=25.8)( 0%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8]1 0%] 128.00 Lbs.@ 12.3,36.4 Angle=270 -39.04 Lbs.@ 24.8,25.8 Angle=270 !, "`WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Ines empanwes of Oregon,Inc. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa 468 Trusses ire extreme care in fabricatin ,handlln shipping,installin and bracing.. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 req�t d 6 pp 9. (503)357-2118 C°mngne r 3CgSI. Information,by TPI and SBCA)rdi a practicesp prior to performingto these functathinwan. bo o s proviav temporaryerl attar per BGSI.Unlessnoted Otherwise,topchard shallte lhavere ai of webs l have br cing_in ng and bottomrBC Ichordct shall 3.B a pro4 r, y 'attached cAlin Locationssto each a for ftss s restraint sho on bov shall have eracinft installed per BCSI d the 67 or r to asr wings 1 Zforry plates each face of truss and position as shown above and on dhe nalniDemat, unless noted otherwise. Defer to ALPINE drawings 16��A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building.�Components Group Inc.shall not.be responsible for any deviation from this drawing,any failure to build the .. truss in conformance with ANSI/TPI 1, or for handling, shipping,_Installation and bracing.of truses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional enotneenng responsibility solely-tor the design shown.The suitability and use of Res drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEQN:340805 HIPS Ply: 2 Job Number. 0722001 Gust R7175 JRaf:1%L171750002 T84 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 4 of 4 Truss Label: CGR3 ,,. / ... 11/28/2022 0.25 12 re H0508 =3X10 III1.5X4 1111.5X4 =8X12 =5X5 T4 M N =5X7 =10X12 D T2 E F G H I T3 J K L Z =4X8 =4X5 W =3X7 =SS0514 T =5X5 B2 =5X5 w4X12 III1.5XX4 =4X8 1132.61 Lbs.@ 24.8,25.8 Angle=270 128.00 Lbs.@ 18.5,38.4 Angle=270 65.28 Lbs.@ 12.3,36.4 Angle=270 906.09 Lbs. p 24.8,25.8 Angle=270 Brg.#1 Vert.R= 1535.7#Hor.R= -0.0# 65.28 Lbs.@ 18.5,36.4 Angle=270 128.00 Lbs.@ 12.3,36.4 Angle=270 Brg.#2 Vert.R= 2554.9#Hor.R= 0.0# Brg.#1 Vert.R= 23.8#Hor.R= -0.0# 128.00 Lbs.@ 18.5,36.4 Angle=270 ---- Brg.#2 Vert.R= 27.0#Hor.R= 0.0# _- Brg.#1 Vert.R= 2601.1#Hor.R= -0.0# [Partial Unbal.Rt][OC 24.001[DF 1.25][NM 2] ------------------ ------------_-_-_-- Brg.#2 Vert.R= 3423.8#Hor.R= -0.0# Load Case:5 User Modified:Yes ------------------------------ -- Repetitive Factors Used:No [Roof Snow Load][OC 24.00][DF 1.151[NM 2] 22 PLF @-3.5 to 22 @ 4.4[y=36.41[ 0%1 Load Case:2 User Modified:No 22 PLF @ 4.4 to 22 @ 18.5[y=36.4)[ 0%] Repetitive Factors Used:Yes 22 PLF @ 18.5 to 22 @ 28.0[y=36.4][ 0%) 22 PLF @-3.5 to 22 @ 4.4[y=36.41( 0%1 22 PLF @ 28.0 to 22 @ 38.5[y=36.4][ 0%] 22 PLF @ 4.4 to 22 @ 18.5[y=36.4][ 0%) 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] 22 PLF @ 18.5 to 22 @ 28.D[y=36.41[ 0%] 50 PLF ri -3.5 to 50 @ 4.4[y=36.41[100%1 22 PLF @ 28.0 to 22 @ 38.5[y=36.4][ 0%] 50 PLF @ 4.4 to 50 @ 18.5[y=36.4][100%1 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%1 50 PLF @ 18.5 to 50 @ 28.0[y=36.41[100%] 22 PLF @-3.5 to 22 @ 4.4[y=36.41[100%1 50 PLF 2 28.0 to 50 @ 35.2[y=36.4][100%] 22 PLF @ 4.4 to 22 @ 18.5[y=36.4)1100%1 18 PLF @ 0.0 to 18 @ 20.0[y=25.81[ 0%1 22 PLF @ 18.5 to 22 @ 28.0[y=36.4][100%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8)1 0%) 22 PLF @ 28.0 to 22 @ 38.5[y=36.41[100%1 1132.61 Lbs.@ 24.8,25.8 Angle=270 18 PLF @ 0.0 to 18 n 20.0(y=25.8)1 0%) 906.09 Lbs.@ 24.8,25.8 Angle=270 18 PLF @ 20.0 to 18 @ 38.5[y=25.8)( 0%) 128.00 Lbs.@ 12.3,36.4 Angle=270 Brg.#1 Vert.R= 1260.7#Hor.R= 0.0f/ 128.00 Lbs.@ 18.5,36.4 Angle=270 Brg.#2 Vert.R= 1293.8#Hor.R= -0.0# Brg.#1 Vert.R= 2608.5#Hor.R= -0.0# ------------------ --------------- Brg.#2 Vert.R= 3251.4#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 498 Trusses require extreme care in fabricating,handling shipping installingand bracing.,Refer to nd follow the latest edition of BOSI(Building Cornelius OR 97113 Component SafetyInformation,byTPI and SBCA)f-oi safety practices pior to performing these functions.a Installs shall provide temporaffly (503)3574116 bracing peer SCSI.Unless noted Otherwise,topchord shall have ro erly attached structural sheathingand bottom chord shall ha e a props y attachedrigid ceiling.Locations sown for pemanent lateral restraint of webs shall have bracing instlled per BCSI sections B3,B7 or 10, as applicablfl Appl plates to each face.of truss and position as shown above and on the JointDetails, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions.Refer to fobs General Notes page for additional Information. Alpine,a division of ITW Buildinq rf Compo nt Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing thisdrawing,indicates acceptance of professional enQneenng responsibility sotelvfor the design shown.The suitability and use of this North Building,a Floor drawing for any structure is the responsibility oft the Building esign r per ANSI/TPI 1 Sec.2. North Buil i g.4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacornponents.com;ICC:iccsafe.org;AWC:awc.org SEQN:304761/ HIPS Ply 1 Jab Number: 0722031 Cust:R 7175 JRef:1XL171750002 179 ' FROM MG Qty: 1 Tigard Senior Housing DrwNo: 332.22.0740.11436 Pegs 1 of 6 Inns Label: CS BFR I RTT 11128/2022 72"6 31'1'13 L_�38'55""14 1'3'2 3'8'10 I 27"11 I5,' 4'4'13 I T11.4 I I 13'5'9 I 1T5'4_I 22'2'15 ,2111"8 269"2 I2T5'3 35'5' 1363"6 �" 3'11"13 3'6'7 4'3"3 3'11"I1 49'11 8 39"10 81 4'3"3 1 '6 0.25 12 1115X7 =SXS w3X105 a3X10 T5 N5XX5 I111.5P(4 =6X10 =1 C14 T2 D E10 F T3 - ) I J T4 K L M A B T T -I- a a) a 4 N L L ` I1I 1 AC, AB AA Z Y X W V U B2 T Sft R CI III3X7 W2 =8X8 =3X10 =3X10 SS0514 =4X5 =3X10 =5X7 1113X5 1 355" A 30'14--I - 3'6" ) 4'4"3 I 4'3"11 I 4'4'11 I 411'3 I 2'5'4I '8i9 473 _I- 4'6"3 4'4'3 8T14 13'0'9 17'6'12 20' 2 '8' 307'5 35'1'8 38'5"4 L__1'11"7 3'8'2 ,10"8 21'11"� 26'4"2 1r'3'5_I111'14 Loading Criteria(ps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Udefl U# Gravity Non-Gravity TCOL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.967 G 436 360 LOG R* /R- /Rh I Rw I U l RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 1.099 G 383 240 AC 1853 /- /1600 /811 /39 /659 BCDL: 9.00 Risk Category:II Srx7w Duration:1.15 HORZ(LL): 0.134 Q - - S 3082 /-1404 /- /868 /498 /- Des Ld: 45.00 EXP.B Kzl.NA HORZ(TL): 0.160 Q - - Wind reactions based on MWFRS Mean Height:33.05 ft BuildingCode: Creep Fedor.2.0 AC Brg Wld=5.5 Min Req=2.0(Truss) NCBCLL:0.00 TCDL:6.0 psf S Brg Wid=5.5 Min Req=2.7(Truss) Soffit: 2.00 IBC 2018 Max TC CSI: 0.925 BCDL:4.2 psf WI Std: 2014 Max BC CSI: 0.694 Bearings AC&S are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:tJ2 to h Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.85 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.893 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FT/RT:4(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS,18SS VIEW Ver:21.02.008.1108.20 B-C 263-3499 I-J 2528 -8430 C-D 439-5648 J-K 1633 -8123 Lumber Wind D-E 441 -5834 K-L 509 -2935 Top chard 2x10 DF-L#2 T2 2x4 OF-L#2; Wind loads based on MWFRS with additional C&C E-F 565-7270 L-M 611 -2985 T3 2x6 DF-L SS;74 2x6 DF-L#2; member design. F-G 610-7750 M-N 1273 -1228 T5 2x6 DF-L 2400f-2.0E; End verticals not exposed to wind pressure. G-H 609-7746 N-0 971 -924 Bot chord 2x6 DF-L SS B2 2x6 DF-L 2400f-2.0E; H-I 1645-7743 Webs 2x4:HF Standard+HF Stud:W2, Right cantilever is exposed to wind W4 2x4 HF#2; Special loads Maximum Bot Chord Forces Per Ply(Ibs) Bracing -(Lumber Dur.Fac.=1.60/Plate Dur.Fac.=1.60) Chords Tens.Comp. Chords Tens. Comp. (a)Continuous lateral restraint equally spaced on TC:From 22 pH at -3.50 to 22 Of at 38.49 member. BC:From 4 pH at -3.50 to 4 pH at 0.00 AC-AB 1609-1935 W-V 9335 -3308 BC:From 18 plf at 0.00 to 18 pH at 38.49 AB-AA 4220-1083 V-U 9207 -3396 TC:-1300 lb Conc.Load at 22.81 AA-Z 6145-1038 U-T 6722 -2253 TC:1300 lb Conc.Load at 38.14 Z-Y 7919-1402 T-S 3579 -1255 Plating Notes PL- -800 lb Conc.Load at(22.81,33.D2X1.2 deg] Y-X 9075-2222 S-R 473 -491 All plates are 3X5 except as noted. PL- -800 lb Conc.Load at(36.14,33.30X1.2 deg] X-W 9075-2222 (")1 plate(s)require special positioning.Refer to scaled plate plot details for special positioning Maximum Web Forces Per Ply(lbs) requirements. Webs Tens.Comp. Webs Tens.Comp. Purlins ..k- PROFESS B-AC 195-1795 I-V 55 -622 In lieu of structural panels use puriins to breve all flat '5 G l N F �p B-AB 3637 -271 V-J 632 -37 TC®24"oc. 7y 83294PE F� 9 C-AB 123-1012 J-U 1316 -2703 C-AA 2294 -197 U-K 1398 -591 Special loads ,/" AA-E 108 -743 K-T 1182 -3381 ---(Lumber Dur.Fac.=1.60/Plate Dur.Fac=1.60) E-Z 1809 -354 T-M 1442 -392 TC:From 22 pH at -3.50 to 22 plf at 38.49 Z-F 221 -617 M-S 653 -3295 BC:From 4 pH at -3.50 to 4 pH at 0.00 EGON F-Y 1184 -820 S-N 1096 -1293 BC:From 18 pH at 0.00 to 18 pH at 38.49Y-H 382 -378 N-R 837 -960 TC:1300 lb Conc.Load at 22.81 \\44.........0..R, 3 ,cr 14,zooms H-W 287-1107 R-O t045 -1035 TC:-1300 lb Conc.Load at 36.14 4S W-I 287435 107PL- 800IbConc.Loadat(22.81,33.02)(1.2deg, Sell Tangy -10 PL- 800 lb Conc.Load at(36.14,33.30)(1.2 deg, Renewal6/3012024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components or°noon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)ibr safety pactices pplior to performing these functions. Installers shall provide tempora (593I357-2178 bracingpier BCSI.Unless noted otherwise,topchord shall have�ro rly attached structural sheathing and bottom Ghord shall have a properly attach . rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Appl lates to each face.o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE* drawings 160A-Z for plates plate positions.Refer to lobs General Notes page for additional Information. Alpine,a division of ITW Buildin ComponentsGroupdeviationtruss1, for handling, shipping,installation and bracing of trusses. A seal on this drawing or cover peg@ 155 Harlem Ave listing this drawing,indicates acceptance of professionl engqine ng responsibility sole) Tor the design shown.The suttablh and use o s North Building,4th Floor drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitwaom;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304781 / HIPS Ply: 1 Job Number: 0722001 Curt R7175 JRsf1XL171750002 T79 FROM:MG Oly: 1 Tigard Senior Housing orwNo: 332.22.0740.11438 Page 2 of 6 Truss Label: CS BFR / RTT 11128/2022 Special loads —(Lumber Dur.Fac=1.15/Plate Dur.Fac=1.15) TC:From 72 plf at -3.50 to 72 plf at 38.49 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 plf at 0.00 to 18 plf at 38.49 Spacial loads —(Lumber Dur.Fac.=1.60/Plate Dur.Fac.=1.60) IC:From 22 Of at -3.50 to 22 plf at 38.49 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 plf at 0.00 to 18 p9 at 38.49 TC:1300 lb Conc.Load at 22.81,36.14 PL- 800 lb Conc.Load at(22.81,33.0211.2 deg] PL- 800 lb Conc.Load at(36.14,33.30)(1.2 deg] Spacial loads —(Lumber Dur.Fac.=1.60/Plate Our.Fac=1.60) TC:From 22 plf at -3.50 to 22 pit at 38.49 BC:From 4 plf at -3.50 to 4 peat 0.00 BC:From 18 plf at 0.00 to 18 plf at 38.49 TC:-1300 lb Conc.Load at 22.81,36.14 PL- -800 lb Conc.Load at(22.81,33.02)(1.2 deg] PL- -800 lb Conc.Load at(36.14,33.3011.2 deg) otep PRIDE. C,, !<�GiN�FQs/02 83294PE 9 OREGON 13 �L r 14.gods 0r *Sell Tao t Renewal 6/3012024 11/28/2022 '^WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Componenu or Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O,Box488 • Trusses require extreme care in fabricating.handlin shipping,installing,and bracing.. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)tgl r safely practices prior to performng these functions. Installers shall provide to porary (503)357 2118 bracing per BCSI.Unless noted olherwise,top chard shall have properly attached structural sheathing and bottom chord shall have a prope y attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,B7 or B10, as applicathe. Apply plates to each face ol truss and position as shown above and on the Join Details, unless noted otherwise. Refer to A LP I N E drawings 160A-Z'tor standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not,be responsible for any deviation from this drawing,any.failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professionl enwegrin responsibility solegly-for the design shown.The suitability and use of Ns North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 5ec.2. North uil 600254 h For more information see these web sites:Alpine:alpineiiw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org SEON:304761 HIPS Ply: 1 Job Number: 0722001 Cue:R 7175 JRef:1XL171750002 179 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 3 of 8 Truss Label: CS ... I ... 11/28/2022 I 0.25 12 1115X7 =5X5 =3X10 5 =3X10 T5 N 5XX5 III1:0 PX4 ''.. =6X10 =1 C14 T2 D 3E10 F T3 -� .1 I J T4 K L M A B f a\ ' "" I 1 1 ' AC ill III3X7 W2 =X8 =3 1X 0 =3X10 Y =SS0514 W V =4X5 B2 w3X10 =5X7R Cr 1113X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.00 - 0.199 0.200 1 2x10 DF-L#2 42.01" Plywd B - C 262.89 -3498.68 0.022 0.203 0.224 1 2x10 DF-L#2 52.75" Plywd C - D 439.43 -5647.56 0.534 0.338 0.871 1 2x4 DF-L#2 56.24" Plywd D - E 440.51 -5633.73 0.167 0.142 0.309 1 2x6 DF-L SS 56.24" Purl 24 E - F 564.67 -7269.73 0.278 0.214 0.491 1 2x6 DF-L SS 52.69" Purl 24 F - G 609.90 -7749.77 0.545 0.380 0.925 1 2x6 DF-L SS 52.63" Purl 24 G - H 609.33 -7745.83 0.245 0.143 0.387 1 2x6 DF-L#2 52.63' Plywd H - I 1645.36 -7743.34 0.207 0227 0.433 1 2x6 DF-L#2 52.70' Plywd I - J 2526.28 -8429.83 0.186 0.291 0.476 4 2x6 DF-L#2 8.56" Plywd J - K 1532.60 -6123.27 0.104 0.184 0.266 4 2x6 DF-L#2 44.13" Plywd K - L 509.31 -2985.12 0.034 0.120 0.154 1 2x6 DF-L#2 52.70" Plywd L - M 510.96 -2984.76 0.019 0.084 0.103 1 2x6 DF-L 2400f-2.0E 52.70' Plywd M - N 1273.34 -1227.86 0.060 0.117 0.167 2 2x6 DF-L 24001-2.0E 52.70" Plywd N - 0 970.87 -924.04 0.038 0.117 0.156 2 2x6 DF-L 2400f-2.OE 10.38" Plywd O - P 1.32 -2.40 - 0.057 0.057 4 2x6 DF-L 2400f-2.OE 26.56" Plywd AC- AB 1608.51 -1595.34 0.094 0.038 0.132 4 2x6 DF-L SS 52.69" Diaph AB- AA 4219.67 -1083.39 0.255 0.113 0.368 1 2x6 DF-L SS 52.69" Diaph AA- Z 6145.30 -1037.96 0.422 0.128 0.549 1 2x6 OF-L SS 52.69" Diaph Z - Y 7919.38 -1402.25 0.538 0.131 0.669 1 2x6 DF-L SS 52.69" Diaph Y - X 9075.04 -2222.01 0.566 0.128 0.694 1 2x6 DF-L SS 52.69" Diaph X - W 9075.04 -2222.01 0.383 0.100 0.483 1 2x6 OF-I 2400f-2.OE 52.69" Diaph W - V 9335.49 -3307.83 0.367 0.118 0.485 4 2x6 OF-L 2400f-2.0E 8.56" Diaph ✓ - U 9207.39 -3396.35 0.362 0.118 0.480 4 2x6 OF-L 2400f-2.0E 44.12" Diaph U - T 6722.00 -2252.69 0.265 0.061 0.326 4 2x8 DF-L 2400f-2.0E 52.69" Diaph T - S 3578.59 -1254.55 0.130 0.109 0.239 1 2x6 DF-L 2400f-2.0E 52.69" Diaph S - R 473.16 -490.91 - 0.129 0.129 2 2x8 DF-L 2400f-2.0E 10.38" Diaph R - Q 75.09 -126.80 0.003 0.057 0.060 4 2x6 OF-L 2400f-2.0E 30.00" Diaph B - AC 195.33 -1795.02 0.126 0.072 0.198 1 2x4 HFStand+HFStud 9.32" -- B - AB 3636.74 -270.90 0.760 - 0.760 1 2x4 HF#2 49.53' - C - AB 122.68 -1012.36 0.208 - 0.208 1 2x4 HFStand+HFStud 16.17" -- C - AA 2294.20 -197.27 0.479 - 0.479 1 2x4 HF#2 51.78" - AA- E 107.90 -742.80 0.151 - 0.151 1 2x4 HFStand+HFStud 14.98' -- E - Z 1809.26 -354.39 0.821 - 0.821 1 2x4 HFStand+HFStud 51.42" - Z - F 220.51 -616.72 0.110 - 0.110 1 2x4 HFStand+HFStud 14.98" - F - Y 1184.39 -819.76 0.434 - 0.434 4 2x4 HFStand+HFStud 51.42" - Y - H 382.00 -377.70 0.140 - 0.140 5 2x4 HFStand+HFStud 15.09" - H - W 287.08 -1106.99 0.481 - 0.481 5 2x4 HFStand+HFSlud 51.45" - W - I 434.66 -9.80 0.222 - 0.222 1 2x4 HFStand+HFSlud 16.19" - I - V 55.35 -621.82 0.128 - 0.128 1 2x4 HFStand+HFSlud 16.33" - ✓ - J 631.63 -37.48 0.322 - 0.322 1 2x4 HFStand+HFStud 16.36" - J - U 1316.08 -2702.54 0.893 - 0.893 2 2x4 HFStand+HFStud 43.80" - U - K 1397.51 -591.37 0.512 - 0.512 2 2x4 HFStand+HFStud 17.28' - K - T 1181.88 -3380.52 0.605 - 0.605 2 2x4 HFStand+HFStud 52.14" a 1x4 CLB T - M 1441.82 -391.84 0.550 - 0.550 1 2x4 HFStand*HFStud 18.38" - ""WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "'IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa 468 ,Trusses require extreme care in fabricating,handling,shi m installin and bracing., Refer to and follow the latest edition of BCSI(Building Comeiva OR 97113 q g g 9. 9. 9•. y ;503)357-2118 Component Safety Information,byTPI ant top rot ha a epracticesr poor to performingtructu these fauhing an. Installers chord ll shalt a properly rl bracingper BCSI.Unless noted s topchord late ape properly webs shalt d thave br cing inst adder BCSI sect shall have, g1p0e, attached rapid ceilingQ plates too shownc for permanentand s restraints shown on attainnq installed nor s not soothes ise 87 or r o dr wings 160 Z ory a each fositi truss Re end positions as a No above and on the Jal information. unless noted otherwise. Defer to ALPINE drawings 160A-Z fffor standard plate positrons.Refer to lob's General Notes page for additional Alpine,a di ision of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSITTPI 1, or tor handling, shipping,installation.and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing This drawing indicates acceptance of professional enineenn responsibility soleelyTor the design shown.The suitability and use of(his North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per NSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,It.60025 SEQN:304781 HIPS Ply: 1 Job Number: 0722001 Cust R 7175 JRef:1XL171750002 179 FROM:MG Qy: 1 Tigard Senior Housing DIwNo: Page 4 of 6 Trues Label: CS ... / ... 11/28/2022 0.25 12 11157 w5X5 s3X10 =3X10 T5 N 5X5 1111.5%4 w6X10 =12C14 T2 D E1D F T3 =H05 GC') I J T4 K L M A B c-` I I • \ \ -.11111.111111111111 l- ie I 1 ml y(7 W2 =6X AA Z8 m3X10 m3X10 Y -- SS0514 W V =4X5 m3X10 w5X7R III3X5 M - S 652.53 -3284.95 0.681 - 0.681 1 2x4 HFStand+HFStud 52.51" a 1x4 CLB S - N 1096.18 -1292.65 0.402 - 0.402 4 2x4 HFStand+HFStud 19.48" - N - R 837.35 -959.53 0.307 - 0.307 5 2x4 HFStand+HFStud 19.83' - R - 0 1044.64 -1035.14 0.383 - 0.383 4 2x4 HFStand+HFStud 19.69" - O - O 174.71 -103.37 0.064 - 0.064 5 2x4 HFStand+HFStud 30.28" - P - 0 38.48 -63.02 0.014 0.002 0.016 4 2x4 HFStand+HFStud 20.25' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deNgL) deflX(T) A -3.50' 32.32' -0.28" U149 -0.46" U90 0.00' 0.00" B 0.00' 32.40' 6X10 0.96 0.88 N 0.00" L/999 0.00" L/999 0.10" 0.17 C 4.39' 32.61' 12X14 0.96 0.72 N 0.37" 1/999 0.66" 11635 0.11" 0.13" D 7.94' 32.76' 5X7 0.96 0.95 N 0.61" 1_693 1.08' 1/389 0.10" 0.12" E 9.07' 32.72' 3X10 0.96 0.90 N 0.69' U611 1.22" L/346 0.10' 0.17 F 13.46' 32.77 3X5 0.96 0.75 N 0.89" U476 1.52" U277 0.08" 0.10' G 17.44' 32.7T H0508(") 0.96 0.83 N 0.97" U436 1.60' 1/263 0.06' 0.07" H 17.85' 32.73' 3X5 0.96 0.57 N 0.97" 1/436 1.59" U264 0.06' 0.07" I 22.24' 32.82' 3X5 0.96 0.56 N 0.91" U463 1.43" U295 0.03' 0.04' J 22.95' 32.83' 5X5 0.96 0.87 N 0.89" L/475 1.38" U305 0.03" 0.03" K 26.63' 32.91' 3X10 0.96 0.92 N 0.69' U614 1.07" 1/394 -0.02' 0.07 L 27.43' 32.93' 5X5 0.96 0.44 N M 31.02' 33.00' 3X10 0.96 0.99 N 0.35" U999 0.55" 11763 -0.07 0.03" N 35.41' 33.09' 3X5 0.96 0.90 N -0.02" U137 -0.03" L/99 -0.02" 0.04" O 36.28' 33.11' 5X5 0.96 0.92 N -0.09" U146 -0.13" U103 -0.02' 0.04" P 38.49' 33.16' 1.5X4 0.96 0.79 N -0.26" U157 -0.39" U104 -0.02' 0.04" O 38.49' 31.01' 3X5 0.96 0.74 N -0.26" L/157 -0.39" 1/104 0.13" 0.16' R 35.99' 31.01' 3X5 0.96 0.97 N -o.OT L/147 -0.10" U103 0.13" 0.16" S 35.12' 31.01' 5X7 0.96 0.813 N 0.00" 1/999 0.00" L/999 0.13" 0.16" T 30.73' 31.01' 3X10 0.96 1.00 N 0.3T L/999 0.59" L/715 0.12" 0.15" U 26.34' 31.01' 4X5 0.96 0.96 N 0.71" U597 1.10" L/383 0.11" 0.13' ✓ 22.67 31.01' 3X5 0.96 0.81 N 0.90" U470 1.40' L/301 0.09" 0.10" W 21.95' 31.01' 3X5 0.96 0.60 N 0.92" U459 1.44" L/291 0.08" 0.10" X 20.00' 31.01' 5S0514 0.96 0.71 N Y 17.56' 31.01' 3X5 0.96 0.75 N 0.96" 1/436 1.59" U264 0.06" 0.07" Z 13.17' 31.01' 3X10 0.96 0.90 N 0.88" 1/481 1.50' 1/280 0.03' 0.04" AA 8.78' 31.01' 3X10 0.96 0.67 N 0.67" L/625 1.19" U353 0.02' 0.02" AB 4.39' 31.01' 6X8 0.96 0.88 N 0.37" L/999 0.66" U640 0.00" 0.00" AC 0.00' 31.01' 3X7 0.96 0.83 N 0.00" 1/999 0.00" 1/999 0.00" 0.00' Loads using option:User Modified Load Cases-- _____ _____________________-_-_________ _______-_-_-_-_--_---_-_-_-_-_-_-_-_-_-_-_-_-_ [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 1] (WS3][OC 24.00](DF 1.60)[NM 1] [MWFRS-WS3]1OC 24.00)[DF 1.60][NM 1] Load Case:1 User Modified:No Load Case:4 User Modified:Yes Load Case:49 User Modified:Yes Repetitive Factors Used:Yes Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 4.4[y=36.4][ 0%] 22 PLF @-3.5 to 22 @ 4.4[y=36.411 0%] 11 PLF @-3.5 to 11 e 4.4[y=36.41( 0%] 22 PLF @ 4.4 to 22 @ 7.9[y=36.4]1 0%] 22 PLF @ 4.4 to 22 @ 7.9(y=36.41( 0%] 11 PLF @ 4.4 to 11 @ 7.9[y=36.41 0%1 22 PLF @ 7.9 to 22 @ 17.4(y=36.4]( 0%] 22 PLF @ 7.9 to 22 @ 17.4[y=36.41 0%) 11 PLF @ 7.9 to 11 @ 17.4[y=36.4][ 0%] 22 PLF @ 17.4 to 22 @ 27.4[y=36.41( 0%) 22 PLF @ 17.4 to 22 @ 27.4 Iy=36.4)[ 0%] 11 PLF @ 17.4 to 11 @ 27.4[y=36.41( 0%1 '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,handlirio shipping,installing.and bracing., Refer to and follow the latest edition of BCSI(Building Pius OR 97113 Component Safety Information,by TPI ana SBCA)fbr safety practices poor to performing these functions. Installers shall provide temporary (503)357.1118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord,shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instlled per BCSI sectons B3,B7 or B10, as applicable. Appl plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Defer to ALPINE drawings 160A-Z for sandard plate positions.Refer tombs General Notes page for additional Information. Alpine,a division of ITW Buildin Components Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSITEPI 1, or for handling, shipping,,installation.and bracing of trusses. A seal on this drawing or cover peg: 155 Harlem Ave listing this drawing indicates acceptance.(of professionl engmeenng responsibility solely-or the design shown.The suitability and use of this Budding,4th Floor drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 S9c.2. Glenview,NorthBuilding, For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:Iccsafe.orq;AWC:awc.org SEON:304761 HIPS Ply 1 Job Number: 0722001 Cast:R7175 JRet:1XL171750002 T79 FROM:MO My: 1 Tigard Senior Housing DrwNo: Page 5 of 6 Truss Label: CS ... I ... 11/2812022 0.25 12 1115X7 -5 =3X10 5 =3X10 =5X5 1111.5X4 A =-B 10 =12X14 D Et0 F T3 =HD50G81") I J i4 X ; M T5 N 0 P C HH a a\ III AC Il A8 AA Z Y X W V U B2 T S R O 1113X7 W2 =6X8 =3X10 =3X10 =SS0514 4X5 =3X10 =5X7 III3X5 22 PLF @ 27.4 to 22 @ 38.5[y=36.4][ 0%] 22 PLF @ 27.410 22 @ 38.5[y=36.41( 0%) 11 PLF @ 27.4 to 11 @ 38.5 ty=36.4]I 0%) 4 PLF @-3.5 to 4 @ 0.0(y=25.81( 0%j 4 PLF @-3.5 to 4 @ 0.0 IY-25.81( 0%] 2 PLF @-3.5 to 2 @ 0.0[y=25.81( 0%) 50 PLF @-3.5 to 50 @ 4.4[y=36.4][100%] 50 PLF @-3.5 to 50 @ 4.4[y=36.4)[100%] -21 PLF @-3.5 to -21 @ 4.4[30=36.4]1100%] 50 PLF @ 4.4 to 50 @ 7.9[y=36.41100%1 50 PLF @ 4.4 to 50 @ 7.9[y=36.4000%1 -21 PLF @ 4.4 to -21 @ 7.9[y=36.4][100%] 50 PLF @ 7.9 to 50 @ 17.4 1y=36.4][100%] 50 PLF @ 7.9 to 50 @ 17.4[y=36.4)[100%] -21 PLF @ 7.9 to -21 @ 17.4[y=36.41[100%1 50 PLF @ 17.4 to 50 @ 27.4(y=36.411100%1 50 PLF @ 17.4 to 50 @ 27.4[y=36.41[100%] -21 PLF @ 17.4 to -21 @ 27.4[y=36.4][100%) 50 PLF @ 27.4 to 50 @ 38.5[y=36.41100%j 50 PLF @ 27.4 to 50 @ 38.5[y=36.4)[100%1 -21 PLF @ 27.410 -21 @ 38.5[y=36.4]I100%] 18 PLF @ 0.0 to 18 @ 20.0(y=25.81( 0%] -50 PLF @-3.5 to -50 @ 38.5(y=36.4][100%] 21 PLF @-3.5 to 21 @ 38.5[y=36.4]1100%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8][ 0%1 18 PLF @ 0.0 to 18 @ 20.0(y=25.8]( 0%] 9 PLF 2 0.0 to 9 @ 20.0(y=25.8][ 0%] Brg.#1 Vert.R= 1845.4#Hor.R= -0.0# 18 PLF @ 20.0 to 18 7- 38.5[y=25.8]1 0%] 9 PLF @ 20.0 to 9 @ 38.5 Iy=25.8]( 0%] Brg.#2 Vert.R= 1884.5#Hor.R= -0.0# 1300.00 Lbs.@ 22.8,36.4 Angle=270 -535.73 Lbs.@ 22.8,36.4 Angle=270 _....._._._.______________________ ---- 800.00 Lbs.@ 22.8,33.0 Angle= 1 -329.68 Lbs.@ 22.8,33.0 Angle= 1 [WS1]IOC 24.00](DF 1.60]]NM 1] 800.00 Lbs.@ 36.1,33.3 Angle= 1 -329.68 Lbs.@ 36.1,33.3 Angle= 1 Load Case:2 User Modified:Yes -1300.00 Lbs.@ 36.1,36.4 Angle=270 535.73 Lbs.@ 36.1,36.4 Angle=270 Repetitive Factors Used:No Brg.#1 Vert.R= 1190.2#Hor.R=-1599.7# Brg.#1 Vert.R= 239.5#Hor.R= 659.2# 22 PLF @-3.5 to 22 @ 4.4[y=36.41I 0%] Brg.#2 Vert.R= 406.9#Hor.R= 0.0# Brg.#2 Vert.R= 606.0#Hor.R= -0.0# 22 PLF @ 4.4 to 22 @ 7.9Iy=36•41I 0%) =__-"`:__-----------_____-_____----______ ------ 22 PLF a 7.9 to 22 @ 17.4[y=36.4]( ON [WS4][OC 24.00]IDF 1.60[[NM 1] [MWFRS-WS4]1OC 24.00](DF 1.60](NM 1] 22 PLF @ 17.4 to 22 C 27.4[y=36.41[ 0%] Load Case:5 User Modified:Yes Load Case:50 User Modified:Yes 22 PLF @ 27.4 to 22 @ 38.5[y=36.4]I 0%] Repetitive Factors Used:No Repetitive Factors Used:No 4 PLF @-3.5 to 4 @ 0.0(y=25.81 0%j 22 PLF @-3.5 to 22 @ 4.4 Iy=36.4][ 0%] 11 PLF @-3.5 to 11 @ 4.4[y=36.41( 0%) 50 PLF @-3.5 to 50 @ 4.4[y=36.4](100%] 22 PLF @ 4.4 to 22 @ 7.9[y=36.4][ ON 11 PLF @ 4.4 to 11 @ 7.9[y=38.41 0%] 50 PLF @ 4.4 to 50 @ 7.9[y=36.4][100%] 22 PLF @ 7.9 to 22 @ 17.4[y=36.4]1 0%] 11 PLF @ 7.9 10 11 @ 17.4 Iy=36.4][ 0%] 50 PLF @ 7.910 50 @ 17.4[y=36.4)(100%1 22 PLF @ 17.4 to 22 @ 27.4[y=36.4][ 0%] 11 PLF @ 17.4 to 11 @ 27.4(y=36.41[ 0%] 50 PLF @ 17.4 to 50 @ 27.4(y=36.41[100%j 22 PLF @ 27.4 to 22 @ 38.5[y=36.4][ 0%] 11 PLF @ 27.4 to 11 @ 38.5 fy=36.41( 0%) 50 PLF @ 27.4 to 50 @ 38.5[y=36.41100%j 4 PLF ,-3.5 to 4 @ 0.0[y=25.8]( 0%] 2 PLF @-3.5 to 2 @ 0.0[y=25.81( 0%1 -50 PLF @-3.5 to -50 @ 38.5[y=36.4][100%] -50 PLF @-3.5 to -50 @ 4.4[y=36.4][10O%I 21 PLF @-3.5 to 21 @ 4.4[y=36.41(100%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.8][ 0%] -50 PLF @ 4.4 to -50 @ 7.9[y=36.4][100%1 21 PLF @ 4.4 to 21 @ 7.9[y=36.41000%) 18 PLF(g 20.0 to 18 @ 38.5[y=25.8][ 0%] -50 PLF @ 7.9 to -50 @ 17.4[y=36.4][100%] 21 PLF @ 7,9 to 21 @ 17.4[y=36.4)1100%] 1300.00 Lbs.@ 22.8,36.4 Angle=270 -50 PIE @ 17.4 to -50 @ 27.4[y=36.4][700%1 21 PLF @ 17.4 to 21 @ 27.4)y=36.411100%] 1300.00 Lbs.@ 36.1,36.4 Angle=270 -50 PLF @ 27.4 to -50 @ 38.5[y=36.4](100%1 21 PLF @ 27.4 to 21 @ 38.5[y=36.41[100%1 800.00 Lbs.@ 22.8,33.0 Angle= 1 50 PLF @-3.5 to 50 @ 38.5[y=36.4][100%] -21 PLF @-3.5 to -21 @ 38.5[y=38.4]1100%] 800.00 Lbs.@ 36.1,33.3 Angle= 1 18 PLF @ 0.0 to 18 @ 20.0[y=25.8]( 0%] 9 PLF @ 0.0 to 9 @ 20.0[y=25.8]I 0%] Brg.#1 Vert.R= 1115.4#Hor.R=-1599.7# 18 PLF @ 20.0 to 18 @ 38.5[y=25.8][ 0%] 9 PLF @ 20.0 to 9 @ 38.5 Iy=25.8][ 0%] Brg.#2 Vert.R= 3081.7#Hor.R= -0.0# -1300.00 Lbs.@ 22.8,36.4 Angle=270 535.73 Lbs.@ 22.8,36.4 Angle=270 _ _ _____-_______--»- --- -800.00 Lbs.@ 22.8,33.0 Angle= 1 329.88 Lbs.@ 22.8,33.0 Angle= 1 IW S2]IOC 24.00][DF 1.60][NM 1] -800.00 Lbs.@ 36.1,33.3 Angle= 1 329.68 Lbs.@ 36.1,33.3 Angle= 1 Load Case:3 User Modified:Yes 1300.00 Lbs.@ 36.1,36.4 Angle=270 -535.73 Lbs.@ 36.1,36.4 Angle=270 'Repetitive Factors Used:No Brg.#1 Vert.R= 393.2#Hor.R= 1599.7# Brg.#1 Vert.R= 568.0#Hor.R= -659.2# 22 PLF @-3.5 to 22 @ 4.4[y=36.41[ 0%] Brg.#2 Vert.R= 1271.1#Hor.R= -0.0# Brg.#2 Vert.R= 249.8#Hor.R= 0.0# 22 PLF @ 4.4 10 22 @ 7.961=36.4]1 ON ------------------------------------ __ ------------------------_-------____-_ 22 PLF @ 7.9 to 22 @ 17.4[y=36.4][ 0%] [MWFRS-WS1][OC 24.00][DF 1.601[NM 1] 22 PLF @ 17.4 to 22 C 27.4(y=36.411 0%) Load Case:48 User Modified:Yes 22 PLF @ 27.4 to 22 @ 38.5 ty=36.4][ 0%] Repetitive Factors Used:No 4 PLF @-3.5 to 4 @ 0.0(y=25.8][ 0%] 11 PLF @-3.5 to 11 @ 4.4[y=36.4][ 0%] -50 PLF @-3.5 to -50 @ 4.4[y=36.4]1100%] 11 PLF @ 4.4 to 11 @ 7.9(y=36.4]( 0%1 -50 PLF @ 4.4 to -50 @ 7.9[y=36.41[100%1 11 PLF @ 7.9 to 11 @ 17.4[y=36.41 0%j -50 PLF @ 7.9 to -50 @ 17.4[y=36.41[100%) 11 PLF @ 17.4 to 11 @ 27.4[y=36.4][ 0%] "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc- **IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses re❑uire extreme care in fabricating,handling,shipping,installing and bracing.. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,byTPI and SBCA)fo safety pactices nor to performing these functions. Installers shall,provide temporary (503)357.211B bracingper BCSI.Unless noted oherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propeily attached ceiling.Locations shown for permanent lateral resraint of webs shall have bracing instlled per BCSI sections B3,87 or 810, �r\ as applicable. App plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for sandard plate positions.Refer to lobs General Notes page for additional information. Alpine.a division of ITW BuildinaCompon nts Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSI/!PI 1, or forhandling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listingthis drawing,indicates acceptance of professional enomeenng responsibilitysotaly nor the design shown.The suitability and use o is North Building,4th Floor drawing for any strcture is the responsibility of the Budding Designer per ANSI/TPI 1 Sec.2. North Building, 60025, For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org • SEQN:304761 HIPS Ply: 1 Joh Number. 0722001 Cust:R7175 JRet IXL171750002 179 FROM:MG Qty. 1 Tigard Senior Housing DtwNo: Page 6 of 6 Truss Label: CS ... / ... 11/28/2022 0.25 12 • 1115X T5 N O Ill P4 5X5 6X10 w1 X14 T2 D 3E10 F T3 -H0508f'!)GH i J T4 -3K1 L s=-3M10 A B a (a) I I 1 lour W2 X8 m3X 11D =-3 AA X10 Y wSS0514 W V m4X5 m3X10 m5X7R 1113X5 -50 PLF @ 17.4 to -50 @ 27.4[y=36.411100%] 11 PLF @ 27.4 to 11 @ 38.5[y=36.4][ 0%] -50 PLF @ 27.4 to -50 @ 38.5[y=36.4][100%] 2 PLF @-3.5 to 2 @ 0.0[y=25.8]1 0%] 50 PLF @-3.5 to 50 @ 38.5[y=36.4][100%] -21 PLF @-3.5 to -21 @ 4.4[y=36.4][100%) 18 PLF @ 0.0 to 18 @ 20.0[y=25.8]( 0%] -21 PLF @ 4.4 to -21 @ 7.9[y=36.4][100%] 18 PLF @ 20.0 to 18 @ 38.5[y=25.8][ 0%] -21 PLF @ 7.9 to -21 @ 17.4[y=36.4][100%] -1300.00 Lbs.@ 22.8,36.4 Angle=270 -21 PLF @ 17.4 to -21 @ 27.4[y=36.4][100%] -1300.00 Lbs.@ 36.1,36.4 Angle=270 -21 PLF @ 27.4 to -21 @ 38.5[y=36.4][100%) -800.00 Lbs.@ 22.8,33.0 Angle= 1 21 PLF @-3.5 to 21 @ 38.5[y=36.411100%] -800.00 Lbs.@ 36.1,33.3 Angle= 1 9 PLF @ 0.0 to 9 @ 20.0[y=25.8][ 0%) 1 Brg.#1 Vert.R= 467.9#Hor.R= 1599.7# 9 PLF @ 20.0 to 9 @ 38.5[y=25.81( 0%) • Brg.#2 Vert.R=-1403.7#Hor.R= 0.0# -535.73 Lbs.@ 22.8,36.4 Angle=270 -_-_-_-_-_-_-_-_-=-_->-_-_-___-_-_-_-_-_-_ -535.73 Lbs.@ 36.1,36.4 Angle=270 -329.68 Lbs.@ 22.8,33.0 Angle= 1 • -329.68 Lbs.@ 36.1,33.3 Angle= 1 Brg.#1 Vert.R= 270.3#Hor.R= 659.2* Brg.#2 Vert.R= -496.3#Hor.R= 0.0# 4 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. *IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.eai488 Trusses require extreme care in fabricating,handling,shipping,installingand bract Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 UUp 09 (503)357-ens Component Safety Information,by TPI anp chord f safetyll practices prior to performing these fusheathing an Installersoomchord, shall haveav temporaryproperly bracingper BCSI. g.Unless opted shown top rand a havere prqperlyowebs hd have c in and BC I se shall ,Ela f B10,ly attachd rigid ceiling.Locationss a for truss lateralrestraint sho O bov shall have bracingJt-installedils, per s t sectionso ire B7 0f r to �� as wingse6le. Z ort'plates each face ons. and positions as shown aboveg and on the Joint-Details,Demati unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to/obs General Notes page for additional information. Alpine,a division of ITW Buildin3Components Group Inc.ahoy not,be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSVi PI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engiineerin responsibility solelylor the design shown.The suitability and use o is North 481 Fbar drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Buil Building,g 4Ih For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq SEQN:340784/ HIPS Ply: 1 Job Number: 0722001 Cot:R 7175 JRM:1XL171750002 774 FROM:MG City: 1 Tigard Senior Housing DrwNo: 332.22.0740.14232 Page 1 of 6 Truss Label: CS1 BFR / RTT 11/28/2022 22'21 531'013 36'5'14 I 2911 3T10I ( 22"5 4'4'13 I 9'1 P4 1Y59 I 1T10'4 I 19 '4 I21r'11"8 28'9'2 I2T5"3 35'5' 3 3"6 3'11'13 5'67 3'6'5 4'4'11 1 8 3'9"10 81 4'4.3 1 6 0.25 12 =6X10 T2 1114X6 508 F G i 5)JC.5 =3X10 w4X8 =5X5 1111.5X4 A B T1 =12C14 T4 K L M N O P 1�\\ T Fri N 4 fTl (a) VA 1 III 1 AC, AB AA Z r x w v U B2 T S^ R O 11133(7 =6X8 =3X70 1115X7 =SS0514 w5X5 w4X8 w5X7 11133(5 i 35'5' 4- 3'0'14-'I 4'4'3 _I 4'3"11 I 4'8'3 I 4'4'11 ) 20''4I ''9 I 44'3 45'3 6 I 4'4-3 8T14 13'2'1 17'8.12 20' 8" 30'8'5 35'1"8 33314 ' 21'117T 26'4'2 I '35'111.14 Loading Criteria(paf) Wind Criteria anew Criteria (Pg.Pf in PSF) DellICSI Criteria ♦Maximum Reactions(lb.) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCOL: 11.00 Speed: 96 mph Pf.11.0(specifled) Ce:1.0 VERT(LL): 0.956 H 440 360 Loc R+ /R- /Rh I Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 1.206 Y 349 240 AC 1997 /- /1600 /811 /45 /659 BCDL: 9.00 Risk Category:11 Snow Duration:1.15 HORZ(LL): 0.133 O - - S 3082 1-1404 I- /868 /496 I- Des Ld: 45.00 EXP.B Kit:NA HORZ(TL): 0.159 0 - - Wind reactions based on MWFRS NCBCLL: 0.00 Mean Height:33.05 fl Building Code: Creep Factor:2.0 AC Brg Wid=5.5 Min Req=2.1(Truss) TCDL:4.2 pat 18C 2018 Max TC CSI: 0.987 S Brg Wid=5.5 Min Req=2.7(Truss) Soffit: 2.00 BCDL:4.2 pat Bearings AC&S are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.850 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.85 fl Rep Fac:Varies by Ld Case Max Web CSI: 0.945 Maximum Top Chord Forces Per Ply(Iba) Loc.from endwall:Any FT/RT:4(0y4(0) Chords Tens.Comp. Chords Tens. Camp. • GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS,18SS VIEW Ver.21.02.00B.1108.20 8-C 266-39D7 I-J 2531 -8453 Lumber C-D 425.6216 J-K 1533 -6123 D-E 549-8037 K-L 509 -3141 Top chord 2x6 DF-L 2400f-2.OE T1 2810 DF-L#2; E-F 550-8045 L-M 511 -3139 T2 2x4 DF-L#2;T4 2x6 DF-L#2; F-G 604-8679 M-N 1273 -1228 Got chord 2x6 DF-L SS B2 2x6 DF-L 2400f-2.OE; G-H 1650-7768 N-O 971 -924 Webs 2x4:HF Standard*HF Stud:W2, W42x4 HF#2; H-I 1651 -7769 Bracing Maximum Bot Chord Forces Per Ply(lbs) (a)Continuous lateral restraint equally spaced on Chords Tens.Comp. Chords Tens. Comp. member. AC-AB 1609-1595 W-V 9374 -3316 AB-AA 4233-1078 V-U 9217 -3399 Plating Notes AA-Z 6326-1082 U-T 6721 -2252 Z-Y 8154-1407 T-S 3579 -1255 All plates are 3X5 except as noted. Y-X 8971 -2217 S-R 473 -491 X-W 8971 -2217 Purlins In lieu of structural panels use purlins to brace all flat Maximum Web Forces Per Ply(lb.) TC©24"oc. 0R '0 PROFS Webs Tens.Comp. Webs Tens. Comp. Wind y't G t N F S/O B-AC 196-1934 I-V 60 -846 Wind loads based on MWFRS with additional C&C �0 �L g3294PE�� B-AB B 4063--144 J-J 1317 -2712-42 member design. CEnd verticals not exposed to wind pressure. CY / C-AA 2460 -178 U-K 1404 -592 Right cantilever is exposed to wind - - AA-D 100 -791 K-T 1182 -3379 D-Z 1875 -338 T-M 1441 -392 Additional Notes Z-F 221 -687 M-S 653 -328.5 Negative reaction(s)of-1404#MAX.from a non-wind OREGON F-Y 1273 -812 S-N 1096 -1293 load case requires uplift connection.See Maximum 13 ••t/LY to 2ooe Y-G 384 -410 N-R 837 -959 Reactions. 4S G-W 431 -1123 R-O 1044 -1035 The maximum horizontal reaction is 1600# x�a 1S Tan• W-I 472 -44 Renewal 6/3012 0 2 4 11/28/2022 "WARNING*` READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Ina "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)UN;safety practices pnor to performing these functions. Installers shall provide temporary f5031357-211e bracing per BCSI.Unless noted Otherwise,top chard shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracingf instlled per BCSI sections 133.B7 or 810, as applicable. Appl Plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALP I N E drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,anyfailure to build the truss in conformance with ANSI/I Pt 1, or for handling, shipping, installation and bracing of trusses. A seal on this draing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional en sneering responsibility solelyT4r the design shown.The suitability and use of this North Building,for any structure is the responsibility of the Building-DDesigner per ANSIrIPI 1 Sec.2. 4th Floor - For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:340784 / HIPS Ply: 1 Job Number: 0722001 Cast:R 7175 JRef:IXL171750002 T74 FROM:MG Qty: I Tigard Senior Housing DrwNo: 332.22.0740.14232 Page 2 of 6 Truss Label: CS1 BFR I RTT 11/28/2022 Special Loads 1 -----(Lumber Dur.Fac.=1.15 I Plate Dur.Fac.=1.15) TC:From 72 pit at -3.50 to 72 plf at 38.49 BC:From 4 p8 at -3.50 to 4 pH at 0.00 BC:From 18 plf at 0.00 to 18 plf at 38.49 TC: 128 lb Cone.Load at 12.33,18.54 Special loads 2 -(Lumber Dur.Fac.=1.80/Plate Dur.Fac.=1.60) TC:From 22 plf et -3.50 to 22 p8 at 38.49 8C:From 4 pig at -3.50 to 4 plf at 0.00 BC:From 18 plf at 0.00 to 18 plf at 38.49 TC:1300 lb Conc.Load at 22.81,36.14 PL- 800 lb Conc.Load at(22.81,33.02)(1.2 deg] PL- 800 lb Conc.Load at(36.14,33.30)(1.2 deg] Special loads 3 ---(Lumber Dur.Fac.=1.80/Plate Dur.Fac.=1.60) TC:From 22 plf at -3.50 to 22 plf at 38.49 BC:From 4 plf at -3.50 to 4 plf at 0.00 BC:From 18 plf at 0.00 to 18 plf at 38.49 TC:-1300 lb Cone.Load at 22.81,36.14 PL- -800 lb Conc.Load at(22.81,33.02)(1.2 deg] PL- -800 lb Conc.Load at(36.14,33.30)(1.2 deg] Special loads 4 -(Lumber Dur.Fac.=1.60/Plate Dur.Fac.=1.60) TC:From 22 plf at -3.50 to 22 pit at 38.49 BC:From 4 plf at -3.50 to 4 pit at 0.00 BC:From 18 pif at 0.00 to 18 pH at 38.49 TC:1300 lb Conc.Load at 22.81 TC:-1300 lb Conc.Load at 36.14 PL- 800 lb Conc.Load at(22.81,33.02)(1.2 deg] PL- 800 lb Conc.Load at(38.14,33.30)(1.2 deg] Special loads 5 ---(Lumber Dur.Fac.=1.60/Plate Dur.Fac.=1.60) TC:From 22 p1 at -3.50 to 22 pif at 38.49 BC:From 4 plf at -3.50 to 4 Of al 0.00 BC:From 18 plf at 0.00 to 18 plf at 38.49 TC:-1300 lb Conc.Load at 22.81 TC:1300 lb Conc.Load at 36.14 PL- -800 lb Conc.Load at(22.81,33.02)(1.2 deg] PL- -800 lb Conc.Load at(36.14,33.30)(1.2 deg] Note:Special load cases occur non-concurrently with other load cases. PROFESS co , G%N FIc iO 83294PE OREGON 4 SLY i4,200� Q/ SSell Taeq Renewal 6/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Tnwn Components of Oregon,Inc. ""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling,shipping.installing and bracing. Refer to and follow the latest edition of SCSI(Building Corneae OR 97113 Component Safety Information,by TPI an SBCA)tor CorCorneae safety practices prior to performing these functions. Installers shall provide temporary 1503)357.2118 bracingper BCSI.Unless noted otherwise,to chord shall have pro rl attached structural sheathing and bottom chord shall have a pru nl' attachd rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing inst fled per BCSI sections 63,B7 or B1100, as applicants. Appl plates to each face,of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing.any failure to build the truss in conformance with ANSIfTPI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional enneering responsibility solely-for the design shown.The suitability and use of is drawing for any structure gicture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinslorq;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.org Glenview,IL 60025 SECJN:340784 HIPS Ply 1 Job Number. 0722001 Cast R7175 JRef:1XL171750002 774 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 3 of 6 Truss Label: CS1 ... / ... 11/28/2022 0.25 12 1T1 m1 X14 I!l4X8 H0508 =H0508 a 5X5 T4 =3X10 5 =X8 N 5X5 1111.5X4 A B T2 D E F G H �1 J� 4 AC AB AA Z Y X W V U B2 T S R D 1113X7 =6X8 '3X10 1115X7 =880514 =5X5 =4X8 =5X7 1113X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.54 - 0.177 0.177 1 2x10 DF-L#2 42.01" Plywd B - C 266.D4 -3936.98 0.033 0.180 0.212 1 2x10 OF-L#2 52.75" Plywd C - 0 425.10 -6215.55 0.527 0.328 0.855 1 2x4 DF-L#2 56.21" Plywd D - E 548.61 -8036.73 0.724 0.262 0.987 1 2x4 DF-L#2 52.73" Plywd E - F 549.68 -9044.56 0.429 0.300 0.729 1 2x6 DF-L 2400f-2.0E 52.73" Purl 24 F - G 603.85 -8879.45 0.333 0.116 0.449 1 2x6 DF-L 2400f-2.OE 52.89" Purl 24 G - H 1649.99 -7768.49 0.265 0.157 0.422 1 2x6 DF-L 2400f-2.OE 52.64" Purl 24 H - I 1651.35 •7769.44 0.297 0.313 0.609 1 2x6 OF-L#2 52.64" Plywd I - J 2531.30 -8453.09 0.187 0.203 0.390 4 2x6 OF-L#2 8.56" Plywd J - K 1532.60 -6123.42 0.168 0.164 0.332 1 2x6 DF-L#2 44.13' Plywd K - L 509.33 -3140.63 0.049 0.135 0.183 1 2x6 DF-L#2 52.70" Plywd L - IA 510.97 -3139.43 0.027 0.089 0.116 1 2x6 DF-L 2400f-2.OE 52.70' Plywd M - N 1273.35 -1227.86 0.050 0.090 0.140 2 2x6 DF-L 2400f-2.OE 52.70' Plywd N - 0 970.91 -924.04 0.038 0.090 0.128 2 2x6 DF-L 2400f-2.OE 10.38" Plywd O - P 1.32 -2.43 - 0.044 0.044 4 2x6 DF-L 2400f-2.OE 26.56" Plywd AC- AB 1608.58 -1595.32 0.094 0.040 0.134 4 2x6 DF-L SS 52.69" Diaph AB- AA 4232.79 -1078.15 0.314 0.132 0.446 1 2x6 DF-L SS 52.69' Diaph AA- Z 6326.34 -1061.92 0.511) 0.158 0.665 1 2x6 DF-L SS 52.69" Diaph Z - Y 8154.34 -1407.19 0.658 0.159 0.815 1 2x6 DF-L SS 52.69" Diaph Y - X 8970.51 -2217.10 0.699 0.151 0.850 1 2x6 DF-L SS 52.69" Diaph X - W 8970.51 -2217.10 0.472 0.121 0.593 1 2x6 DF-L 2400f-2.0E 52.69" Diaph W - V 9373.99 -3316.33 0.416 0.070 0.486 1 2x6 DF-L 2400f-2.OE 8.56" Diaph ✓ - U 9217.04 -3398.56 0.398 0.099 0.497 1 2x6 DF-L 2400f-2.0E 44.12" Diaph U - T 6720.95 -2252.44 0.302 0.086 0.388 1 2x6 DF-L 2400f-2.OE 52.69" Diaph T - S 3578.82 -1254.60 0.156 0.098 0.253 1 2x8 DF-L 2400f-2.OE 52.69" Diaph S - R 473.10 -490.90 - 0.099 0.099 2 2x6 DF-L 2400f-2.OE 10.38" Diaph R - D 75.08 -126.80 0.003 0.045 0.048 4 2x6 DF-L 2400f-2.0E 30.00" Diaph B - AC 195.08 -1933.88 0.147 0.061 0.208 1 2x4 HFStand+HFStud 9.32" - B - AB 4063.05 -274.25 0.850 - 0.850 1 2x4 HF#2 49.53" - C - AB 124.52 -1147.28 0.235 - 0.235 1 2x4 HFStand+HFSlud 16.17" -- C - AA 2460.06 -178.36 0.514 - 0.514 1 2x4 HF#2 51.78" - AA- D 100.19 -791.15 0.163 - 0.163 1 2x4 HFStand+HFStud 17.27" - D - Z 1875.17 -337.81 0.945 - 0.945 1 2x4 HFStand+HFStud 51.04" - Z - F 220.73 -687.05 0.139 - 0.139 1 2x4 HFStand+HFSlud 15.48" - F - Y 1272.86 -811.77 0.466 - 0.466 4 2x4 HFStand+HFStud 51.57" - Y - G 384.47 -409.84 0.141 - 0.141 5 2x4 HFStand+HFStud 15.48" - G - W 431.16 -1122.58 0.490 - 0.490 5 2x4 HFStand+HFStud 51.5T - W - I 472.03 -44.02 0.241 - 0.241 1 2x4 HEStand+HFStud 16.19" - I - V 59.68 -844.99 0.175 - 0.175 1 2x4 HFStand+HFStud 16.33" - ✓ - J 857.52 -42.26 0.437 - 0.437 1 2x4 HFStand+HFStud 16.36" - J - U 1317.36 -2712.23 0.896 - 0.896 2 2x4 HFStand+HFStud 43.80" - U - K 1403.84 -592.05 0.514 - 0.514 2 2x4 HFStand+HFStud 17.28" - K - T 1181.73 -3379.43 0.630 - 0.630 1 2x4 HFStand+HFStud 52.14" a 1x4 CLB T - M 1440.82 -391.73 0.607 - 0.607 1 2x4 HFStand+HFStud 18.38" - " WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tim Components of Oregon.Inc. "'IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa 488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing., Refer to and follow the latest edition of BCSI(Building Come9ae OR 97113 a (803)357-2118 ComponentSafety Information,ss otherwise,by TPI SBCA) safety practices pr priorttoc performing these fuaching an. Installerschord, ord sal iav temporary bracing rigid BGSil UnlLoc ns hown top a rn laterala haveproperlyattached d `nave bracing sheathing n and bottom ser shall have,Ba properly attachedapplicable. ceiling.Locationsto forface permanent restraints wbov shall on erJ oint-etai s, per BCSI the B3 B7 f r to asr wings e. ort'plates each truss and positions as shownalNo above and on the nal nDe unless noted otherwise. I#efer to ALPINE drawings 160A-Z for standard plate positrons.Refer to job's General Notes page for additional information. Alpine,a division of 17W Building.Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIf1 PI 1, or for handling, shipping, installation and bracing of trusses. A seal orithis drawing or cover page Harlem Ave listing this drawing,indicates acceptance of professional engineering responsibility soleely-for the design shown.The suitability and use of this 155th Building,eth Floor drawing for any stucture is the responsibility of the Building-Designer per ANSI/TP!1 Sec.2. - For more information see these web sites:Alpine:alpineitw.com;TPI:tpinstorq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:ewc.org Glenview,IL 80025 SEQN:340784 HIPS Ply: 1 Job Number: 0722001 Gust:R 7175 JRef:1XL171750002 774 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 4 of 6 Taos Label: CS1 ... / ... 11/28/2022 0.25 12 508 w 6X7 Ti w1 X14 T21114DX8D F G H H508 I� T4 K 0LS M8 N50 1111.5PX4 A B _ _u - . w4 ' _�� is 2 -6tl wen 3X10 III5X7 Y =SS0514 W V =5X5 B2 =4X8 w5X7 R III3X5 M - S 652.59 -3285.22 0.736 - 0.736 1 2x4 HFStand+HFStud 52.51' a 1x4 CLB S - N 1096.49 -1292.72 0.402 - 0.402 4 2x4 HFStand+HFStud 19.48' - N - R 837.33 -959.43 0.307 - 0.307 5 2x4 HFStand+HFStud 19.83' - R - 0 1044.48 -1035.10 0.383 - 0.383 4 2x4 HFStand+HFStud 19.69' - O - Q 174.71 -103.35 0.064 - 0.064 5 2x4 HFStand+HFStud 30.28' - P - Q 38.46 -61.37 0.014 0.001 0.015 4 2x4 HFStand+HFStud 20.25' - Joint x y Plate Cq JSI Method de6Y(L) dellY(T) dellX(L) defX(T) A -3.50' 32.32' -0.28" L/152 -0.53' U79 0.00' 0.00' B 0.00' 32.40' 13X10 0.96 0.98 N 0.00" L/999 0.00" U999 0.10" 0.12' C 4.39' 32.61' 12X14 0.96 0.78 N 0.36" L/999 0.75" U559 0.11' 0.14' D 9.07' 32.82' 4X8 0.96 0.96 N 0.68' U624 1.38" 11306 0.10" 0.12" E 9.94' 32.80' H0508 0.96 0.87 N 0.73" L/578 1.49" U283 0.09" 0.11" F 13.48' 32.76' 3X5 0.96 0.81 N 0.87" U486 1.72" U244 0.08" 0.09' G 17.85' 32.76' 3X5 0.96 0.64 N 0.94" U446 1.80' U234 0.06" 0.07" H 19.44' 32.76' H0508 0.96 0.84 N 0.96" U440 1.80" 1/234 0.05" 0.06" I 22.24' 32.87 3X5 0.96 0.65 N 0.89" L/471 1.81' 1./261 0.03" 0.04" J 22.95' 32.83' 5X5 0.96 0.86 N 0.87" U484 1.56" U270 0.03" 0.03" K 26.63' 32.91' 3X10 0.96 0.93 N 0.68" L/624 1.20" 1./350 -0.07 0.02" L 27.43' 32.93' 5X5 0.96 0.44 N M 31.07 33.00' 4X8 0.96 0.86 N 0.35" L/999 0.87 L/679 -0.02' 0.03" N 35.41' 33.09' 3X5 0.96 0.90 N -0.02' U140 -0.04" U93 -0.07 0.04" O 36.28' 33.11' 5X5 0.96 0.92 N -0.09" L/148 -0.15" U91 -0.07 0.04' P 38.49' 33.16' 1.5X4 0.96 0.79 N -0.25' U160 -0.44' L/92 -0.07 0.04" Q 38.49' 31.01' 3X5 0.96 0.74 N -0.25" L/160 -0.44" L/92 0.13" 0.16' R 35.99' 31.01' 3X5 0.96 0.97 N -0.07 U150 -0.11" U91 D.13" 0.16" S 35.12' 31.01' 5X7 0.96 0.91 N 0.00" U999 0.00' L/999 0.13" 0.16' T 30.73' 31.01' 4X8 0.96 0.75 N 0.3T 1/999 0.66" L/637 0.12" 0.15" U 26.34' 31.01' 5X5 0.96 0.83 N 0.69' U607 1.24' U340 0.10' 0.13' ✓ 22.67 31.01' 3X5 0.96 0.90 N 0.88" U478 1.58" U266 0.08" 0.10" W 21.95' 31.01' 3X5 0.96 0.67 N 0.90" 1/467 1.63' U258 0.08' 0.10" , X 20.00' 31.01' SS0514 0.96 0.73 N ✓ 17.56' 31.01' 3X5 0.96 0.81 N 0.94" 1./447 1.80' 1/233 0.06' 0.07" Z 13.17' 31.01' 5X7 0.96 0.97 N 0.86' L/491 1.71" U247 0.03" 0.04" AA 8.78' 31.01' 3X10 0.96 0.72 N 0.66" 11638 1.35' U312 0.07 0.02" ',. AB 4.39' 31.01' 6X8 0.96 0.98 N 0.36" 1/999 0.75" U563 0.00" 0.00" AC 0.00' 31.01' 3X7 0.96 0.83 N 0.00" L/999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases - [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 1] [WS4][OC 24.00][DF 1.60][NM 1] [MWFRS-WS3][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:5 User Modified:Yes Load Case:49 User Modified:Yes Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 4.4[y=36.41( 0%) 22 PLF @-3.5 to 22 @ 4.4[y=36.41 0%] 11 PLF @-3.5 to 11 @ 4.4[y=36.4][ 0%] 22 PLF @ 4.4 to 22 @ 9.9[y=36.4]t 0%] 22 PLF @ 4.4 to 22 @ 7.9[y=36.4)[ 0%) 11 PLF @ 4.4 to 11 @ 7.9[y=36.4][ 0%] 22 PLF @ 9.9 to 22 @ 19.4[y=36.4g 0%] 22 PLF @ 7.9 to 22 @ 17.4[y=36.4]( 0%] 11 PLF @ 7.9 to 11 @ 17.4[y=36.4][ 0%] 22 PLF @ 19.4 to 22 @ 27.4[y=36.4]( 0%] 22 PLF @ 17.4 to 22 @ 27.4(y=36.4]1 0%] 11 PLF @ 17.4 to 11 @ 27.4(y=36.4][ 0%] ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. ""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating hhgnddlinq,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 87113 Component SafetyInformaton,byTPI ana St3CA tar safetyractices Thor to performing these functions, Installer shall r vide tempora (503)357.2118 bracing per SCSIUnless noted oherwie,top chord shall ave properl attached structural sheathing and bottom chord.shall have a properly attache rigid ceiling.Locations shown for permanent lateral restraint ofwebs shall have bracing Installed per BCSI sections B3,B7 or B10, as applicable. Appl plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for sandard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,anyfailure to build the truss in conformance with ANSI/TPI 1, or for Harlem Ave handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page listing this drawing,indicates acceptance of professional enoQineenng responsibilitysolelyTor the design shown.The suitability and use of this 155 155 Building,a4 Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. g• For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:340784 HIPS Ply: 1 Job Number. 0722001 Cust:R7175 JRef:1XL171750002 774 FROM:MG Oty: 1 Tigard Senior Housing DiwNo: Page 5 of 6 Truss Label: CS1 ... / ... 11128/2022 - 0.25 12 508 es 6X10 _ 11I4X8 -H0508 =5)(5 =3X10 =4X8 -5X5 III1.5X4 T1 -12C74 T2 D E F G H I J T4 K L M N O P AC, AB AA Z Y X W V U B2 T SIlli R Q III3X7 a6X8 =3X10 II15X7 =SS0514 =5X5 =4X8 et5X7 1113X5 22 PLF @ 27.4 to 22 @ 38.5 Iy=36.4][ 0%) 22 PLF @ 27.4 to 22(4 38.5[y=36.4]I 0%) 11 PLF @ 27.4 to 11 @ 38.5(y=36.41( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8J[ 0%] 2 PLF @-3.5 to 2 @ 0.0(y=25.811 0%] 50 PLF @-3.5 to 50 @ 4.4(y=36.4][100%] -50 PLF @-3.5 to -50 @ 4.4[y=36.4][100%] -21 PLF @-3.5 to -21 @ 4.4[y=36.41[100%] 50 PLF @ 4.4 to 50 @ 9.9[y=36.4][100%] -50 PLF @ 4.4 to -50 @ 7.9[y=36.4)(1 00%) -21 PLF @ 4.4 to -21 @ 7.9[y=36.41[100%J 50 PLF @ 9.9 to 50 @ 19.4[y=36.4][100%J -50 PLF @ 7.9 to -50 @ 17.4[y=36.4][100%] -21 PLF @ 7.9 to -21 @ 17.4[y=36.4)[100%j 50 PLF @ 19.4 to 50 @ 27.4[y=36.4][100%J -50 PLF @ 17.4 to -50 @ 27.4 Iy=36.41[100%) -21 PLF @ 17.4 to -21 @ 27.4[y=36.4J[100%J 50 PLF @ 27.4 to 50 @ 38.5[y=36.4][100%) -50 PLF @ 27.4 to -50 n 38.5 Iy=36.4][100%] -21 PLF @ 27.4 to -21 @ 38.5(y=36.411[100%1 18 PLF @ 0.0 to 18 @ 20.0[y=25.81 0%j 50 PLF @-3.5 to 50 @ 38.5[y=36.4][100%] 21 PLF @-3.5 to 21 @ 38.5[y=36.41[100%1 16 PLF @ 20.0 to 18 @ 38.5[y=25.81( 0%) 18 PLF @ 0.0 to 18 @ 20.0 Iy=25.8][ 0%] 9 PLF @ 0.0 to 9 @ 20.0[y=25.8J[ 0%) 128.00 Lbs.@ 12.3,36.4 Angle=270 18 PLF @ 20.0 to 18 @ 38.5[y=25.8]1 0%] 9 PLF @ 20.0 to 9 @ 38.5(y=25.81[ 0%J 128.00 Lbs.@ 18.5,36.4 Angle=270 -1300.00 Lbs.@ 22.8,36.4 Angle=270 -535.73 Lbs.@ 22.8,36.4 Angle=270 Brg.#1 Vert.R= 1985.9#Hor.R= 0.0# -800.00 Lbs.@ 22.8,33.0 Angle= 1 -329.68 Lbs.@ 22.8.33.0 Angle= 1 Brg.#2 Vert.R= 1997.0#Hor.R= -0.0# -800.00 Lbs.@ 36.1,33.3 Angle= 1 -329.68 Lbs.@ 36.1,33.3 Angle= 1 ------------------------------------ 1300.00 Lbs.@ 36.1,36.4 Angle=270 535.73 Lbs.@ 36.1,36.4 Angle=270 [W S1]IOC 24.001[DF 1.60][NM 1] Brg.#1 Vert.R= 393.2#Hor.R= 1599.7# Brg.#1 Vert.R= 239.5#Hor.R= 659.2# Load Case:2 User Modified:Yes Brg.#2 Vert.R= 1271.1#Hor.R= -0.0# Brg.#2 Vert.R= 606.0#Hor.R= 0.0# Repetitive Factors Used:No ======_-_-_- =-_-_-_-_-_-_-_-_-_-_-_-_ -------------------- ----------------- 22 PLF @-3.5 to 22 @ 4.4[y=36.4]I 0%) [Partial Unbal.Lt][OC 24.00][DF 1.25]INM 11 [MWFRS-WS41[OC 24.00J[DF 1.601[NM 1) 22 PLF @ 4.4 to 22 @ 7.9 Iy=36.4]( 0%J Load Case:8 User Modified:Yes Load Case:50 User Modified:Yes 22 PLF Ci 7.9 to 22 @ 17.4[y=36.4J( 0%] Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @ 17.4 to 22 @ 27.4[y=36.4]1 0%1 22 PLF @-3.5 to 22 @ 4.4[y=36.4][ 0%] 11 PLF @-3.5 to 11 @ 4.4[y=36.4]I 0%) 22 PLF @ 27.4 to 22 is 38.5[y=36.4]I 0%] 22 PLF @ 4.4 to 22 @ 9.9[y=36.4]( 0%] 11 PLF @ 4.4 to 11 @ 7.9[y=36.41( 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.81 0%] 22 PLF @ 9.9 to 22 @ 19.4 Iy=36.4j[ 0%] 11 PLF @ 7.9 to 11 @ 17.4(y=36.4J[ 0%J 50 PLF -3.5 to 50 @ 4.4[y=36.4][100%1 22 PLF @ 19.4 to 22 @ 27.4[y=36.4]1 0%] 11 PLF @ 17.4 to 11 @ 27.4[y=36.4]1 0%J 50 PLF @ 4.4 to 50 @ 7.9[y=36.4)(100%] 22 PLF @ 27.4 to 22 @ 38.5[y=36.4][ 0%] 11 PLF @ 27.4 t0 11 @ 38.5[y=36.4)[ 0%) 50 PLF 4 7.9(0 50 @ 17.4[y=36.41[100%) 4 PLF @-3.5 to 4 @ 0.0[y=25.8][ 0%] 2 PLF @-3.5 to 2 @ 0.0(y=25.83[ 0%) 50 PLF @ 17.4 to 50 @ 27.4[y=36.4]I100%] 50 PLF @ 35.2 t0 50 @ 38.5[y=36.4][100e/] 21 PLF @-3.5 to 21 @ 4.4[y=36.4)I100%] 50 PLF @ 27.4 to 50 @ 38.5[y=36.4][100%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.8)[ 0%] 21 PLF @ 4.4 to 21 @ 7.9[y=36.41[100%] -50 PLF @-3.5 to -50 @ 38.5(y=36.4X100%J 18 PLF @ 20.0 to 18 @ 38.5[y=25.8][ ON 21 PLF @ 7.9 to 21 @ 17.4[y=36.4][100%] 18 PLF @ 0.0 to 15 @ 20.0(y 25.8][ 0%] 128.00 Lbs.@ 12.3,36.4 Angle=270 21 PLF @ 17.4 to 21 @ 27.4[y=36.4)1100%) 18 PLF @ 20.0 to 18 i 38.5[y=25.81[ 0%] 128.00 Lbs.@ 18.5,36.4 Angle=270 21 PLF @ 27.4 to 21 @ 38.5[y=36.4][100%] 1300.00 Lbs.@ 22.8,36.4 Angle=270 Brg.#1 Vert.R= 927.1#Hor.R= 0.0# -21 PLF @-3.5 to -21 @ 38.5[y=36.41[100%4 1300.00 Lbs.@ 36.1,36.4 Angle=270 Brg.#2 Vert.R= 1124.7#Hor.R= -0.0# 9 PLF @ 0.0 to 9 @ 20.0[y=25.8J[ 0%J 800.00 Lbs.@ 22.8,33.0 Angie= 1 ---------------------------------------- 9 PLF @ 20.0 to 9 @ 38.5[y=25.8)[ 0%] 800.00 Lbs.@ 36.1.33.3 Angle= 1 [Partial Unbal.RtI[OC 24.00][DF 1.25]INM 11 535.73 Lbs.@ 22.8,36.4 Angle=270 Brg.#1 Vert.R= 1115.4#Hor.R=-1599.7# Load Case:9 User Modified:Yes 329.68 Lbs.@ 22.8,33.0 Angle= 1 Brg.#2 Vert.R= 3081.7#Hor.R= 0.0# Repetitive Factors Used:No 329.68 Lbs.@ 36.1,33.3 Angle= 1 ------------------------------- 22 PLF @-3.5 to 22 @ 4.4[y=36.41( 0%] -535.73 Lbs.@ 36.1,36.4 Angle=270 [WS2XOC 24.00][DF 1.60J[NM 1] 22 PLF @ 4.4 to 22 @ 9.9[y=36.4][ 0%] Brg.#1 Vert.R= 568.0#Hor.R= -659.2# Load Case:3 User Modified:Yes 22 PLF @ 9.9 to 22 @ 19.4[y=36.4][ 0%] Brg.#2 Vert.R= 249.8#Hor.R= 0.0# Repetitive Factors Used:No 22 PLF @ 19.4 to 22 @ 27.4(y=36.41( 0%] ------------------------------------- 22 PLF @-3.5 to 22 @ 4.4[y=36.41[ 0%j 22 PLF @ 27.4 to 22 @ 38.5[y=36.41 0%J IMWFRS-STD.AUTO.LOAD]IOC 24.D0][DF 1.60XNM 1] 22 PLF 42 4.4 to 22 @ 7.9(y=36.41[ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=25.81( 0%] Load Case:51 User Modified:Yes 22 PLF @ 7.9 to 22 @ 17.4[y=36.4][ 0%] 50 PLF @-3.5 to 50 @ 4.4[y=36.41[100%] Repetitive Factors Used:Na 22 PLF @ 17.4 to 22 @ 27.4[y=36.4][ 0%] 50 PLF @ 4.4 to 50 @ 9.9(y=36.4][100%J 11 PLF @-3.5 to 11 @ 4.4(y=36.4][ 0%) 22 PLF @ 27.4 to 22 @ 38.5(y=36.4][ 0%] 50 PLF @ 9.9 to 50 • 19.4[y=36.4][100%) 11 PLF @ 4.4 to 11 @ 9.9[y=36.4][ 0%] 4 PLF @-3.5 to 4 @ 0.0(y=25.81 0%] 50 PLF @ 19.4 to 50 @ 27.4[y=36.4J[100%1 11 PLF @ 9.9 to 11 @ 19.4[y=36.41( 0%] -50 PLF @-3.5 to -50 @ 4.4[y=36.411100%) 50 PLF @ 27.4 to 50 @ 35.2(y-36.41[100%J 11 PLF r. 19.4 to 11 @ 27.4[y=36.4)[ 0%) **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components of Oregon,Inc 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa See Trusses require extreme care in fabricating,handling,shipping,installing and bracing.. Refer to and follow the latest edition of BCSI(Building Corneas OR 97113 Component Safety Information,by TPI ono SBCA)fb safety practices nor to performng these functions. Installers shell provide temporary (5034157-2118 bracingper BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a property attachd rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracin installed pr BCSI sections B3,B7 or B10, as applicable. Appl plates to each face o truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss In conformance with ANSI/I PI 1, or(or handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance ofprofessional engineering responsibility solelylor the design shown.The suitabih and use of this drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2, North Building,4th Floor For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEON:340784 HIPS Ply: 1 Job Number. 0722001 Dust:R7175 JRet 1XL171750002 T74 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Pepe 8 of 8 Truss Label: CS1 ... / ... 11/2812022 0.25 12 H0508 =6X10 1114X8 =H0508 a5X5 =3X 05 =4X8 =5X5 1111.5X4 A B T1 -1 C14 T2 D E F G H I J T4 K L M N O P I W4 e e) I I t IIIII3X7 =8XX8 =3 iX 0 1115X7 Y =SS0514 W V =5X5 B2 4X8 =5X7R 1113X5 -50 PLF @ 4.4 to -50 @ 7.9(y=36.4][100%] 18 PLF @ 0.0 to 18 @ 20.0[y=25.61[ 0%J 11 PLF @ 27.4 to 11 @ 38.5[y=36.4][ 0%] -50 PLF n 7.9 to -50 @ 17.4[y=36.4)(100%) 18 PLF @ 20.0 to 18 @ 38.5[y=25.8]I 0%] 2 PLF @-3.5 to 2 @ 0.0[y=25.8)[ 0%) -50 PLF @ 17.4 to -50 @ 27.4[y=36.4][100%] 128.00 Lbs.@ 12.3,36.4 Angle=270 -21 PLF @-3.5 to -21 @ 4.4[y=36.41[100%) -50 PLF @ 27.4 to -50 @ 38.5[y=36.41100%1 128.00 Lbs.@ 18.5,36.4 Angle=270 -21 PLF @ 4.4 to -21 a 9.9[y=36.4](100%] 50 PLF @-3.5 to 50 @ 38.5[y=36.41[100%1 Brg.#1 Vert.R= 1996.9#Hor.R= 0.0# -21 PLF @ 9.9 to -21 @ 19.4[y=36.4][100%] 16 PLF @ 0.0 to 18 @ 20.0[y=25.81[ 0%1 Brg.#2 Vert.R= 1823.9#Hor.R= 0.0# -21 PLF @ 19.4 to -21 @ 27.4[y=36.41[100%1 18 PLF @ 20.0 to 18 @ 38.5[y=25.811 0%1 ==-==_-__-_-=-_=-_-__-_-_-_===_-_-_-_ -21 PLF @ 27.4 to -21 @ 38.5[y=36.41[100%1 -1300.00 Lbs.@ 22.8,36.4 Angle=270 [MW FRS-WS1](OC 24.00](DF 1.6011NM 1] 9 PLF @ 0.0 to 9 @ 20.0[y=25.8][ 0%1 -1300.00 Lbs.@ 36.1,36.4 Angle-270 Load Case:48 User Modified:Yes 9 PLF @ 20.0 to 9 @ 38.5[y=25.811 0%1 -800.00 Lbs.@ 22.8,33.0 Angle= 1 Repetitive Factors Used:No 65.28 Lbs.n 12.3,36.4 Angle=270 -800.00 Lbs.@ 36.1,33.3 Angle. 1 11 PLF @-3.5 to 11 @ 4.4[y=36.41( 0%] 65.28 Lbs.@ 18.5,36.4 Angle=270 Brg.#1 Vert.R= 467.9#Hor.R= 1599.7# 11 PLF @ 4.4 to 11 @ 7.9[y=36.4][ 0%] Brg.#1 Vert.R= 42.7#Hor.R= D.0# Brg.#2 Vert.R=-1403.7#Hor.R= 0.0# 11 PLF @ 7.9 to 11 @ 17.4[y=36.411 0%) Brg.#2 Vert.R= 54.4#Hor.R= -0.0# --------------------------------------- 11 PLF @ 17.4 to 11 C?27.4[y=36.41( O%1 ----------------------------------------- [WS3][OC 24.00][DF 1.60][NM 1] 11 PLF @ 27.4 to 11 @ 38.5[y=36.41( 0%] Load Case:4 User Modified:Yes 2 PLF @-3.5 to 2 n 0.0(y=25.8]( 0%] Repetitive Factors Used:No -21 PLF @-3.5 to -21 C 4.4[y=36.4][100%] 22 PLF @-3.5 to 22 @ 4.4[y=36.4]( 0%] -21 PLF @ 4.4 to -21 @ 7.9[y=36.4]I100%) 22 PLF @ 4.4 to 22 @ 7.9[y=36.41 0%) -21 PLF @ 7.9 to -21 @ 17.4[y=36.41[100%] 22 PLF @ 7.9 to 22 @ 17.4 Iy=36.41[ 0%) -21 PLF @ 17.4 to -21 @ 27.4[y=36.4]I100%] 22 PLF @ 17.4 to 22 @ 27.4(y=36.41( 0%] -21 PLF @ 27.4 to -21 @ 38.5[y=36.411100%1 22 PLF @ 27.4 to 22 @ 38.5(y=36.411 0%] 21 PLF @-3.5 to 21 @ 38.5[y=36.4][100%] 4 PLF @-3.5 to 4 @ 0.0 Iy=25.8]( 0%] 9 PLF @ 0.0 to 9 @ 20.0(y=25.8][ 0%] 50 PLF @-3.5 to 50 @ 4.4 Iy=36.4J[100%1 9 PLF @ 20.0 to 9 @ 38.5 Iy=25.8]( 0%] 50 PLF @ 4.4 to 50 @ 7.9[y=36.41[100%1 -535.73 Lbs.@ 22.8,36.4 Angle=270 50 PLF @ 7.9 to 50 @ 17.4 Iy=36.4][100%) -535.73 Lbs.@ 36.1,36.4 Angle=270 50 PLF @ 17.4 to 50 @ 27.4[y=36.41100%] -329.68 Lbs.@ 22.8,33.0 Angle= 1 50 PLF @ 27.4 to 50 @ 38.5[y=36.41[100%1 -329.68 Lbs.@ 36.1,33.3 Angle= 1 -50 PLF @-3.5 to -50 @ 38.5 Iy=36.4][100%1 Brg.#1 Vert.R= 270.3#Hor.R= 659.2# 18 PLF @ 0.0 to 18 T.20.0[y=25.8][ 0%1 Brg.#2 Vert.R= -496.3#Hor.R= 0.0# 18 PLF @ 20.0 to 18 @ 38.5(y=25.8][ O%1 ----------------------------------- 1300.00 Lbs.@ 22.8,36.4 AngIe=270 800.00 Lbs.@ 22.8,33.0 Angle= 1 800.00 Lbs.@ 38.1,33.3 Angle= 1 -1300.00 Lbs.@ 36.1,36.4 Angle 270 Brg.#1 Vert.R= 1190.2#Hor.R=-1599.7# Brg.#2 Vert.R= 406.9#Hor.R= 0.0# "WARNING*` READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Comments of Oregon.Inc `IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)f safety practices pnor to performing these functions. Installers shall provide temporary (503)357-2118 bracinupe r BCSI.Unless noted otherwise,top chord shall have roper) attached structural sheathin and bottom chord shall have a pro fly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,B7 or B1100, as applicable. Appl plates to each face.of truss and positionas shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs eneral Notes page for additional information. Alpine,a division of MN BuildinaComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the .: truss in conformance with ANSI/I PI 1- or for handling, shippingp installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listingthis drawing indicates acceptance of rofessiorlal en0ineeon9 responsibility sole) Tor the design shown.The suitability and use o This North Building.4th Floor draing for any structure is the responsibility of the Building-Designer per ANSI/TP!1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60026 SEON:304538/ COMN Ply: 1 Job Number: 0722001 Oust:R7175 JRet1XL171750002 T7 ' FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.11824 Page 1 of 3 Truss Label: D BFR / RTT 11/28/2022 5'1"10 I T11"4 I 10'8'8 I_ 13'3'14 , 19'9'10 20,'2"2 5'1'10 2'9'10 2'7"4 2'9"6 6'5"12 4 8 0.25 L� 1113X7 =10X12 w3X5 3X5 1111.5FX4 ==-3X5 GH A 8 T1 C w I T N --- - �l H 1 — ---_ 111 ®® `N 1 1113X5 w4X5 w3X5 =3X5 w3X7K 1111.5X4 1 13'214 l 6'11"4 -- 51'8 5'1"8 1'9" 6'7"8 I12 1--3' 5'i"8 10'3' I 12' { - -- 1911"6 0'2"2 1'3"1 11 L. 13'3" 4 Loading Criteria(put) Wind Criteria Snow Criteria (Pg,Pf in PSF) MNCSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loe WWI L/# Gravity Non-Gravity TCDL; 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.079 D 999 360 Loc R+ /R- /Rh /Rw /U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.138 D 999 240 0 856 /- /- /370 /108 /6 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(TL): 0.006 J - - K 1025 /- I- /477 /32 I- EXP:Des Ld: 45.00 B Kzt:NA HORZ(TL): 0.011 J - - I 247 /- /- /90 /14 /- Mean Height:42.83 ft Wind reactions based on MWFRS NCBCLL:0.00Building Code: Creep Factor:2.0 TCDL:6.0 psf IBC 2018 Max TC CSI: 0.674 0 Brg Wid=5.5 Min Req= 1.5(Truss) Soffit: 2.00 BCDL:4.2 psf K Brg Wid=5.5 Min Req=1.5(Truss) Load Duration:1.15 MWFRS Parallel Dist:h/2 to h WI Std: 2014 Max BC CSI: 0.265 I Brg Wid=- Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.462 Bearings 0&K are a rigid surface. Loc.from endwall:Any FT/RT:4(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(lb.) Wind Duration:1.60 WAVE VIEW Ver:21.02.008.1108.20 Chords Tens.Comp. Chords Tens. Comp. Lumber B-C 194 -906 D-E 117 -508 Top chord 2x4 HF#2 T1 2x10 DF-L#7 C-D 120 -520 Bol chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum got Chord Forces Per Ply(lba) Purling Chords Tens.Comp. Chords Tens. Comp. In lieu of structural panels use purlins to brace all flat N-M 894 -197 L-K 480 -117 TC @ 24"oc. M-L 480 -117 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply fibs) n lords an. Webs Tens.Comp. Webs Tens. Comp. meEnd verticals not exposed to wind pressure. B-O 255 -815 E-K 187 -853 B-N 923 -196 F-K 174 -440 Additional Notes C-M 84 -444 Provide for complete drainage of roof. 4;REP PROFESS 0.co Q1 G1N 'N /GZ r83294PE 9 ..r3 OREGON r V1y 14,20°0 QQ SSeII Tang Renewal 6/30/2024 11/28/2022 'WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. 'IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Comerue OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary 1so3>ss-zns bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a prgp@cry attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63,B7 or 8110, as applicable. Apjp pety plates to each face oI truss and position as shown above and on the Joint!Details., unless noted otherwise. Deter to ALPINE' drawings 160A-Z'nor standard plate positions.Refer to job's General Notes page for additional information. Alpine.a division of ITW Building_Components Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI//TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on-this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional en ne rimg responsibility solely for the design shown.The suitablh and use o is North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. N Bw, itL 6,4th For more information see these web sites:Alpine:alpineitw.com;WI:tpinst.orq;SBCA:sbcacornponenls.com;ICC:iccsafe.org;AWC:awc.org SEON:304538 COMN Ply: 1 Job Number: 0722001 Cost:R7175 JRet1XL171750002 77 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 2 of 3 Truss Label: D ... I ... 11/28/2022 0.25 12 III3X7 =10X12 =3XX5 =3E 1111.5FX4 3X5 A g T1 C L K 111133XX55 =4X5 =3X5 3X5= =3X7 1111.5X4 Member MaxTen MsxCornp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.00 - 0.154 0.154 1 2x10 OF-L#2 42.01" Plywd B - C 193.90 -905.79 0.001 0.154 0.155 1 2x10 OF-L#2 61.56" Plywd C - D 119.88 -520.07 0.006 0.286 0.291 1 2x4 HF#2 65.07' Plywd D - E 117.18 -507.88 0.009 0.286 0.295 1 2x4 HF#2 65.07" Purl 24 E - F 227.34 -21.99 0.038 0.636 0.674 1 2x4 HF#2 33.38' Purl 24 F - G 227.34 -21.99 0.038 0.596 0.634 1 2x4 HF#2 B1.25" Purl 24 G - H 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Purl 24 O - N 6.32 -8.35 0.001 0.086 0.087 1 2x4 HF#2 61.50' Diaph N - M 893.67 -196.54 0.168 0.075 0.243 1 2x4 HF#2 61.50" Dlaph M - L 480.26 -116.52 0.081 0.073 0.154 1 2x4 HF#2 38.88' Diaph L - K 480.26 -116.52 0.081 0.184 0.265 1 2x4 HF#2 36.88" Diaph K - J 35.02 -7.85 0.007 0.149 0.156 1 2x4 HF#2 81.25' Diaph J - I 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph B - 0 254.87 -814.57 0.093 0.005 0.099 26 2x4 HFStand+HFStud 11.32" - B - N 923.06 -195.97 0.462 - 0.462 1 2x4 HFStand+HFStud 58.52" - C - N 106.92 -153.63 0.039 - 0.039 25 2x4 HFStand+HFStud 18.35' - C - M 83.53 -444.34 0.270 - 0.270 1 2x4 HFStand+HFStud 60.83" - M - E 194.82 -4.62 0.099 - 0.099 1 2x4 HFStand+HFStud 18.98" - E - K 167.01 -853.19 0.238 - 0.238 5 2x4 HFStand+HFStud 36.89" - F - K 173.62 -439.69 0.093 - 0.093 1 2x4 HFStand+HFStud 18.98" - K - G 30.94 -250.51 0.241 - 0.241 5 2x4 HFStand+HFStud 78.34' - G - J 78.94 -192.80 0.001 0.252 0.253 1 2x4 HFStand+HFStud 18.98' - Joint x y Plate Cq JSI Method deflY(L) dellY(T) deflX(L) deflX(T) A -3.50' 42.32' 0.00" L/999 -0.02" L/999 0.00" 0.00" B 0.00' 42.40' 3X7 0.96 0.95 N 0.00" L/999 0.00' L/999 0.00" 0.00' C 5.13' 42.62' 10X12 0.96 0.34 N 0.03' U999 0.08" 1/999 0.00" 0.00" D 7.94' 42.80' 3X5 0.96 0.54 N 0.08" U999 0.20' L/807 0.00" 0.00' E 10.54' 42.80' 3X5 0.98 0.50 N 0.00' 1/999 0.03" L/999 0.00" 0.00" F 13.32' 42.80' 1.5X4 0.96 0.53 N 0.00" U999 0.00" L/999 0.00" 0.00" G 20.09' 42.80' 3X5 0.96 0.82 N 0.00' U999 0.00" L/999 0.00" 0.00" H 20.18' 42.80' 0.0D' U999 -0.02' U55 0.00' 0.00" I 20.18' 40.93' 0.00" U999 0.00" L1999 0.00" 0.01" J 20.09' 40.93' 1.5X4 D.96 0.80 N 0.00" U999 0.00' 1/999 0.00" 0.01" K 13.32' 40.93' 3X7 0.96 0.71 N 0.00" U999 0.00" U999 0.00" 0.01' L 12.00' 40.93' 3X5 0.96 0.36 N M 10.25' 40.93' 3X5 0.96 0.48 N 0.01" L/999 0.03" 1/999 0.00" 0.00' N 5.13' 40.93' 4X5 0.96 0.81 N 0.03" 1/999 0.07" U999 0.00' 0.00' O 0.00' 40.93' 3X5 0.96 0.94 N 0.00" L/999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00][DF 1.15](NM 11 (C&C ASCE WindHLt-+][OC 24.00][DF 1.601[NM 11 [C&C ASCE WindHRt-+][OC 24.00](DF 1.601[NM 1) 'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components or orogen.lee. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.BOO 48e Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to p rformin these functions. Installers shall provide temporary (503)357-2118 bracingSr BCSI,Unless noted otherwise,topchord shall have properly attached structural sheathin and bottom chord,shaltha aproperly attachori id ceiling.Locations shown for pemanent lateral restraint otwebs shall have�bracing installed per BCSI secons 3 B7_ r 110, as applicable. Apply plates to each face of truss and position as shown above and on the JoinCDetails, unless noted otherwise. Ffefer to ALPINE drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building4 Components Group Inc.shall not be responsible for any deviation from this drawing,an failure to build the truss In conformance with es acceptance PI 1, or for handling, shipping, installaton and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of pro essional ingg-LDe erine responsibility solely1Sec.or the design shown.The suitabili and use of Bus North Building.4th Floor drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. g• • For more information see these web sites:Alpine:alpineilw.com;TPL tpinst.org;SBCA:atrecomponents.com;ICC:iccsafe.orq;AWC:awc.drq Glenview,IL 60025 SEON:304538 COMN Ply. 1 Job Number: 0722001 Cost R 7175 JRef:1%LI71750002 T7 FROM:MG Oty: 1 Tigard Senior Housing D1wNo: Pope 3 of 3 Truss Label: D ... I ... 11/28/2022 0.25 12 113X7 =10X12 =3X =3X5 1111.FX4 =3X5 A Ti C LJ 1113X5 =4X5 =X5 =X5 =3X7� III1.5X4 Load Case:1 User Modified:No Load Case:25 User Modified:No Load Case:26 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 5.1[y 45.9]( 0%] -34 PLF @-3.5 to -34 @ 0.0 L[y42.7][100%] -41 PLF @-3.5 to -41 @ 5.1 L[y=42.81[100%1 22 PLF Qa 5.1 to 22 @ 7.9[y--45.91 0%1 12 PLF @-3.5 to 12 @ 0.0(y=45.9][ 0%) -41 PLF @ 5.1 to -41 ll 7.9 L[y--42.9][100%] 22 PLF @ 7.9 to 22 C 20.2(y-45.9)[ 0%) -41 PLF @ 0.0 to -41 @ 5.1 L[y--42.8](100%) 12 PLF a-3.5 to 12 a 7.9[y--45.9][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.81( 0%1 -41 PLF @ 5.1 to -41 @ 7.9 L[y--42.9)(100%] -41 PLF @ 7.9 to -41 a 20.2[y=42.91[100%1 50 PLF @-3.5 to 50 @ 5.1[y--45.91[100%] 12 PLF @ 0.0 to 12 @ 7.9[y=45.9]( 0%] 12 PLF a 7.9 to 12 @ 20.2[y=45.9]I 0%] 50 PLF @ 5.1 to 50 @ 7.9[y--45.91[100%] -41 PLF @ 7.9 to -41 @ 20.2[y=42.9][100%] 8 PLF @ 0.0 to 8 @ 20.2[y=35.811 0%] 50 PLF @ 7.9 to 50 @ 20.2[y 45.9)[100%] 12 PLF @ 7.9 to 12 @ 20.2(y=45.91[ 0%1 =---=_-_-=_-_-_-_-_-_-_-=-_-_-_-_- -_-_ 18 PLF @ 0.0 to 18 @ 20.2[y=35.81 0%] 8 PLF @ 0.0 to 8 @ 20.2[y=35.81 0%] Brg.#1 Vert.R= 848.2#Hor.R= 0.0# --------------------------------- Brg.#2 Vert.R= 1024.5#Hor.R= -0.0# Brg.#3 Vert.R= 209.3#Hor.R= -0.0# [Partial Unbal.Rt][OC 24.00)(0F 1.25][NM 1] Load Case:5 User Modified:No Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 5.1[y=45.91[ 0%) 22 PLF @ 5.1 to 22 @ 7.9[y-45.9][ 0%1 22 PLF @ 7.9 to 22 @ 20.2[y=45.9][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 50 PLF @-3.5 to 50 @ 5.1[y=45.9](100%) 50 PLF @ 5.1 to 50 @ 7.9[y 45.91[100%1 50 PLF @ 7.9 to 50 rt. 13.2(y--45.9][100%] 18 PLF @ 0.0 to 18 @ 20.2[y=35.811 0%] Brg.#1 Vert.R= 855.7#Hor.R= 0.0# Brg.#2 Vert.R= 829.0#Hor.R= -0.0# Brg.#3 Vert.R= 50.5#Hor.R= -0.0# "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,lee "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 4138 Trusses require extreme care in fabricating[ handling shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI ono SBCA)for safely practices plior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have prqperly attached structural sheathingand bottom chord,shall have a props y attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instlled per BCSI sections 03,B7 or B10, �� as applicable. Appl plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to ALPINE , drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building1Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the - truss in conformance with ANSViPI 1, or for handling, shipping,.installation and bracing of trusses. A seal orithis drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional enameenng responsibility soleiyior the design shown.The suitability and use of ells 155 Building,em4th Floor drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com:TPI:1pinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 80025 SEON:304541/ COMN Ply: 1 Job Number: 0722001 Gust:R7175 JRef:1XL171750002 715 FROM:MG Qty. 1 Tigard Senior Housing DrwNo: 332.22.0740.10748 Page 1 of 3 Truss Label: D1 BFR I RTT 11128/2022 4 51'10 9'11'4 13'3'14 51"10 4'9'10 74.10 I 18'5'2 17010 5'1"4 ) 1'4'8 0.25 12 Ig3X7 Ti w 01X12 U 3XE5 1111.� =-3X5 =3 HI A T \� + Ni es. N _La T_ T Efi 1 1 P MI N III1 5)U II13X5 014%5 =3X5 =3X5 =3x7 1 13'2'14 ) 6'11.4 A 51'8 5'1"8 1'9" 878 20'2' '--3'" 5'1'8 t 10'3' 17 I I 1991'8 2 t 1'714 13'3'4 Leading Criteria(pit) Wind Criteria Snow Criteria (Pg,Pf in PSF) DsNCSI Criteria ♦Maximum Ri.cflons(lit) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Udefl LJ# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.133 G 609 360 Loc R+ /R- I Rh 1 Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.235 G 345 240 p 849 I- 1- 1370 /108 /7 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.006 K - - L 1021 I- I- /476 /32 /- Des Ld: 45.00 E7CP:B Kt:NA HORZ(TL): 0.011 K - - J 265 I- I- /90 /15 /- Mean Height:ht:42.85 ft Building Code: Creep Factor.2.0 Wind reactions based on MWFRS NCBCLL: 2.0 BCOL:6.0 psf P Brg Wid=5.5 Min Req= 1.5(Truss) Soffit: L 2 00 IBC 2018 Max TC CSI: 0.718 BCOL:4.2 psf TPI Std: 2014 Max BC CSI: 0.270 J Brg Wid= Min Req=1.5(Truss) Load Duration:1.15 MWFRS Parallel Dist:h/2 to h Brg W id=- Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.466 Bearings P 8 L are a rigid surface. Loc.from endwall:Any FTIRT:4(0y4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver.21.02.008.1108.20 Chords Tens.Comp. Chords Tens. Comp. Lumber B-C 196 -897 D-E 116 -448 Top chord 2x4 HF#2 T1 2x10 DF-L#2; C-D 116 -457 • Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Bet Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. PurBns In lieu of structural panels use purlins to brace all flat O-N 885 -199 M-L 419 -114 TC@24"oc. N-M 419 -114 Wind Maximum Web Forces Per Pty(lbs) Wind loads based on MWFRS with additional C&C Webs Tens.Comp. Webs Tens. Comp. member design. End verticals not exposed to wind pressure. B-P 256 -808 E-L 155 -839 B-O 914 -198 F-L 178• -450 Additional Notes C-N 88 -462 Provide for complete drainage of roof. �REA. p PRO/ C2�G'' G I N FA, C)Z 83294PE 7' .r� OREGON ~` �Ly 14,20°0 i.e. Seel)Tan Renewal 6/30/2024 11/28/2022 • "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components or Oregon,Inc. 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.o.Box 468 Cornelius OR 97113 Trusses enirecKlireSafety ytnme o infabricating,and handling shipping,practices and bracing., g Refen to and iollowons_the latests editionh oo Id6BC t (Building :503)357-2118 Compgne rCSI. Information, o TPI and Sp chord i hll safety v sops prior to performing these sneathing an. Installers shall,provide temppoorary bracing peril eil Unlessnoted otherwise,top permanent have ppronto a attached.structural have ter cinginstg and bo B I send sns have a properly attached roqle.ceiling Locationssto a for f truss lats restraints webs s have eJ oin0 insane, per s sothes B7 or r to asr wingsa1 Z ort' lanes each face on s.0 s and positionlob's as shownallo above and on the nal inDemati unless noted otherwise. (defer to ALPINE' drawings i6�A-Z for standard plate positions.Refer to jabs General Notes page for additional information. Alpine,a division of ITW Buildin Co ponents Group Inc.shall not,be responsible for any, deviation from this drawing,any failure to build the .,nwcowaa truss m conformance with ANSIITPI 1,, or for handling, shi pinq installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance 4f professional enpAlneenng responsibility solelyTor the design shown.The suilabif and use of this North 4th Floor drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Buil Building,8 4 For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq SEON:304541 CORN Ply: 1 Job Number: 0722001 Cust:R7175 JRer.1XL171750002 T15 FROM;MG Oty: 1 Tigard Senior Housing DrwNo: Page 2 of 3 Truss Label: 01 ... / ... 11/26/2022 0.25 ---10X12 --3X5 III 1.5X4 =3X5 =3X5 1113X7 Ti C D E F G HI A B KJ IIlI3X5 =4P X5 =3X5 =3X5 =_3X7 I111.5X4 Member MaxTen MaxCamp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.00 - 0.154 0.154 1 2x10 DF-L#2 42.01' Plywd • B - C 195.83 -896.70 0.001 0.154 0.155 1 2x10 DF-L#2 61.56" Plywd • C - D 115.82 -457.15 0.006 0.346 0.352 1 2x4 HF#2 65.06' Plywd D - E 116.14 -447.96 0.006 0.209 0.214 5 2x4 HF#2 65.06' Purl 24 • E - F 272.14 -20.47 0.034 0.674 0.708 1 2x4 HF#2 33.38" Purl 24 F - G 272.16 -20.39 0.034 0.684 0.718 1 2x4 HF#2 81.25" Purl 24 G - H 271.58 -24.85 0.030 0.346 0.376 1 2x4 HF#2 81.25" Plywd H - I 0.12 -0.00 - - - 1 2x4 HF#2 1.00' Plywd P - 0 6.24 -8.55 0.001 0.085 0.086 1 2x4 HF#2 61.50' Diaph O - N 884.72 -198.67 0.169 0.080 0.249 1 2x4 HF#2 61.50" Diaph N - M 419.13 -113.94 0.080 0.074 0.153 1 2x4 HF#2 36.88" Diaph M - L 419.13 -113.94 0.088 0.183 0.270 1 2x4 HF#2 36.88" Diaph L - K 38.99 -9.36 0.008 0.151 0.159 1 2x4 HE#2 81.25" Diaph K - J 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph B - P 255.60 -808.41 0.094 0.005 0.099 26 2x4 HFStard+HFStud 11.32" - B - 0 913.84 -197.98 0.466 - 0.466 1 2x4 HFStand+HFStud 58.52" - C - 0 106.97 -150.68 0.039 - 0.039 25 2x4 HFStand+HFStud 18.35" - C - N 88.49 -461.99 0.281 - 0.281 1 2x4 HFStand+HFStud 60.83' - N - E 196.81 -4.75 0.100 - 0.100 1 2x4 HFStand+HFStud 19.48" - E - L 155.36 -839.33 0.236 - 0.236 5 2x4 HFStand+HFStud 37.15" - F - L 177.63 -449.82 0.095 - 0.095 1 2x4 HFStand+HFStud 19.48" - L - H 24.24 -298.51 0.287 - 0.287 5 2x4 HFStand+HFStud 78.37" - H - K 80.25 -211.57 0.001 0.292 0.293 1 2x4 HFStand+HFStud 19.14" - Joint x y Plate Cq JSI Method dellY(L) deflY(T) de6X(L) de9X(T) A -3.50' 42.32' 0.00" 1/999 -0.02' U999 0.00" 0.00" B 0.00' 42.40' 3X7 0.96 0.95 N 0.00" 1./999 0.00" U999 0.00" 0.00" C 5.13' 42.62' 10X12 0.96 0.34 N 0.03' 1.1999 0.08" 1.1999 0.00" 0.00" D 9.94' 42.84' 3X5 0.96 0.71 N 0.03" U999 0.08" 1/999 0.00" 0.00' E 10.54' 42.84' 3X5 0.96 0.50 N 0.01" U999 0.04" 11999 0.00" 0.00" F 13.32' 42.84' 1.5X4 0.96 0.53 N 0.00' U999 0.00" U999 0.00" 0.00' G 18.43' 42.84' 3X5 0.96 0.96 N 0.13" 1/609 0.40" L/200 0.00" 0.00" H 20.09' 42.81' 3X5 0.96 0.91 N 0.00" U999 0.00" U999 0.00" 0.00" I 20.18' 42.81' 0.00" U999 -0.02" U48 0.00" 0.00' J 20.18' 40.93' 0.00" U999 0.00' U999 0.00" 0.01" K 20.09' 40.93' 1.5X4 0.96 0.80 N 0.00' 1./999 0.00" 11999 0.00" 0.01" L 13.32' 40.93' 3X7 0.96 0.70 N 0.00" 1/999 0.00" 11999 0.00" 0.01' M 12.00' 40.93' 3X5 0.96 0.37 N N 10.25' 40.93' 3X5 0.96 0.48 N 0.01" U999 0.04" U999 0.00' 0.00' O 5.13' 40.93' 4X5 0.96 0.81 N 0.03" L/999 0.08" U999 0.00' 0.00' P 0.00' 40.93' 3X5 0.96 0.94 N 0.00" 1/999 0.00" L/999 0.00' 0.00" Loads using option:User Modified Load Cases "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components dOregon,Inc "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling,shipping,installingand bracing. Refer to and follow the latest edition of BCSI(BuildingCornelius OR 97113 aa OD8 (503)357.211S Componentg CSI. Information,byTPI and SBCA)chord safely v prgpe l iotao pl erfsi to these functalhin oan Installers shchord, ll av temporary bracin rid eil Unlessnoted shown otherwise,top shalltehavelre au eolf webs attached l have bracing c n n and BC I sect shall have a properly asa ceiling Locationsto ah fa fore permanentiugsand las restraint sho on bov shall have the etas s, per s not d ihes B7 f r to as applicable.ig Apply plates deach foce o Pugs position shown above and onoddoe nali Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to lobs General Notes page for additional information. Alpine,a division of ITW Buildin Cpomponents Group Inc.shall not be responsible for any deviation from this drawing,any.failure to build the truss in conformance with ANSITEPI 1, or for handling, shipping,,installation and bracing of trusses. A seal otthis drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professionl engmeenng responsibility solely for the design shown.The suitability and use of This North 4tn Floor drawing for any stucture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Bw Building,L g 401 For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe,orq;AWC:awc.orq SEON:304541 COMN Pty. 1 Job Number: 0722001 Cost R7175 JRet1XL171750002 715 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 3 of 3 Truss Label: D1 ... I ... 11/28/2022 0.25 12 A IIIB3X7 Ti =10C12 _3D 3X5E 1111.FX4 =33 s P '''''''''''''''''''':1 KJ 1113X5 '4X5 =3X5 =3X5 =3X7 1111.5X4 [STD.AUTO.LOADI(OC 24.00][DF 1.15][NM 1] [C&C ASCE WindHLt-+]IOC 24.00][DF 1.60][NM 1] [CSC ASCE WindHRt-+l[OC 24.00][DF 1.601[NM 1] Load Case:1 User Modified:No Load Case:25 User Modified:No Load Case:26 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 5.1(y=46.0][ 0%] -34 PLF @-3.5 to -34 C 0.0 L[y=42.71100%) -41 PLF @-3.5 to -41 @ 5.1 L(y=42.8][100%] 22 PLF @ 5.1 to 22 @ 9.9[y-46.D][ 0%I 12 PLF @-3.5 to 12 @ 0.0[y--46.0]1 0%) -41 PLF @ 5.1 to -41 @ 9.9 L 1y=42.91(100%) 22 PLF @ 9.9 to 22 @ 18.4(y=46.0][ 0%] -41 PLF @ 0.0 to -41 @ 5.1 L[y=42.8][100%] 12 PLF @-3.5 to 12 @ 9.9(y=46.0][ 0%] 22 PLF @ 18.4 to 22 @ 20.2 Iy--46.0][ 0%] -41 PLF @ 5.1 to 41 @ 9.9 L[y=42.9][100%] -41 PLF @ 9.9 to -41 @ 18.4[y--42.9)[100%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 12 PLF @ 0.0 to 12 @ 9.9(y=46.0][ 0%] 12 PLF @ 9.9 to 12 @ 18.4(y=46.01[ 0%) 50 PLF @-3.5 to 50 @ 5.1[y-46.0][100%] -41 PLF @ 9.9 to -41 @ 18.4[y=42.91[100%1 -41 PLF @ 18.4 to -41 @ 20.2 R[y=42.9][100%] 50 PLF @ 5.1 to 50 @ 9.9[y=46.0)(100%] 12 PLF @ 9.9 to 12 @ 18.4 1y=46,0]( 0%] 12 PLF @ 18.4 to 12 Cr 20.2(y=46.0)1 0%] 50 PLF @ 9.9 to 50 @ 18.4[y--46.0][100%] -41 PLF @ 18.4 to -41 Cr 20.2 R[y=42.9)(100%] 8 PLF @ 0.0 to 8 @ 20.2 1y-35.8][ 0%I 50 PLF @ 18.4 to 50 @ 20.2[y=46.0][100%] 12 PLF @ 16.4 to 12 @ 20.2[y--46.0][ 0%] 18 PLF @ 0.0 to 18 @ 20.2 11Y35.81[ 0%] 8 PLF @ 0.0 to 8 @ 20.2[y=35.8]) 0%) Brg.#1 Vert.R= 849.5#Hor.R= -0.0# _-_-=_-__- "-- Brg.#2 Vert.R= 1020.8#Hor.R= -0.0# Brg.#3 Vert.R= 211.8#Hor.R= -0.0# [Partial Unbal.Rt][OC 24.00][DF 1.25][NM 1] Load Case:5 User Modified:No Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 5.1(y-446.0][ 0%] 22 PLF @ 5.1 to 22 @ 9.9[y-46.0)( 0%) 22 PLF @ 9.9 to 22 @ 18.4[y--46.01[ 0%] 22 PLF @ 18.4 to 22 @ 20.2[y-46.01( 0%) 4 PLF @-3.5 to 4 @ 0.0[y=35.8)1 0%] 50 PLF @-3.5 to 50 @ 5.1[y=46.01100%1 50 PLF @ 5.1 to 50 @ 9.9(y-46.0][100%) 50 PLF @ 9.9 to 50 @ 132[y=46.01[100%1 18 PLF @ 0.0 to 18 @ 20.2[y=35.8]( 0%] Brg.#1 Vert.R= 847.7#Hor.R= -0.0# Brg.#2 Vert.R= 852.6#Hor.R= -0.0# Brg.#3 Vert.R= 34.9#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tess*Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handlin shipping,installing,and bracing. Refer to and follow the latest edition of SCSI(BuildingCornelius OR 97113 q g p (503)357-2118 Component Safety Information,by er and top chord safetyll practices prior to performingto these fuathing_an. Installers shchord. lls provialthae temporary bracingper eI. g.Unlessnoted sho n top caner have properlyof aebs edsha l have br cing inn and BC csect shall 3,Bar B10,ly attachd rigid ceiling Locationssto fa fore f truss r s polateraltirestraint o bov shall have eracmq ietai s, per SCSI d oiher ire B7.or r to dr wingsa 60 Z Tory t nds deach pose ons.Re and position n shownal above and oh thenannDemati unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to lob s General Notes page for additional information. Alpine,a division of ITW BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSII PI 1, or for handling, shippingg installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professionl engmeenn9 responsibility solely or the design shown.The suitability and use of this North Building,4th Floor drawing for any stucture is the responsibility of the Building-Designer per ANSIITPI 1 Sec.2. Glenview,rthBuilding. 60025.4h For more Information see these web sites:Alpine:alpineilw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:lccsafe.org;AWC:awc.orq SEON:304544/ COMN Ply: 1 Job Number: 0raur1 Cuet:R7175 JRef:1XL171750002 718 FROM:MG City: 1 Tigard Senior Housing Dm/No: 332.22.0740.12217 Pagel of 3 Inns Label: D2 BFR I RTT 11/28/2022 1 11'4"i3'3 4 55- 10v8 11'1174 18'52 19'11M 2"2 55" I 51"8 1'4"12 3'T4 ( 3174 Y12 0.25 12 r135 ' ' =3X5 =3X5 1111.5X4 1114X5 I111.5X4 66• C D E F G H A TT \�T--,,...,,s.,,., i l 1 a M I. K e4x5IJ 1111.5X4 =4X5 s3X5 w3X5 w3X7 j 17T14 A 8'11M j st e ( era 1 T9" I 6"5"12 ore • 51"8 109" 12' 19a"10 �rz 13"14 13'3.4 Loading Crllarla(pas) Wind Criteria snow Criteria (Pg,Pf in PaF) DefUCSI Criteria •Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc L/defl Or Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specifed) Ce:1.0 VERT(LL): 0.033 B 999 360 Loc R+ /R- /Rh 1 Rw I U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.061 B 999 240 0 507 I- I- /225 /20 /4 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.005 A - - K 1195 1- /- /539 /47 /- Des Ld: 45.00 F�(P:B Kzt:NA HORZ(TL): 0.010 A - - 1 215 /-43 I- /53 /5 /- Mean Height:42.91 fl Building Code: Creep Factor:2.0 Wind reactions based on MWFRS NCBCLL:0.00 TCDL:6.0 psf 0 Brg W id=5.5 Min Req= 1.5(Truss) Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.379 K Brg W id=5.5 Min Req= 1.6(Truss) Load Duration:1.15 MWFRS Parallel Dist:Itl2 to h TPI Std: 2014 Max BC CSI: 0.252 I Brg Wid=- Min Req=- Spacing:24.0" C&C Dist a:3.0011 Rep Fac;Yes Max Web CSI: 0.446 Bearings 0 8 K are a rigid surface. • Loc.from endwall:Any FT/RT:4(0y4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(lbs) Wind Duration:1.60 WAVE VIEW Ver.21.02.O0B.1108.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 189 -875 D-E 589 -146 Top chord 2x4HF#2 C-D 588 -146 E-F 58 -146 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Bot Chord Forces Per Ply(lbs) • • Purlins Chords Tens.Comp. ' In lieu of structural panels use purlins to brace all flat N-M 901 -211 TC @ 24"oc. Wind Maximum Web Forces Per Ply(lbs) Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C8C member design. A-O 129 -466 C-K 248 -983 End verticals not exposed to wind pressure. A-N 896 -190 K-F 169 -546 B-M 162 -675 Additional Notes Provide for complete drainage of roof. ,'ix PROj di 83294PE 9 • • OREGON .0 (� �L 14,20 00 tQC S801I Tar Renewal 6/30/2024 II/28/2022 '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Imes Components of Oregon,Inc. ""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,handling,shipping installin and bracing. Refer to and follow the latest edition of SCSI(Building Cameos OR 97113 Component Safety Information,by TPI ana SBCA)f safety practices g.actices pnor to performing these functions. Installers shall provide terhporary (503)357.2118 bracingper BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachd rigid ceiling Locations shown for permanent lateral resraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face.o,truss and position as shown above and on the Jan Details, unless noted otherwise. FRefer to ALPINE drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Building Cpomponents Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the ...m,.aw.". truss in conformance with ANSI/TPI 1, or for handling, shipping, Installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professionl engineering responsibi6 solelyior the design shown.The suitability and use of is North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI I 1 Sec.2. Glenview,Buil g 4 h For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org SEON:304544 COMN Ply: 1 Job Number: 0722001 Gust:R7175 JRef:1XL171750002 Tat FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 2 of 3 Truss Label: D2 ... I ... 11/28/2022 1 .0.25 12 3X5 =3X5 III 1.5X4 1114X5 III 1.5X4 A 11 3X5B C D E F G H A 0 L11 I-1 iI N M L n K =4X51J I1115X -=4X5 =3X5 =3X5 =3X7 Member MaxTen MaxComp A1da! Bend CSI GLC Size Material Length Brace A - B 188.82 -875.45 0.007 0.372 0.379 1 2x4 HF#2 64.98" Plywd B - C 60.13 -290.06 - 0.352 0.352 1 2x4 HE#2 61.51" Plywd C - O 588.31 -146.49 0.112 0.181 0.293 1 2x4 HF#2 33.42' Plywd O - E 588.50 -146.23 0.113 0.138 0.251 1 2x4 HF#2 33.42" Purl 24 E - F 588.50 -146.23 0.113 0.137 0.250 1 2x4 HF#2 37.25" Purl 24 F - G 1.51 -16.78 - 0.242 0.242 1 2x4 HF#2 44.01" Plywd G - H 0.12 -0.00 - - - 1 2x4 HF#2 1.00" Plywd O - N 21.95 -12.34 0.005 0.088 0.093 1 2x4 HF#2 61.50" Diaph N - M 900.97 -210.96 0.169 0.083 0.252 1 2x4 HF#2 61.50" Diaph 1 M - L 243.63 -54.37 0.040 0.077 0.117 1 2x4 HF#2 36.88' Diaph L - K 243.63 -54.37 0.044 0.185 0.229 1 2x4 HF#2 36.88' Diaph K - J 49.60 -250.93 - 0.152 0.152 1 2x4 HF#2 81.25' Diaph J - I 0.00 -0.00 - - - 1 2x4 HF#2 1.00' Diaph A - 0 128.50 -465.56 0.009 0.137 0.146 1 2x4 HFStand+HFStud 17.07" - A - N 895.87 -190.46 0.448 - 0.448 1 2x4 HFStand+HFStud 59.55" - N - B 114.56 -186.05 0.042 - 0.042 25 2x4 HFStand+HFStud 18.35" - B - M 161.86 -675.35 0.410 - 0.410 1 2x4 HFStand+HFStud 60.83' - M - C 291.71 -34.54 0.149 - 0.149 1 2x4 HFStand+HFStud 19.63' - C - K 247.86 -983.33 0.284 - 0.284 1 2x4 HFStand+HFStud 37.22" - E - K 90.03 -232.01 0.049 - 0.049 1 2x4 HFStand+HFStud 19.98" - K - F 169.27 -545.97 0.178 - 0.178 1 2x4 HFStand+HFStud 40.74" - F - J 293.80 -40.41 0.138 - 0.138 5 2x4 HFStand+HFStud 45.16' - G - J 56.30 -141.96 - 0.066 0.067 1 2x4 HFStand+HFStud 19.14' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) !i A 0.00' 42.64' 3X5 0.96 0.93 N 0.00" U999 0.00' L/999 0.00" 0.00' B 5.41' 42.75' 3X5 0.96 0.41 N 0.03" U999 0.09" L/999 0.00" 0.00' . C 10.54' 42.85' 3X5 0.96 0.63 N 0.01" U999 0.04' L/999 0.00' 0.00" D 11.94' 42.88' 3X5 0.96 0.35 N 0.00" U999 0.02" 11999 0.00" 0.00" E 13.32' 42.88' 1.5X4 0.96 0.53 N 0.00" 11999 0.00' U999 0.00" 0.00' F 16.43' 42.88' 4X5 0.96 0.57 N 0.00" U999 0.00" U999 0.00" 0.00" G 20.09' 42.81' 1.5X4 0.96 0.62 N 0.00" U999 0.00" U999 0.00' 0.00" • H 20.18' 42.81' 0.00' U999 0.00" L/999 0.00' 0.00' '.. I 20.18' 40.93' 0.00" U999 0.00" U999 0.00" 0.00" J 20.09' 40.93' 4X5 0.96 0.92 N 0.00" U999 0.00" U999 0.00" 0.00" • K 13.32' 40.93' 3X7 0.96 0.86 N 0.00" U999 0.00" U999 0.00" 0.00" L 12.00' 40.93' 3X5 0.96 0.37 N • M 10.25' 40.93' 3X5 0.96 0.48 N 0.02' L/999 0.04" U999 0.00" 0.00" N 5.13' 40.93' 4X5 0.96 0.80 N 0.03" U999 0.09" U999 0.00" 0.00" O 0.00' 40.93' 1.5X4 0.96 0.94 N 0.00" U999 0.00" 1/999 0.00' 0.00" Loads using option:User Modified Load Cases _-________________--- __________ _-__-_-__=__-_-_-_-_-_-_--_-_-_________-` "WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tres Congas a of Oregon.Inc. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling,shipping,installing:and bracing.. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)t safety practices prior to performing these functions. Installers shall provide temporary 1503)357-211e bracing. r J3CSt.Unless noted otherwise,top chord shall have roper) attached structural sheathing and bottom chord shall have a properly attached ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or 10, as applicable. Apply plates to each face o truss and position as shown above and on the Joint-Details., unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional informaton. Alpine,a division of ITW BuildingComponents Gro p Inc.shall not be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping installation and bracing of trusses. A seal on this drawing or cover pane 155 Harlem Ave listing this drawing indicates acceptance of professional l en❑neenng responsibility solely-or the design shown.The suitability and use of mis h Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/-PI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304544 COMN Ply: 1 Job Number: 0722001 lost:R 7175 JRN:1XL171750002 T1a FROM:MG Oty: 1 Tigard Senior Housing D1wNo: Page 3 of 3 Truss Label: D2 ... 1 ... 11128/2022 0.25 12 III3X5 =3XX5 =3X5 =3XX5 I111.5EX4 11I4F5 1111.5X4i li \U/ u 0 I I N M L 11 K .4X5[J II11.5X4 =4X5 =3X5 =3X5 -3X7 ISTD.AUTO.LOADI[OC 24.00HDF 1.15][NM 1] [Partial Unbal.Rt][OC 24.0011DF 1.251[NM 1] [C&C ASCE WindHLt-+1[OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:No Load Case:5 User Modified:No Load Case:25 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF @ 0.0 to 22 @ 11.9[y=46.0]( 0%1 22 PLF @ 0.0 to 22 @ 11.9(y=46.01[ 0%1 -41 PLF @ 0.0 to -41 @ 11.9 l[y=43.01[100%] 22 PLF i 11.9 to 22 'R 16.4[y-46.01[ 0%1 22 PLF @ 11.9 to 22 @ 16.4[y--46.0J[ 0%] 12 PLF @ 0.0 to 12 @ 11.9[y-46.01( 0%1 22 PLF @ 16.4 to 22 @ 20.2(y=46.0)[ 0%) 22 PLF @ 18.4 10 22 @ 20.2[y--46.01( 0%1 -41 PLF @ 11.9 to -41 @ 16.4[y-43.OH100%] 50 PLF @ 0.0 to 50 @ 11.9(y--46.0][100%1 50 PLF @ 0.0 to 50 @ 11.9[y=46.01[100%] 12 PLF @ 11.9 to 12 @ 16.4[y=46.011 0%) 50 PLF @ 11.9 to 50 @ 16.4[y--46.0][100%) 50 PLF(411.9 to 50 @ 13.2[y=46.01[100%] -41 PLF @ 16.4 to -41 @ 20.2 R[y--42.9]1100%] 50 PLF @ 16.4 to 50 @ 20.2[y 46.01[100%1 18 PLF Tr 0.0 to 18 @ 20.2[y=35.8][ 0%) 12 PLF @ 16.4 to 12 @ 20.2[y=46.011 0%) 18 PLF @ 0.0 to 18 @ 20.2[y=35.8][ OWBrg.#1 Vert.R= 507.3#Hor.R= 0.0# 8 PLF @ 0.0 to 8 @ 20.2[y=35.8]1 0%] Brg.#1 Vert.R= 501.6#Har.R= 0.0# Brg.#2 Vert.R= 1004.4#Hor.R= -0.0# -------------------------•----------------_ Brg.#2 Vert.R= 1194.8#Hor.R= 0.0# Brg.#3 Vert.R= -42.6#Hor.R= -0.0# Brg.#3 Vert.R= 119.6#Hor.R= -0.0# ------------------------------------------ • "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Compcnents of Oregon,Inc. **IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,handling,shipping,Installing and bracing. Refer to and follow the latest edition of BCSI(Building Comel o OR 97113 Component Safety Information,by TPI and SBCA)for safely practices nor to performing these functions. Installers shall provide temporary (503/357.2118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,B7 or B10, as applica e. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE . drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin omponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the - truss in conformance with ANSII1 11, or for handling, shipping, installationo and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing thi drawing,indicates acceptance of professional en meenng responsibility solelytor the design shown.The suitability and use of this North Building,for any strcture is the responsibility of the Building-Designer per ANSUfPI 1 Sec.2. 4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:Icccsafe.org;AW C:awc.org Glenview,IL 60025 SEQN:304547/ COMN Ply 1 Job Number. 0722001 Cust R7175 JRef:1XL171750002 T3 • FROM:MG Qty: 1 Tigard Senior Housing OrwNo: 332.22.0740.11092 Page 1 of 3 Truss Label: D3 BFR / RTT 11/28/2022 (4 8 5'5 10'8'8 I 14'2 3 19'910 2112"2 4JJ8 5'0'8 5'1'8 3T11 5'7'7 4 8 0.25 0 =3X5 AB —3C w3p 1111.5EX4 F =3X5 T o — v GH T m n lV 61 N 1 0 11 ii i 1 1115X4 w3X5 w3X5 =-3XL5 =3X7 1111.5X4 r 13'2'14 ) 8'11'4 1 ,12 4'10'12 5'TS 1'9' I I e'7"8 12 12 5'1'8 10'3' 12' 19'11'8 }0"2 2 I 13'1 13'3' 4 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria •Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in be Vdefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt:11.0(specified) Ce:1.0 VERT(LL): 0.040 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.076 F 999 240 p 533 /- /- /238 /22 /4 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(TL): 0.006 J - - K 1112 /- /- /504 /42 /- Des Ld: 45.00 EXP:B Krt:NA HORZ(TL): 0.011 J - - I 245 I- l- /75 /9 /- MeD Height 42.93 R BuildingCode: Creep Factor 2.0 Wind reactions based on MWFRS NCBCLL:0.00 TCDL:6.0 psf P Brg W id=- Min Req=- Soffit: 2.00 BCDL:4.2 sf IBC 2018 Max TC CSI: 0.715 P K Brg Wid=5.5 Min Req= 1.5(Truss) Load Duration:1.15 MWFRS Parallel Dist:h1210 h TPI Std: 2014 Max BC CSI: 0.267 I Brg Wid=- Min Req=- Spacing:24.0" C&C Dist a:3.00 R Rep Fac:Yes Max Web CSI: 0.483 Bearing K is a rigid surface. Loc.from endwall:Any FT/RT:4(0)4(0) Members not listed have forces less than 375# GCpi:0.18 Plate TYPe(s): Maximum Top Chord Forces Par Ply(lbs) Wind Duration:1.60 WAVE VIEW Ver.21.02.006.1108.20 Chords Tens.Comp. Chords Tens. Comp. Lumber B-C 207 -923 C-D 91 -399 Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Wind N-M 952 -230 Wind loads based on MWFRS with additional C&C member design. Maximum Web Forces Per Ply Obit) End verticals not exposed to wind pressure. Webs Tens.Comp. Webs Tens. Comp. Additional Notes B-O 137 -491 D-K 173 -886 Provide for complete drainage of roof. B-N 949 -210 E-K 183 -468 C-M 149 -617 K-G 67 -401 k0 - PROFE • SS N. tZ, 83294PE 9 OREGON /5c, J.-ziLr 14,2,3-Q r 0 Ssell Tall Renewal 6/3D/2024 II/28/2022 '"WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tress Conponenla of Oregon.Inc. "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boxes& Trusses require extreme care in fabricating handling�7 ship ing,installing and bracing. Refer to and follow the latest edition of SCSI(Building Canaan OR 97113 Component Safety Information,by TPI and SBCA)Mr safety practices odor to perfo ing these functions. Installers shall provide temporary (593)357-2115 bracing per BCSI Unless noted otherwise,top chord shall have roped attached structural sheathin and bottom chord shall have a perry attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections e3,B7 or B10, as applicable. Appl plates to each face of Miss and position as shown above and on the Join,".etails, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buildin Compon nt Gro,p Inc.shall not be responsible for any deviation from this drawing,any failure to build the .rnwcaraer �ru;:s in conformance with ANSI/TPI 1, ore for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing thi drawing,indicates acceptance of professional engineeing responsibility solely-for the design shown.The suitability and use of this North Building,g,4th Floor drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinstorq;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.org Glenview.IL 60025 SEQN:304547 COM Ply. 1 Job Number: 0722001 Cuat:R7175 JRef:1XL171750002 T3 - 1, FROM:MG City: 1 Tigard Senior Housing DrwNo: Page 2 of 3 Truaa Label: D3 ... ! ... 1112812022 0.25 12 =3X5 3Xe5 3X5 =3p 1111.5EX4 F 3X5 GH u 1115X4 =3X5 =3X5 =3X5 -3X7K II11.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 0.12 -0.00 - - - 1 2x4 HF#2 1.00" Plywd B - C 206.71 -923.07 0.008 0.365 0.373 1 2x4 HF#2 63.98" Plywd C - D 90.93 -398.88 0.001 0.357 0.359 1 2x4 HF#2 61.51' Plywd D - E 374.81 -54.34 0.057 0.658 0.715 1 2x4 HF#2 33.38" Plywd E - F 371.31 -50.11 0.055 0.510 0.565 1 2x4 HF#2 81.30" Plywd F - G 374.43 -54.99 0.056 0.592 0.648 1 2x4 HF#2 81.30" Plywd G - H 0.12 -0.00 - - - 1 2x4 HF#2 1.00" Plywd P - 0 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph O - N 20.98 -12.04 0.004 0.085 0.090 1 2x4 HF#2 60.50" Diaph N - M 952.20 -229.93 0.182 0.085 0.267 1 2x4 HF#2 61.50" Diaph M - L 355.71 -85.78 0.064 0.077 0.141 1 2x4 HF#2 36.88" Diaph L - K 355.71 -85.78 0.070 0.186 0.256 1 2x4 HF#2 36.88' Diaph K - J 34.96 -7.64 0.007 0.152 0.159 1 2x4 HF#2 81.25' Diaph J - I 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph B - 0 136.76 -490.61 0.010 0.128 0.139 1 2x4 HFStand+HFStud 17.09' - B - N 948.82 -209.99 0.483 - 0.483 1 2x4 HFStand+HFStud 59.51' - N - C 121.56 -208.97 0.045 - 0.045 25 2x4 HFStand+HFStud 18.35" - C - M 149.29 -616.92 0.375 - 0.375 1 2x4 HFStand+HFStud 60.83" - M - D 270.96 -29.98 0.138 - 0.138 1 2x4 HFStand+HFStud 19.63' - D - K 173.08 -885.91 0.250 - 0.250 5 2x4 HFStand+HFStud 37.22" - E - K 182.95 -468.22 0.100 - 0.100 1 2x4 HFStand+HFStud 20.37" - K - G 66.87 -401.06 0.386 - 0.386 5 2x4 HFStand+HFStud 78.37" - G - J 67.44 -190.85 - 0.253 0.253 1 2x4 HFStand+HFStud 19.14" - Joint x y Plate Cq JSI Method defY(L) defiY(T) defX(L) defiX(T) A 0.00' 42.64' 0.00" U999 0.00' 1..1999 0.00' 0.00" B 0.08' 42.64' 3X5 0.98 0.82 N 0.00" U999 0.00' U999 0.00" 0.01" C 5.41' 42.75 3X5 0.96 0.38 N 0.03" 1)999 0.10" 11999 0.00" 0.00" D 10.54' 42.85' 3X5 0.96 0.53 N 0.01" U999 0.04' U999 0.00" 0.00" E 13.32' 42.91' 1.5X4 0.96 0.53 N 0.00" 1)999 0.00" U999 0.00" 0.00" F 14.18' 42.93' 3X5 0.96 0.77 N 0.04" U999 0.13" U632 0.00" 0.00" G 20.09' 42.81' 3X5 0.96 0.82 N 0.00' 1)999 0.00' U999 0.00" 0.00" H 2O.18' 42.81' 0.00" U999 -0.02" U55 0.00" 0.00" I 20.18' 40.93' 0.00" U999 0.00" U999 0.00" 0.01' J 20.09' 40.93' 1.5X4 0.96 0.75 N 0.00" L/999 0.00" U999 0.00' 0.01' K 13.32' 40.93' 3X7 0.96 0.74 N 0.00" 1/999 0.00' U999 0.00' 0.01" L 12.00' 40.93' 3X5 0.96 0.37 N M 10.25' 40.93' 3X5 0.96 0.48 N 0.02" U999 0.05" U999 0.00" 0.00' N 5.13' 40.93' 3X5 0.96 0.81 N 0.03" 1/999 0.09' U999 0.00' 0.00' O 0.08' 40.93' 1.5X4 0.96 0.96 N 0.00" U999 0.00" U999 0.00" 0.00' P 0.00' 40.93' 0.00" U999 0.00" 1)999 0.00" 0.00' Loads using option:User Modified Load Cases "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss components or Oregon,Inc. "IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,ship ng,installing and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR a7113 Component Safety Information,by TPI and SBCA)f safe('practices rior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall Kave properly attached structural sheathing and bottom chord shall have a proper y �_ attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Appl plates to each face ottruss and position as shown above and on the Joint'Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW BuildinoComponents Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSI/?PI 1, or for handling, shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional en ineenng responsibilitysolelyfor the design shown.The suitability and use of this North Building,drawing for any srcture is the responsibility of the Building'Designer per ANSI/TPI 1 Sec.2. North w L g0 4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.corn;ICC:iccsafe.org;AWC:awc.orq SEON:304547 COMN Ply: 1 Job Number: 0722001 Cust:R 7175 JRef 1XL171750002 T3 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 3 of 3 Truss Label: D3 ... I ... 11/28/2022 0.25 12 3X5 9 5 _3X5 =_3D5 III1:E4 F _3XGH la III IIII1.5X4 =3X5 =3X5 3X5 _3X7 1111.5X4 [STD.AUTO.LOAD][OC 24.00](DF 1.151[NM 1] [Partial Unbal.Rt](OC 24.00)[OF 1.25][NM 1] (C&C ASCE WindHLt-+](OC 24.00][OF 1.60](NM 1] Load Case:1 User Modified:No Load Case:5 User Modified:No Load Case:25 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF @ 0.0 to 22 @ 14.2[y=48.11[ 0%] 22 PLF @ 0.0 to 22 @ 14.2[y=46.11[ 0%] -41 PLF @ 0.0 to -41 @ 14.2 L[y=43.0][100%] 22 PLF @ 14.2 to 22 @ 20.2[y--46.11( 0%] 22 PLF @ 14.2 to 22 @ 20.2[fir-46.1][ 0%] 12 PLF @ 0.0 to 12 Cr14.2[y--46.1][ 0%) 50 PLF @ 0.0 to 50 @ 14.2[y=46.1][100%] 50 PLF @ 0.0 to 50 @ 13.2(y=46.11[100%1 -41 PLF @ 14.2 to -41 @ 20.2 R 1y=42.9][100%] 50 PLF C814.2 to 50 @ 20.2[y-46.1][100%] 18 PLF @ 0.0 10 18 @ 20.2 jy=35.8]( 0%] 12 PLF @ 14.2 to 12 @ 20.21y-46.1$ 0%] 18 PLF @ 0.0 to 18 @ 20.2[y=35.811 0%] Brg.#1 Vert.R= 533.3#Hor.R= 0.0# 8 PLF @ 0.0 to 8 @ 20.2(y=35.8]1 0%] Brg.#1 Vert.R= 531.8#Hor.R= 0.0# Brg.#2 Vert.R= 933.9#Hor.R= 0A# ------------------------------ Brg.#2 Vert.R= 1111.7#Hor.R= -0A# Brg.#3 Vert.R= 1.9#Hor.R= -0.0# Brg.#3 Vert.R= 172.4#Hor.R= -0.0# ---------------------------------- ••WARNING•• READ AND FOLLOW ALL NOTES ON THIS DRAWING! nun Components of Oregon,inn, **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boo 488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing.. Refer to and follow the latest edition of BCSI(Buildingg Comolius OR 97113 Component Safety Information,by TPI ono SBCA)fo safety practices ppoor to performing these functions. Installers shall provide temporary (503)357-2118 bracingr BCSI.Unless noted otherwie,top chord shall hve properly attached structural sheathing and bottom chord shall hayea properly attached ceiling.Locations shown for permanent lateralrestraint o webs shall have bracing installed per BCSI sections B3 B7 or B10, as applicable. Appl plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buildin4.Com n nts GroupInc.shall not be responsible for any deviation from this drawing,an ,failure to build the truss in conformance with ANSI/I PI 1.ore for handling,ng, shipping installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave • listing this drawing indicates acceptance of professional en meenng responsibility solelylor the design shown.The suitabili and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building-DDesigner per ANSI/TPI 1 Sec.2. For more Information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304550/ COMN Ply: I Job Number: 0722001 Cast:R 7175 JRN:1XL171750002 714 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: 332.22.0740.11998 Page 1 of 3 Truss Label: D4 BFR I RTT 11/28/2022 14.18 55" 106'8 I 14'2"3 19'11"2 20,3"10 4 8 5'0'8 5'1"8 3'7'11 55"15 4 8 0.25 v =3X5 _3X5 3XX5 =3p 1111.E F =3X5 GH AB ° T T N ee ty er 51 1 1 L1J 29 11 1 1 ij llI 5X4 =3X5 =3X5 =-3X5 =_13X7K 1111.5X4 A 13'2'14 A 7.0'12 j 2112 4'10'12 s'1"8 I 1'9' I s•s" II12 12 5'1"8 10'3' 12' 20'0'14 0•310 F "1 13 13'3' 4 Loading Criteria(psf) Wind Criteria Snow Criteria (Pg,PI in PsF) oe81CSl Criteria •Maximum Reactions Elba) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in lac Udall U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(apedfied) Ce:1.0 VERT(LL): 0.042 F 999 360 Loc R. /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.079 F 999 240 p 534 /- /- /238 /22 /4 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 11006 J - - K 1114 I- 1- /506 /42 /- EXP:B Kzt:NA HORZ(TL): 0.011 J - - I 251 /- /- /79 /9 /- Des Ld: 45.00 Mean Height:42.93 ft Wind reactions based on MWFRS NCBCLL:0.00 Building Code: Creep Factor.2.0 TCDL:6.0 psf P Brg Wid=- Min Req=- Sofflt: 2.00 IBC 2018 Max TC CSI: 0.741 BCDL:4.2 psf WI Std: 201 d Max BC CSI: 0.267 K Brg Wid=5.5 Min Req= 1.5(Truss) Load Duration:1.15 MWFRS Parallel Dist:h/2 to h I Brg Wid=- Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.484 Bearing K is a rigid surface. Loc.from endwall:Any FT/RT:4(0)/4(0) Members not listed have forces less than 375# GCpI:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply Ms) Wind Duration:1.60 WAVE VIEW Ver.21.02.006.1108.20 Chords Tens.Comp. Chords Tens. Camp. Lumber B-C 206 -924 C-D 91 -400 Top chard 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard•HF Stud: Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Wind N-M 953 -229 Wind loads based on MW FRS with additional C&C member design. Maximum Web Forces Per Ply(Ibs) End verticals not exposed to wind pressure. Webs Tens.Comp. Webs Tens. Comp. Additional Notes B-O 136 -491 D-K 170 -882 Provide for complete drainage of roof. B-N 950 -209 E-K 186 -477 C-M 148 -618 K-G 65 -396 A. PROFFss �.� �, G i P4 /02 83294PE 'y 69 40 � OREGON ~ SLY 14.2°°0 QC `SseIITane� Renewal 6/30/2024 I I/28/2022 `"WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Taws Components of Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boo 468 Trusses require extreme care in fabricating,handling,shipping installing,and braci n' bracing. Refer to and follow the latest edition of SCSI(Building C° elws OR 97113 ComponentSafety Information,by TPI and SBCA)fr safety practices prior to pa orfming these functions. Installers shall provide temporary (503)357-2118 bracingper SCSI.Unless noted otherwise,top chord shall have rgperl attached structural sheathing and bottom chord shall have a properly attachd rlaid ceiling Locations shown for permanent lateral restraint a webs shall have bracing installed per BCSI selections 93,B7 or B10, as applicable. Apply plates to each face o truss and position as shown above and on the Join Details, unless note otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall nofbe responsible for any deviation from this drawing,any,failure to build the .. P.x r-rM , truss in conformance with ANSIITPI 1. or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engineering responsibility solely-for the design shown.The suitability and use of this North Building,4th Floordrawing for any structure is the responsibility of the BuildinglOeslgner per ANSI/1-P!1 Sec.2. - For more information see these web sites:Alpine:alpineitw.com;WI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:30455000MN Ply 1 Job Number; 0722001 Cost:R 7175 JRet:1XL171750002 T14 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 2 of 3 Trues Labek D4 ... I ... 112812022 0.25 12 3X5 - X5 -3X5 =D5 1:E F =3X5 A3 G H 111 5X4 =3X5 3X5= =5 =3 K III1.X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 0.12 -0.00 - - - 1 2x4 HF#2 1.00" Plywd B - C 206.01 -924.18 0.008 0.365 0.374 1 2x4 HF#2 63.98" Plywd C - D 90.95 -400.28 0.001 0.358 0.360 1 2x4 HF#2 61.51" Plywd D E 369.66 -51.86 0.055 0.686 0.741 1 2x4 HF#2 33.38" Plywd E - F 366.11 -47.58 0.053 0.528 D.581 1 2x4 HF#2 82.80" Plywd F - G 369.28 -52.55 0.055 0.614 0.669 1 2x4 HF#2 82.80' Plywd G - H 0.12 -0.00 - - - 1 2x4 HF#2 1.00" Plywd P - 0 0.00 -0.00 - - - 1 2x4 HF#2 1.00' Diaph O - N 20.97 -11.89 0.004 0.085 0.090 1 2x4 HF#2 60.50" Diaph N - M 953.33 -229.09 0.182 0.085 0.267 1 2x4 HF#2 61.50" Diaph M - L 357.29 -85.65 0.064 0.081 0.145 1 2x4 HF#2 36.88" Diaph L - K 357.29 -85.65 D.070 0.192 0.263 1 2x4 HF#2 36.88" Diaph K - J 36.63 -8.02 0.007 0.158 0.165 1 2x4 HF#2 82.75" Diaph J - I 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph B - 0 138.24 -490.99 0.010 0.128 0.139 1 2x4 HFStand+HFStud 17.09" - !, B - N 949.97 -209.29 0.484 - 0.484 1 2x4 HFStand+HFStud 59.51' - N - C 121.40 -209.15 0.044 - 0.044 25 2x4 HFStand+HFStud 18.35" - • C - M 148.48 -617.63 0.375 - 0.375 1 2x4 HFStand+HFStud 60.83" • - M - D 270.12 -30.28 0.138 - 0.138 1 2x4 HFStand+HFStud 19.63" - D - K 169.98 -881.53 0.249 - 0.249 5 2x4 HFStand+HFStud 37.22" - E - K 185.86 477.11 0.102 - 0.102 1 2x4 HFStand+HFStud 20.3T - K - G 64.68 -395.99 0.395 - 0.395 5 2x4 HFStand+HFStud 79.82" - G - J 69.65 -196.57 - 0266 0.287 1 2x4 HFStand+HFStud 19.11" - Joi t x y Plate Cq JSI Method deflY(L) deflY(T) de8X(L) defX(T) A 0.00' 42.64' 0.00" 1/999 0.00" L/999 0.00" 0.00" B 0.08' 42.84' 3X5 0.96 0.82 N 0.00" L/999 0.00" U999 0.00" 0.01" C 5.41' 42.75' 3X5 0.96 0.38 N 0.03" L/999 0.10" 1/999 0.00" 0.00' D 10.54' 42.85' 3X5 0.96 0.52 N 0.01" L/999 0.04" L/999 0.00" 0.00" E 13.32' 42.91' 1.5X4 0.96 0.53 N 0.00' L/999 0.00" U999 0.00" 0.00' F 14.18' 42.93' 3X5 0.96 0.77 N 0.04" U999 0.13" 1/620 0.00" 0.00" G 20.22' 42.81' 3X5 0.96 0.83 N 0.00" U999 0.00" U999 0.00" 0.00" H 20.30' 42.80' 0.00" 11999 -0.02" L/52 0.00" 0.00" I 20.30' 40.93' 0.00" U999 0.00" U999 0.00" 0.01" J 20.22' 40.93' 1.5X4 0.96 0.76 N 0.00" U999 0.00" U999 0.00' 0.01" K 13.32' 40.93' 3X7 0.96 0.74 N 0.00" U999 0.00" L/999 0.00' 0.01" L 12.00' 40.93' 3X5 0.96 0.37 N M 10.25' 40,93' 3X5 0.96 0.48 N 0.02" U999 0.05" 1/999 0.00" 0.00" N 5.13' 40.93' 3X5 0.96 0.81 N 0.03" U999 0.09" 1/999 0.00" 0.00" O 0.08' 40.93' 1.5X4 0.96 0.95 N 0.00" 1/999 0.00" L/999 0.00" 0.00' P 0.00' 40.93' 0.00" U999 0.00" 1/999 0.00" 0.00" Loads using option:User Modified Load Cases "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components ofOregon,Inc. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,handlingg shipping,installing and bracing. Refer to,and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safely Information,by TPI and SBCA)15r safety practices prior to performing these functions. Installers shall provide temporary (5e31357.2118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3,B7 or B10, as applicable.e. Apply plates to each face 01 truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Bui!dingComponents Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI[I EI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page Harlem Ave listing this drawing,indicates acceptance of professional en neenngg responsibility solely-or the design shown.The suitability and use O is 155ve Building,drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. g,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:304550 COMN Ply: 1 Job Number: 0722001 Oust R7175 JRef:1XL171750002 T14 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Pegs 3 of 3 Truss Label: D4 ... ! ... 11/2812022 0.25 12 3X5 =3X5 =3XX5 1111-E 4 F AB C -3XGH 111 5X4 3X5= =3X5 =3X5 _3X7 1111.5X4 [STD.AUTO.LOAD][OC 24.001[DF 1.15][NM 1]` (Partial Unbal.Rt][OC 24.00](DF 1.25][NM 1] Y [C&C ASCE WindHLt-*][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:No Load Case:5 User Modified:No Load Case:25 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF @ 0.0 to 22 @ 14.2[y-46.1][ 0%] 22 PLF @ 0.0 to 22 @ 14.2[y=46.1]( 0%] -41 PLF @ 0.0 to -41 @ 14.2 L[y=43.OJ[100%1 22 PLF @ 14.2 to 22©20.3[y'-46.1][ 0%] 22 PLF Q 14.2 to 22 @ 20.3(y--46.1][ 0%] 12 PLF @ 0.0 to 12 @ 14.2[y=46.1][ 0%] 50 PLF @ 0.0 to 50 @ 14.2[y=48.11100%] 50 PLF© 0.0 to 50 @ 13.2[y=46.1][160%] -41 PLF @ 14.2 to -41 @ 20.3 R[y=42.91[100%] 50 PLF @ 14.2 to 50 CO 20.3[y---46.1][100%] 18 PLF @ 0.0 to 18 CO 20.3[y=35.8][ 0%] 12 PLF @ 14.2 to 12 CO 20.3[y--46.11 0%] 18 PLF CO 0.0 to 18 @ 20.3[y--35.81( 0%] Brg.#1 Vert.R= 533.7#Hor.R= 0.0# 8 PLF @ 0.0 to 8 @ 20.3[y=35.8]( 0%] Brg.#1 Vert.R= 532.0#Hor.R= 0.0# Brg.#2 Vert.R= 932.9#Hor.R= -0.0# -------- --------------------- Brg.#2 Vert.R= 1114.2#Hor.R= -0.0# Brg.#3 Vert.R= 7.8#Hor.R= -0.0# Brg.#3 Vert.R= 181.1#Hor.R= -0.0# ----------------------------------- "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Concooenia 01oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.8os OR Trusses require extreme care in fabricating,twilling,shipping.installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI an SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357.2118 bracing er SCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracinggjinstalled per BCSI sections 83,B7 or B110, as applicable. Apply plates to each face of truss and position as shown above and on the JomrUetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positi ons.Refer to lobs General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not.be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professionl engrne5nng responsibility solelylor the design shown.The suitability and use of this North Building,4th Floor drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AW C:awc.org Glenview,IL 60025 SEON:304535/ COMN Ply. 2 Job Number: 0722001 nust:R 7175 JRef:1XL171750002 T42 FROM:MG Oty. 1 Tigard Senior Housing DrwNo: 332.22.0740.10702 Page 1 of 4 Truss Label: DGR BFR I RTT 11/28/2022 I ` -, 2 Complete Trusses Required 511.4 910"3 13'3'14 17'7"14 22'5"2 _ 26'4"6 5'11'4 3'10"15 I 3'5'11 4'4' 4'9'4 5'11'4 0.25 12 1113X5 w10X12 w3X 1111.5X =3X5 =1 X12 1114X5 I A 8 T T 4 m 1 Y o � \ tltl / i caki p O M L K RJR tlI1.5X4 =3X5 =3X5 =3X70 =4X5 =3X5 =4X5 1111.5X4 A 13'2"14--- 1 15'1'8 1 5'11'4 3'7-7 I 3'9'3 I 7l1"2 I 45"12 ! 5'1V4 I^3'6' I I 3'8"--I 5'11"4 9'6'11 13'3.14 16' 275"2 28'4'6 L. 111"6 r 1711 Loading Criteria(pef) Wind Criteria Snow Criteria (Pg,PI in PSF) D.IIVCSI Criteria •Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 CC 1.0 CAT:II PP Deflection In hoc Udefl Lt# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(speciled) Ce:1.0 VERT(LL): 0.039 K 999 380 I R+ /R- I Rh /RV /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.070 K 999 240 Q gg7 I- /- I- /71 I- BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.006 F - - N 2751 I- I- I- /45 /- Des Ld: 45.00 EXP'B Kzt:NA HORZ(TL): 0.010 F - - R 1156 /- /- /- /74 (- Mean Height:42.81 tt Building Code: Creep Factor:2.0 Wind reactions based on MWFRS NCBCLL:0.00 TCDL:6.0 ps1 Q Brg Wid=5.5 Min Req= 1.5(Truss) Soffit: 2.00 IBC 2018 Max IC CSI: 0.277 BCDL:4.2 psf TPI Std: 2014 Max BC CSI: 0.273 N Brg Wid=5.5 Min Req= 1.9(Truss) Load Duration:1.15 MWFRS Parallel Dist:0 to hl2 Ld Case Max Web CSI: 0.498 R Brg Wid=5.5 Min Req= 1.5(Truss) Rep Fac:Varies by Spacing:24.0" C&C Dist a:3.00 ft Bearings Q,N,&R are a rigid surface. Loc.from endwall:Any FT/RT:4(0)I4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver.21.02.006.1108.20 Chords Tens.Comp. Chords Tens. Comp. Lumber Install truss oriented as shown.DO NOT REVERSE B-C 0 -702 F•G 10 -510 Top Cord 2x10 DF-L#2 T2 2x4 HF#2; D-E 806 -10 G-H 6 -993 Bot chord 2x6 HF#2 E-F 806 -10 Webs 2x4:HF Standard•HF Stud: Nallnote Maximum Bot Chord Forces Per Ply(lb.) Chords Tens.Comp. Chords Tens. Comp. Nail Schedule:0.120"x3',min.nails Top Chord:1 Row @12.00"o.c. P-O 695 0 M-L 441 -11 Bot Chord:1 Row @10.00'o.c. N-M 441 -11 L-K 967 -5 Webs :1 Row i 4"o.c. Use equal spacing between rows and stagger nets in each row to avoid splitting. Maximum Web Forces Per Ply(Ibs) Webs Tens.Comp. Webs Tens. Camp. Special Loads B-O 47 -469 N-F 22 -1299 -(Lumber Dur.Fac.=1.151 Plate Dur.Fac=1-15) B-p 709 0 F-L 419 D TC:From 72 pif at -3.50 to 72 pR at 5.94 •O 0 -574 L-G 0 -591 TC:From 36 pit at 5.94 to 36 pR at 22.43 C-D 387 0 K-H 1007 31 TC:From 72 p0 at 22.43 to 72 pIf at 31.86 BC:From 4 pH at -3.50 to 4 pif at 0.00 D-N 16 -975 H-J 48 -548 BC:From 18 pR at 0.00 to 18 pif at 5.95 R�O Pep S BC:From 9 pit at 5.95 to 9 pif at 22.42 'C Si BC:From BC:From 14 pif Of at 28.36 w 1a p°ftif aat 28.36 t 31.86 ��\y ��a PEF� 09 BC: 494 lb Conc.Load at 5.95,22.42 / BC: 191 lb Conc.Load at 8.00,10.00,12.00,14.00 14.36,16.36,18.36,20.36 Puffins OREGON In lieu of structural panels use purlins to brace all flat TC©24"oc. 13 `' C Lv 14,zees 6 Wind Ssefl Tan e( Wind loads and reactions based on MWFRS. Renewal 6430/2024 End verticals not exposed to wind pressure. I I/28/2022 '"WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! nun Components el Oregon.Inc. ^IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bo(468 'Trusses require extreme care in fabricating,handling,ship in installing and bracing Refer to and follow the latest edition of BCSI(Buildin Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fa safe pty practices rior to pertaining these functions. Installers shall provideh tempora f503)357.2118 bracing per BCSI_Unless noted otherwise,top chord shall Rave properly attached structural sheathing and bottom chord shall pa, grope y attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bradnp�L1 nstplled per BCSI sections B3 B or B10, as applicable. Appl plates to each face of truss and position as shown above and on the Join-Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITN BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,an failure to build the AN TVCdeae truss in conformance with ANSIiP1 1, or for handlingi shippingg, installation and bracing of trusses. A seal on this dral�log or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional engineering responsibility solely-for the design shown.The suitabih and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/T I 1 Sec.2. For more information see these web sites:Alpine:aipineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEAM 304535 COLIN Phi: 2 Job Number: 0722001 Cum:R7175 JRet:1XL171750002 T42 FROM.MG Qty. 1 Tigard Senior Housing DrwNo: Page 2 of 4 Truss Label: DGR ... / ... 11/282022 0.25 12 I7 A II3X5 w10X12 e=D I111.E T2 =3X5 10X12 1114X5 I ff - •• L7 ff �t7 1111.5X4 =3X5 =30 5 =3X 0 =4X5 =3X5 =4X5 1111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 2.77 -0.47 - 0.088 0.089 1 2x10 DF-L#2 42.01" Plywd B - C 0.00 -701.78 - 0.097 0.098 1 2x10 DF-L#2 71.31" Ptywd C - D 18.19 -197.78 - 0.069 0.070 1 2x4 HF#2 46.96" Pud 24 D - E 806.03 -10.07 0.170 0.107 0.277 1 2x4 HF#2 41.69" Purl 24 E - F 806.03 -10.07 0.170 0.107 0.277 1 2x4 HF#2 52.00" Purl 24 F - G 9.73 -510.44 0.006 0.101 0.107 1 2x4 HF#2 57.2T Purl 24 G - H 5.59 -993.41 0.002 0.089 0.091 1 2x10 DF-L#2 71.31" Plywd H - I 2.77 -0.47 - 0.088 0.089 1 2x10 DF-L#2 42.01" Plywd Q - P 4.67 -0.00 - 0.048 0.048 1 2x6 HF#2 71.25" Diaph P - 0 695.18 -0.00 0.101 0.088 0.188 1 2x6 HF#2 43.44' Diaph O - N 134.44 -29.88 0.010 0.212 0222 1 2x6 HF#2 45.19" Diaph N - M 441.33 -10.64 0.060 0.212 0272 1 2x6 HF#2 55.50' Diaph M - L 441.33 -10.64 0.060 0.059 0.120 1 2x6 HF#2 55.50" Diaph L - K 986.58 -4.57 0.148 0.125 0273 1 2x6 HF#2 53.75' Diaph K - J 6.23 -0.00 - 0.049 0.050 1 2x6 HF#2 71.25" Diaph B - Q 47.09 -469.49 0.008 0.022 0.030 1 2x4 HFStand+HFStud 9.32' - B - P 709.06 -0.00 0.339 - 0.339 1 2x4 HFStand+HFStud 68.00' - C - P 199.62 -8.40 0.094 - 0.094 4 2x4 HFStand+HFStud 16.48- -- C - 0 0.00 -574.49 0.202 - 0.202 1 2x4 HFStand+HFStud 43.21' - O - D 387.19 -0.00 0.197 - 0.197 1 2x4 HFStand+HFStud 16.48" - D - N 15.75 -974.94 0.342 - 0.342 1 2x4 HFStand+HFStud 43.21" - E - N 12.36 -89.37 0.018 - 0.018 2 2x4 HFStand+HFStud 16.48" - N - F 22.33 -1288.85 0.494 - 0.494 1 2x4 HFStand+HFStud 52.88' - F - L 419.37 -0.00 0.214 - 0.214 1 2x4 HFStand+HFStud 16.48' - L - G 0.00 -530.84 0.204 - 0.204 1 2x4 HFStand+HFStud 52.88" - G - K 150.85 -30.66 0.071 - 0.071 5 2x4 HFStand+HFStud 16.48' - K - H 1006.68 -5.31 0.498 - 0.498 1 2x4 HFStand+HFStud 68.00" - H - J 48.46 -548.49 0.012 0.027 0.039 1 2x4 HFStand+HFStud 9.32" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) detlX(T) A -3.50' 42.32' 0.00" U999 -0.02" U999 0.00" 0.00' B 0.00' 42.40' 3X5 0.96 0.95 N 0.00" U999 0.00" U999 0.00" 0.00" C 5.94' 42.64' 10X12 0.96 0.31 N 0.02" U999 0.06" U999 0.00" 0.00" D 9.85' 42.76' 3X5 0.96 0.63 N 0.01" U999 0.04" 11999 0.00" 0.00" E 13.32' 42.76' 1.5X4 0.96 0.53 N 0.00" U999 0.00" U999 0.00" 0.00" F 17.68' 42.76' 3X5 0.96 0.82 N 0.03" U999 0.08" U999 0.00" 0.01" G 22.43' 42.64' 10X12 0.96 0.22 N 0.04" U999 0.11" U999 0.00" 0.00" H 28.36' 42.40' 4X5 0.96 0.96 N 0.00" U999 0.00" U999 0.00" 0.00" I 31.86' 42.32' -0.01' U999 -0.04" U999 0.00" 0.00" J 28.36' 41.01' 1.5X4 0.96 0.91 N 0.00" U999 0.00" U999 0.00" 0.00" K 22.43' 41.01' 4X5 0.96 0.86 N 0.04" U999 0.11" U999 0.00" 0.00" L 17.95' 41.01' 3X5 0.96 0.54 N 0.03" 11999 0.08" U999 0.00" 0.00" M 16.00' 41.01' 4X5 0.96 0.37 N "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Teas Components of Oregon,h. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P O.Box 468 Trusses require extreme care in fabricating,handlingg shipping,installing and bracing. Refer to and follow the latest edition of SCSI(Building Comellse OR 57113 Component Solely Information,by TPI and SBCA)for safely practices pnor to performing these functions. Installers shall provide temporary (503)357-2118 bracingper BCSI.Unless noted otherwise,to chord shall have properly attached structural sheathing and bottom chord shall have a properly attachd rigid ceiling,Locations shown for permanent lateral restrainnt ofwebs shall have bracing installed per BCSI sections 53,87 or B10, as applicable. Appl plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall note responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or for handling shipping,_installation and bracing off trusses. A seal on this drawing or cover page Harlem Ave listing this drawing,indicates acceptance of professional enQmea in9 responsibility solely-for the design shown.The suitability and use o is 155th Building,e Floor drawing for any strcture is the responsibility ofo the Building-Designer per ANSI/TPI 1 Sec.2. 9• FOr more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:1114s-15 COMN Ply: 2 Job Number: 0722001 Gist:R7175 JRef:1XL171750002 T42 FROM:MG ON: 1 Tigard Senior Housing Drwtlo: Page 3 of 4 Truss Label: DGR -.. / .•• 11/28/2022 0.25 2 1113X5 m10X12 3X5p 1111.5X4 T2 --'3X5 re 10X12 1114X5 I A B _ fr `` 1 33tt 1111.5X4 =3X5 3X5= =3X10 =4X5 =3X5 4X5 1111.5X4 N 13.32' 41.01' 3X10 0.96 0.61 N 0.00" L/999 0.00" L/999 0.00" 0.00" O 9.56' 41.01' 3X5 0.96 0.50 N 0.01" L/999 0.04' L/999 0.00" 0.00" P 5.94' 41.01' 3X5 0.96 0.79 N 0.02' L/999 0.06" L/999 D.00" 0.00" O 0.00' 41.01' 1.5X4 0.96 0.91 N 0.00" L/999 0.00' L/999 0.00" 0.00" Loads using option:User Modified Load Cases __ [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 2] [Partial Unbal.Lt][0C 24.00][DF 1.25][NM 2] [Partial Unbal.Rt][OC 24.00][OF 1.25][NM 2] Load Case:1 User Modified:No Load Case:4 User Modified:No Load Case:5 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No Repetitive Factors Used:No 22 PLF @-3.5 to 22 @ 5.9[y--45.9][ 0%] 22 PLF @-3.5 to 22 @ 5.9[y=45.9][ 0%] 22 PLF @-3.5 to 22 @ 5.9[y--45.9J[ 0%] 11 PLF @ 5.9 to 11 @ 22.4[y--45.9][ 0%] 11 PLF @ 5.9 to 11 @ 22.4[y=45.9][ 0%] 11 PLF @ 5.9 to 11 @ 22.4 Jy--45.9][ 0%] 22 PLF @ 22.4 to 22 @ 31.9[y=45.911 0%] 22 PLF @ 22.4 to 22 @ 31.9[y=45.9][ 0%] 22 PLF @ 22.4 to 22 @ 31.9[y=45.9][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8]1 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 4 PLF @-3.5 to 4 @ 0.0(y=35.8][ 0%] 4 PLF @ 28.4 to 4 @ 31.9[y=35.8][ 0%] 4 PLF @ 28.4 to 4 @ 31.9[y=35.81[ 0%] 4 PLF @ 28.4 to 4 @ 31.9[y=35.8][ 0%] 50 PLF @-3.5 to 50 @ 5.9[y-45.9][100%] 25 PLF @ 13.2 to 25 @ 22.4[y=45.9J1100%] 50 PLF @-3.5 to 50 @ 5.9[y=45.9][100%] 25 PLF @ 5.9 to 25 @ 22.4[y=45.9][100%] 50 PLF @ 22.4 to 50 @ 31.9[y-45.9][100%] 25 PLF @ 5.9 to 25 @ 13.2[ys45.9][100%] 50 PLF @ 22.4 to 50 @ 31.9[y=45.9][100%] 18 PLF @ 0.0 to 18 @ 5.9[y=35.8][ 0%1 18 PLF n 0.0 to 18 @ 5.9[y=35.8][ 0%] 18 PLF @ 0.0 to 18 @ 5.9[y=35.8j( 0%] 9 PLF @ 5.9 to 9 @ 22.4[y=35.811 0%] 9 PLF @ 5.9 to 9 @ 22.4[y=35.81( 0%] 9 PLF @ 5.9 to 9 @ 22.4[y=35.81 0%] 18 PLF @ 22.4 to 18 @ 28.4[y=35.81 0%) 18 PLF @ 22.4 to 18 @ 28.4[y=35.8][ 0%] 18 PLF @ 22.4 to 18 @ 28.4[y=35.8][ 0%] 274.50 Lbs.@ 5.9,35.8 Angle=270 274.50 Lbs.@ 5.9,35.8 Angle=270 274.50 Lbs.@ 5.9,35.8 Angle=270 106.38 Lbs.@ 8.0,35.8 Angle=270 106.38 Lbs.a 8.0,35.8 Angle=270 106.38 Lbs.@ 8.0,35.8 Angle=270 106.38 Lbs.@ 10.0,35.8 Angle=270 106.38 Lbs.@ 10.0,35.8 Angle=270 106.38 Lbs.@ 10.0,35.8 Angle=270 106.38 Lbs.@ 12.0,35.8 Angle=270 106.38 Lbs.fr 12.0,35.8 Angle=270 106.38 Lbs.@ 12.0,35.8 Angle=270 106.38 Lbs.@ 14.0,35.8 Angle=270 106.38 Lbs.@ 14.0,35.8 Angle=270 106.38 Lbs.@ 14.0,35.8 Angle=270 106.38 Lbs.@ 14.4,35.8 Angle=270 106.38 Lbs.@ 14.4,35.8 Angle=270 106.38 Lbs.@ 14.4,35.8 Angle=270 106.38 Lbs.@ 16.4,35.8 Angle=270 106.38 Lbs.@ 16.4,35.8 Angle=270 106.38 Lbs.@ 16.4,35.8 Angle=270 106.38 Lbs.@ 18.4,35.8 Angle=270 106.38 Lbs.@ 18.4,35.8 Angle=270 106.38 Lbs.@ 18.4,35.8 Angle=270 106.38 Lbs.@ 20.4,35.8 Angle=270 106.38 Lbs.@ 20.4,35.8 Angle=270 106.38 Lbs.@ 20.4,35.8 Angle=270 274.50 Lbs.@ 22.4,35.8 Angle=270 274.50 Lbs.@ 22.4,35.8 Angle=270 274.50 Lbs.@ 22.4,35.8 Angle=270 219.60 Lbs.@ 5.9,35.8 Angle=270 219.60 Lbs.@ 5.9,35.8 Angle=270 219.60 Lbs.@ 5.9,35.8 Angle=270 85.10 Lbs.@ 8.0,35.8 Angle=270 85.10 Lbs.@ 8.0,35.8 Angle=270 85.10 Lbs.@ 8.0,35.8 Angle=270 85.10 Lbs.` 10.0,35.8 Angle=270 85.10 Lbs.@ 10.0,35.8 Angle=270 85.10 Lbs.@ 10.0,35.8 Angle=270 85.10 Lbs.@ 12.0,35.8 Angle=270 85.10 Lbs.@ 12.0,35.8 Angle=270 85.10 Lbs.@ 12.0,35.8 Angle=270 85.10 Lbs.@ 14.0,35.8 Angle=270 85.10 Lbs.@ 14.0,35.8 Angle=270 85.10 Lbs.@ 14.0,35.8 Angle=270 85.10 Lbs.@ 14.4,35.8 Angle=270 85.10 Lbs.@ 14.4,35.8 Angle=270 85.10 Lbs.@ 14.4,35.8 Angle=270 85.10 Lbs.@ 16.4,35.8 Angle=270 85.10 Lbs.@ 16.4,35.8 Angle=270 85.10 Lbs.@ 16.4,35.8 Angle=270 85.10 Lbs.@ 18.4,35.8 Angle=270 85.10 Lbs.@ 18.4,35.8 Angle=270 85.10 Lbs.@ 18.4,35.8 Angle=270 85.10 Lbs.@ 20.4,35.8 Angle=270 85.10 Lbs.@ 20.4,35.8 Angle=270 85.10 Lbs.@ 20.4,36.8 Angle=270 219.60 Lbs.@ 22.4,35.8 Angle=270 219.60 Lbs.@ 22.4,35.8 Angle=270 219.60 Lbs.@ 22.4,35.8 Angle=270 Brg.#1 Vert.R= 511.9#Hor.R= 0.0# Brg.#1 Vert.R= 997.2#Hor.R= -0.0# Brg.#1 Vert.R= 972.7#Hor.R= -0.0# Brg.#2 Vert.R= 2540.2#Hor.R= -0.0# Brg.#2 Vert.R= 2505.5#Hor.R= -0.0# Brg.#2 Vert.R= 2750.8#Hor.R= 0.0# Brg.#3 VerLR= 1156.3#Hor.R= 0.0# Brg.#3 Vert.R= 658.8#Hor.R= -0.0# Brg.#3 Vert.R= 1139.4#Hor.R= 0.Q# -'-- --------------_-_-_ ------ ------------- --- [Roof Snow Load][OC 24.00][DF 1 15J[NM 2] Load Case:2 User Modified:No Repetitive Factors Used:Yes "WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.o.Box 488 Trusses require extreme care in fabricating,handling,shipping,installing_and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component SafetyInformation,by TPI no SBCA)ta safety practices prior to performing these functions. Installers shall provide terhporary (503)357-2118 bracing er BCSIUnless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly attached ceiling.Locations shown for permanent lateral restraint of webs shall have bracingjnslalled per BCSI sections 63,B7 or B10, as applicant Apply plates to each face o truss and posits as shown above and on the Join elails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to Job's�General Notes page for additional information. • Alpine,a division of ITW Buildin Components Grogp Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with AN Slit PI 1, or for handling, shipping installation and bracing of trusses. A seal on this drawing Or cover pegs 155 Haden Ave Misting this drawing indicates acceptance of professional enaineenng responsibility solel1yvTor the design shown.The suitability and use o is North 4M Floor drawing for any structure is the responsibility of the Bwiding-Designer per ANSI/TPI 1 Ssc.2. Glenview,Building,g 4th • For more information see these web sites:Alpine:alpineitw.com;TPI:tpinsl.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org SEQN:304535 COMN Ply: 2 Job Number: 0722001 Cust:R7175 JRet1XL171750002 742 FROM:MG Qty: 1 Tigard Senior Housing OrwNo: Page 4 of 4 Truss Label: DGR ... I ... 11/28/2022 0.25 12 v 1113X5 =10X12 w3X III 1.5EX4 T2 w3XF5 w10X12 1114X5 1 A B I111.5X4 w3X5 m 3X5 3X10 =4X5 w3X5 =4X5 1111.5X4 22 PLF©-3.5 to 22 @ 5.9[y--45.9][ 0%] 22 PLF© 5.9 to 22 @ 22.4[y=45.91( ON 22 PLF @ 22.4 to 22 @ 31.9[y-45.9]I 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.14 0%1 4 PLF @ 28.4 to 4 @ 31.9[y=35.8]I 0%] 22 PLF @-3.5 to 22 @ 5.9(y--45.9][100%] 22 PLF @ 5.9 to 22 @ 22.4[y=45.9)(100%] 22 PLF @ 22.4 to 22 @ 31.9(y--45.91[100%] 18 PLF @ 0.0 to 18©28.4 Iy=35.81( 0%) Brg.#1 Vert.R= 512.3#Hor.R= 0.0# Brg.#2 Verl.R= 1008.9#Hor.R= -0.0# Brg.#3 Vei1.R= 573.5#Hor.R= -0.0# ---- "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Canponenb of Oroesn,inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 498 Trusses require extreme care in fabricating,handlirtp shipping installintr and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per SCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracinaiinstalled per BCSI sections 83,B7 or B10, as applicable. Apply plates to each face of tru s and position as shown above and on the Join-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to lobs General Notes page for additional information. Alpine,a division of ITW Bui in Cpomponents Group Inc.shall not be responsible for any deviation from this drawing,an ,failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional engineerng responsibility solelvTor the design shown.The suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 S8c.2. g. I • For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEQN:304725/ COMN Ply: 1 Job Number:0722001 Cuat:R 7175 JRef:1XL171750002 T19 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: 332.22.0740.12171 Page 1 of 3 Truss Label: OS BFR / RTT 11/28/2022 5'5' 10r8 13'11'4 16'5 2 19'1123 55• 1 51'8 1 3'4'12 2'5'14 1 3'8'4t'71222 0.25 12 5X5 1111.o E F IIII.6OH B C I m TT I 1 .I �T' m� 1 1 • III�����3X7 N����M/ L� 17o 1114X8!J =5X5 1 132-14 1 6'11'4 S. 5'1'8 5118 1'9' 6'5'12 _ II4"8 1 61'8 10'3' 1 12' 195'10 2012'2 1 13"1 13'3'4 Loading Criteria bon Wind Criteria Snow Criteria (Pg,PI in PSF) DMvCSl Criteria •Maximum Reactions(Ibs),or`ELF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in be Ude6 U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.012 F 999 360 Loc R.' I R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.010 E 999 240 O` 78 I- I- /100 /36 10 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.052 H - - K 561 I- !- /606 /57 /- EXP:B Kzt:NA HORZ(TL): 0.056 H - - I 277 f- !- /616 /378 I- Des Ld: 45.00 Mean Height:42.93 It 0 I-544 NCBCLL:0.00 Building Code: Creep Factor.2.0 TCDL:6.0 psi IBC 2018 Max TC CSI: 0.393 M /-134 Soffit: 2.00 BCDL:4.2 psf Wind reactions based on MWFRS Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.529 O Brg Wid=156 Min Req=- Spacing:24.0- C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.896 K Brg Wid=5.5 Min Req= 1.5(Truss) Loc.from endwall:Any FT/RT:4(0)/4(0) I Brg Wid=- Min Req=- GCpi:0.18 Plate Type(s): Bearings 0&K are a rigid surface. Wind Duration:1.60 WAVE VIEW Ver.21.02.008.1108.20 Members not listed have forces less than 375# Lumber Maximum Top Chord Forces Per Ply(ibs) Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 HF#2 Bot chord 2x4 HF#2 A-B 1774-1764 D-E 403 -362 Webs 2x4:HF Standard+HF Stud: B-C 1585-1577 E-F 526 -484 C-D 1266-1225 F-G 1152 -1188 Bracing (a)Continuous lateral restraint equally spaced on Maximum Bot Chord Forces Per Ply(Ibs) member. Chords Tens.Comp. Chords Tens. Comp. Plating Notes O-N 2351 -2336 L-K 2735 -2726 All plates are 3X5 except as noted. N-M 2859-2831 K-J 988 -858 M-L 2128-2119 Loading Truss transfers a maximum horizontal load of Maximum Web Forces Per Ply(Ibs) 6178#( 310.00 plf)along top chord,from either Webs Tens.Comp. Webs Tens. Comp. direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. A-O 581 -669 M-C 755 -892 Drag Loads:Force(#) (PLF) Mbr Start End A-N 1842-1870 C-K 1344 -1407 Case 1: 6178 310.00 IC 0.00 20.18 Ep PROF N-B 437 -6`92 K-F 778 -980 6178 458.68 BC 0.00 13.47 4'v' FSs, B-M 1477-1519 F-J 979 -1108 �,G1NeFR p 0 2 Wind 4.t 83294PE 9 Wind loads based on MWFRS with additional C&C re ewe-- member design. End verticals not exposed to wind pressure. Additional Notes OREGON Uplift connections required.See uplifts in R-and U (� wtv 14,20oe (� columns of Maximum Reactions table, Sae) 0 Ta Renewal 6/30/2024 1 I/28/2022 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tares Componants of Oregon,Inc. '*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling,shipping, bracing. Refer to and follow the latest edition of SCSI(BuildingCo eliw OR 971t3 Q g g g,installingdand 1503)357-2118 Component Safety Information,by TPI and SBCA)for safety practices p or to performing these functions. Installers shall provide temporary bracing per BC51.Unless noted otherwise,top chord shall have rgperl attached structural sheathing and bottoirlchord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraintr of webs shall have bracinfq installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of 1 vy Buildin3Components Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the r.xmrv.raurxx. truss in conformance with ANSI/ PI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page 166 Harlem Ave listing this drawing,indicates acceptance of professional engineering responsibility solely/or the design shown.The suitability and use o is North Building,4th ROM for any structure is the responsibility of the Building-DDesigner per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEON:304725 COMN Ply: 1 Job Number: 0722001 Cut 87175 JR.t1XL171750002 T19 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 2 of 3 Trues Label: DS ... / ... 11/28/2022 0.25 12 III 1.DX4 E F III.5GX H AXS B C 0.-------T_--------------------------------'"-l-------._---------------_--------------��1 I K 1114X81.1 1113X7 5N5 M L -- 3X10 1 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace 1 A - B 1773.55 -1763.92 0.005 0.388 0.393 1 2x4 HF#2 64.98' Plywd B - C 1585.38 -1576.90 0.003 0.388 0.391 1 2x4 HF#2 61.51" Plywd C - D 1265.70 -1224.62 0.191 0.043 0.235 10 2x4 HF#2 33.38" Plywd D - E 403.19 -361.69 0.061 0.037 0.098 10 2x4 HF#2 37.33" Plywd E - F 525.62 -04.45 0.013 0.190 0.203 1 2x4 HE#2 37.33' Plywd F - G 1151.80 -1165.94 0.174 0.022 0.196 10 2x4 HF#2 43.97' Plywd G - H 25.57 -25.49 0.004 - 0.004 10 2x4 HF#2 1.00" Plywd O - N 2350.70 -2335.59 0.355 0.097 0.452 10 2x4 HF#2 61.50" Diaph N - M 2858.93 -2830.54 0.432 0.039 0.471 10 2x4 HF#2 61.50" Diaph M - L 2128.11 -2118.89 0.322 0.010 0.332 10 2x4 HF#2 21.00" Dlaph L - K 2734.90 -2725.68 0.413 0.115 0.529 10 2x4 HF#2 15.88' Diaph K - J 987.89 -858.06 0.139 0.124 0.263 10 2x4 HF#2 81.25" Diaph J - I 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph A - 0 580.81 -669.08 0.213 0.005 0.218 10 2x4 HFStand+HFStud 17.0T - A - N 1841.89 -1870.11 0.675 - 0.675 11 2x4 HFStand+HFStud 59.55' a 1x4 CLB N - B 436.52 -692.37 0.160 - 0.160 10 2x4 HFStand+HFSlud 18.35' - B - M 1477.02 -1519.24 0.896 - 0.896 10 2x4 HFStand+HFSlud 60.83' - M - C 754.54 -891.93 0.276 - 0.276 10 2x4 HFStand+HFSlud 19.63' - C - K 1343.95 -1406.98 0.492 - 0.492 11 2x4 HFStand+HFStud 37.22' - D - K 53.71 -180.05 0.038 - 0.038 1 2x4 HFStand+HFStud 20.37" - K - F 776.48 -980.46 0.289 - 0.289 11 2x4 HFStand+HFStud 40.74" - F - J 979.06 -1108.01 0.385 - 0.385 10 2x4 HFStand+HFStud 45.16" - G - J 47.15 -117.13 - 0.060 0.060 1 2x4 HFStand+HFStud 19.14" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) defIX(L) deltX(T) A 0.00' 42.64' 5X5 0.96 0.97 N 0.00" U999 0.00" U999 0.03" 0.03" B 5.41' 42.75' 3X5 0.96 0.93 N 0.00" L/999 0.00" U999 0.04" 0.04" C 10.54' 42.85' 3X5 0.96 0.96 N 0.00" L/999 0.00" L/999 0.04" 0.05" D 13.32' 42.91' 1.5X4 0.96 0.53 N 0.00" L/999 0.00" L/999 0.05" 0.05' E 14.18' 42.93' 3X5 0.96 0.43 N 0.00" U999 0.02" U999 0.05' 0.05" F 16.43' 42.88' 3X5 0.96 0.66 N 0.01" L/999 0.01" L/999 0.05" 0.05" G 20.09' 42.81' 1.5X4 0.96 0.58 N 0.00' U999 0.00" U999 0.05" 0.06" H 20.18' 42.81' 0.00" 1)999 0.00' U999 0.05" 0.06" I 20.18' 40.93' 0.00" 1/999 0.00" U999 0.05" 0.05" J 20.09' 40.93' 4X8 0.96 0.83 N 0.00" U999 0.00" U999 0.05" 0.05" K 13.32' 40.93' 3X10 0.96 0.70 N 0.00" U999 0.00" U999 0.03" 0.04" L 12.00' 40.93' 3X5 0.96 0.79 N 0.00' U999 0.00" U999 0.03" 0.03" M 10.25' 40.93' 3X5 0.96 0.92 N 0.00" 11999 0.00" U999 0.02" 0.03" N 5.13' 40.93' 5X5 0.96 0.97 N 0.00" U999 0.00" U999 0.00" 0.01" O 0.00' 40.93' 3X7 0.96 0.83 N 0.00" L/999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases -�==-:-w------------------_-=-_ --W--=-=--------_----3-=-==-=__= ""WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truce Components of Oregon.Inc. ""IMPORTANTT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 448 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to end follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)foi safety practices DSior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BC51.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. 12efer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or tor handling,rlgcL shipping, installation and bracing of trusses. A seal oath*oath*drawing or cover page 155 Harlem Ave listing this drawing'indicates acceptance ofprofessio al enineering responsibility solely-for the design shown.The suitability and use of this North Building,4th Floor 'drawing for any structure is the responsibility of the Building-Designer per ANSI/7P!1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.cam;ICC:icrsafe.org;AWC:awc.org Glenview,IL 60025 i SEQN:304725 COMN Ply: 1 Job Number: 0722001 Cu.!:R7175 JRN:1XL171750002 719 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 3 of 3 Trues Label: DS ... I ... 11/28/2022 0.25 12 III1.5DX4 E F III1.5XX4i SX5 B C 17 .------------------------ � u \ t� 1 II3X7/// 5X5 //// M 731X10 1114X8[J (STD.AUTO.LOAD](OC 24.00J[DF 1.15][NM 1] (Dragstrut R-L](OC 24.00](DF 1.80](NM 11 Load Case:1 User Modified:No Load Case:11 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:No 22 PLF @ 0.0 to 22 @ 14.2(y=46.1]1 0%] 22 PLF @ 0.0 to 22 @ 14.2(y46.11 0%] 22 PLF @ 14.2 to 22 @ 20.2[y46.11( 0%] 22 PLF @ 14.2 to 22 @ 20.2 Jy=46.1][ 0%] 50 PLF @ 0.0 to 50 @ 14.2[y--46.1J[100%1 -310 PLF @ 0.0 to-310(cry 14.1 L(y-43.0][700%] 50 PLF @ 14.2 to 50 @ 20.2[y=46.1][100%] -310 PLF @ 14.3 to-310 @ 202 L(y42.9]1100%] 18 PLF @ 0.0 to 18 @ 20.2]y=35.8]( 0%] 18 PLF @ 0.0 to 18 @ 20.2(y=35.8]( 0%] Brg.#1 Vert.R= 982.0#Hor.R= 0.0# 459 PLF @ 0.0 to 459 @ 12.0 L(y40.8]1100%] Brg.#2 Vert.R= 560.7#Hor.R= -0.0# 459 PLF @ 12.0 to 459 @ 13.5 L[y--40.811100%] Brg.#3 Vert.R= 273.3#Hor.R= -0.0# Brg.#1 Vert.R= 1294.8#Hor.R= 0.0# _ _ __ Brg.#2 Vert.R= -57.0#Hor.R= -0.0# (Dragstrut L-R][OC 24.00][DF 1.60][NM 11 ----- Brg.#3 Ver1.R 377.7#Hor.R=- 0.0#-=-=-`_ Load Case:10 User Modified:No =-=-_-=-- _- Repetitive Factors Used:No 22 PLF @ 0.0 to 22 @ 14.2(y--46.1]1 0%] 22 PLF @ 14.2 to 22 @ 20.2[y=46.11( 0%] 310 PLF @ 0.0 to 310 @ 14.1 L(y--43.0](100%1 310 PLF @ 14.3 to 310 @ 20.2 L[y=42.91(100%1 18 PLF @ 0.0 to 18 @ 20.2[y=35.81( 0%1 -459 PLF @ 0.0 to-459 @ 12.0 L[y-40.81(100%1 -459 PLF C 12.0 to-459 @ 13.5 L(y--40.81(100%] Brg.#1 Vert.R= 467.7#Hor.R= -0.0# Brg.#2 Vert.R= 606.3#Hor.R= 0.0# Brg.#3 Vert.R= 615.6#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! maw Components of Oregon,Ino. "IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 489 Campine OR 97113 Trusses require extreme care in fabricating,handling shipping,installing and bracing., Refer to and follow the latest edition of BCSI(Building (sos)357.21 to Component Safety Information,by TPI and SBCA)Mr safety practices nor to performing these functions. Installers shall provide tempos bracing per BCSI.Unless noted Othenmse,top chord shall have properly attached structural sheathing and bottom chord shall have a 10,y • attached dgid ceiling.Locations shown for permanent lateral restraint of webs shall have bracinginstelled per BCSI sections 133,B7 or BB10, as applicable. Awry plates to each face of truss and position as shown above and on the Join etails., unless noted otherwise. Defer to ALPINE drawings 160A-Z'fOr standard plate positions.Refer to Job's General Notes page for additional information. I. Alpine,a division of ITW Buildin3Components1, handling, shipping„installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engme$ ne 2 q respons5iibility solely/or the design shown.The suitability and use of this North Building,4th Floor drawing For any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec . Glenview,IL 60025 4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SOCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq SEON:304439/ HIP_ Pty. 1 Job Number. 0722001 Cost:R7175 JRet XL171750002 T28 FROM:MG Oty. 2 Tigard Senior Housing DreNo: 332.22.0740.11030 Page 1 of 2 Truss Label: HGR BFR I RTT 11/28/2022 _ 2'1O"7 5.3'5 ' 1 210"7 2'4"15 2 0.18 12 ---g3X5 = 5 3X5 1113 E A T r , N ��� N I LI - � i )1.SX4 -3X5 I14X5 III4'11•6 2'6"15 I 2'6"11 4"8 I 2.615 5'1"9 561 Loading Criteria 1psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) De81C81 Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in loc Lldefl Lilt Gravity Non-Gravity TCOL: 11.00 Speed: 96 mph Pt 11.0(specifled) Ce: - VERT(LL): -0.003 C 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 000 Enclosure:Closed Lu: - Cs: - VERT(CL): -0.004 C 999 240 I 952 /- I- 1- /71 6 BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): -0.001 B - - F - /-88 1- /0 I- /- Des Ld: 45.00 ERP:B Kzt:NA HORZ(TL): 0.002 B - - E 7 /- /- /19 I- /- Mean Height:32.78 R Wind reactions based on MWFRS NCBCLL:0.00Building Code: Creep Factor:2.0 TCDL:6.0 psf IBC 2018 Max TC CSI: 0.645 I Brg W id=7.8 Min Req= 1.6(Truss) Soffit: 2.00 Bail:4.2 psf F Brg W id=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to IV2 TPI Std: 2014 Max BC CSI: 0.030 E Brg Wid=1.5 Min Req=- Spacing:24.0" CAC Dist a:3.00 d Rep Fac:No Max Web CSI: 0.177 Bearing I is a rigid surface. Loc.from endwall:NA FTIRT:4(0)14(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Web Forces Per Ply(lb.) Wind Duration:1.60 WAVE VIEW Ver.21.02.0013.1108.20 Webs Tens.Comp. Lumber B-I 72 -953 Top chord 2x10 DF-L#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Loading Hipjack supports 3-10-12 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Left end vertical not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. ��E0 PRop.. C��� "G 1 N e,., 02 kr 83294PE 9 CC 00.- OREGON 15 C 4 �Le 14,2e� 0 SelI Tao Renewal 6/30/2024 I1/28/2022 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING? Twee Canpanems of Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box46e Trusses require extreme care in fabricating.handlin shipping,installingand bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 p . (503)357-2118 Componenqq sgaafe Information by TPI an SBCA)tg0r hafe(v practices poor to perfo ins these functions. Installers shot provide temporary bracing rigid SlI.Unless noted otherwise,top chrd shall have trmntproperlyof attached structural sheathing and BCSI sections shall have a properly attached rigid ceiling.Locations shown for fp snenl lateral restraint of webs shall have bracing installed per BC5I sections 53,B7 or BtU, as applicable. Appl plates to each face.o1 truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall riot be responsible for any deviation from this drawing,any failure to build the i numvcaxw•. 'truss in conformance with ANSI, PI 1, or for handling, shipping,_ nstallsion and bracing of trusses. A seal on this drawing or cover page 155 Hartem Ave listing this drawing indicates acceptance of professional en neenn9 responsibility solely7or the design shown.The suitability and use of this North Building.4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 80025 SEOM:304439 HIP_ Ply. 1 Jab Nwaber. 0722001 oust R 7175 JRaf:1X1171750002 T26 FROM:MG ON: 2 Tigard Senior Housing DrwNo: Pegs 2 of 2 Truss Label: HGR ... / ... 11/28/2022 0.18 L. 3X5 =3X5 III 3X5 E A B I 0 N =3X5 I I I4X5 III 1.5X4X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 8.19 -0.67 - 0.644 0.645 1 2x10 DF-L#2 59.40' Plywd B - C 257.69 -30.21 0.025 0.603 0.629 1 2x10 DF-L#2 34.35" Plywd C - D 1.28 -1.32 - 0.034 0.034 1 2x10 DF-L#2 30.73" Plywd 0 - E 0.30 -0.00 - - - 2 2x10 DF-L#2 1.00" Plywd I - H 0.59 -6.99 - 0.029 0.029 1 2x4 HF#2 30.91" Diaph H - G 30.79 -299.77 0.001 0.029 0.030 1 2x4 HF#2 34.16' Diaph G - F 0.00 -0.00 - 0.015 0.015 1 2x4 HF#2 1.00' Diaph B - I 72.04 -953.38 0.036 0.047 0.084 1 2x4 HFStand+HFStud 11.29" - B - H 34.66 -296.64 0.071 - 0.071 1 2x4 HFStand+HFStud 28.46" - H - C 188.32 -0.42 0.096 - 0.096 1 2x4 HFStand+HFStud 11.74" - C - G 347.58 -35.24 0.177 - 0.177 1 2x4 HFStand+HFStud 28.34" - D - G 29.90 -62.79 0.011 0.002 0.013 2 2x4 HFStand+HFStud 12.20" - Joint x y Plate Cq JSI Method deflY(L) dellY(T) dellX(L) deNt(T) A -4.95' 32.32' 0.16" U366 0.36" L/164 0.00" 0.00' B 0.00' 32.39' 3X5 0.96 0.43 N 0.00" U999 0.00" L/999 0.00" 0.00" C 2.86' 32.44' 3X5 0.96 0.61 N 0.00" U999 0.00" L/999 0.00" 0.00" D 5.42' 32.4T 3X5 0.96 0.82 N 0.00" L/999 0.00" 1J999 0.00" 0.00" E 5.51' 32.48' 0.00" 11999 0.00" U999 0.00" 0.00" F 5.51' 30.93' 0.00" U999 0.00" 1/999 0.00" 0.00" G 5.42' 30.93' 4X5 0.96 0.80 N 0.00" L/999 0.00" 1/999 0.00" 0.00" I-I 2.58' 30.93' 3X5 0.96 0.27 N 0.00" U999 0.00" U999 0.00" 0.00" I 0.00' 30.93' 1.5X4 0.96 0.83 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:_User Modified Load Cases- ___________________ ---^_________ ...._______ ------- ---_ [HJ Wind TL Ck][OC 24.00)[DF 1.15][NM 1] [HJ Wind Uplifl][OC 24,00][DF 1.601[NM 1] Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 0 PLF @-4.9 to 93 @ 0.0[y=35.91[100%1 0 PLF @-4.9 to -41 @ 0.0[y=35.9][100%] 0 PLF C-4.9 to 48 @ 0.0[y=35.91 0%] 0 PLF @-4.9 to 30 @ 0.0[y=35.9][ 0%] 0 PLF @ 0.0 to 64 @ 5.5[y=35.9)1100%1 0 PLF @ 0.0 to -28 @ 5.5[y=35.9][100%] 0 PLF @ 0.0 to 28 @ 5.5[y=35.911 0%] 0 PLF_,. 0.0 to 15 @ 5.5[y=35.91( 0%] 0 PLF @ 0.0 to 23 @ 5.5(y=25.8][ 0%] 0 PLF C! 0.0 to 11 @ 5.5[y=25.8][ D%] 136.27 Lbs.@ -4.9,35.9 Angle=270 -60.56 Lbs.@ -4.9,35.9 Angle=270 70.88 Lbs.r, -4.9,35.9 Angle=270 43.62 Lbs.@ -4.9,35.9 Angle=270 Brg.#1 Vert.R= 952.3#Hor.R= 0.0# Brg.#1 Vert.R= -71.4#Hor.R= -0.0# Brg.#2 Vert.R= -87.7#Hor.R= -0.0# Brg.#2 Vert.R= 0.1#Hor.R= -0.0# Brg.#3 Vert.R= 7.3#Hor.R= -0.0# Brg.#3 Vert.R= 19.5#Hor.R= -0.0# "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss C°"'ponenie or Oreg°a,xio• "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box46B Trusses require extreme care in fabricating,ry ndlin shipping,Installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR B7113 ❑ S a og�� p (503)357.2118 Component Safety Information,byTPI and SBCA)chord hall epracticese prior performing these fuh an. to Installers shall shall av temporary bracing per BCSil Unlessnoted Otherwise,wn top caner laterala re ai attachedes have bracing sheathingsadder BCSIm chord. ns have a properly attached rape ceiling.ApplyLocationssto hfa ar l truss r s potire s s bov shall haveJott instlled per snot d e 87 or rB10,to as wingsable. Z f tales each posit of . and position as shownal above and on the Joint Demati unless noted otherwise. defer to ALPINE drawings i60A-Z for standard plate positions.Refer to lob s General Notes page for additional information. Alpin a division of ITW Buildin cpomponents Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the .truss In conformance with ANSI/II-PI 1, or for handling, shipping,_installation and brawny of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional engqim� eenng responsibility solelyTor the design shown.The suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. N Buil i 6,4th For more information see these web sites:Alpine:alpineitw.com;WI:tpinst.orq;SBCA:sbcacomponenis.00m;ICC:iccsafe.orq;AWC:awc.org SEQN:304443/ HIP_ Ply: 1 Job Number: 0722031 Cart:R 7175 JRet 1XL171750002 TI FROM:MG Qty: 9 Tigard Senior Housing DrwNo: 332.22.0740.12076 Page 1 of 2 Truss Lab.: HGR1 BFR / RTT 11/28/2022 4'3'12 BINSI :4'2 4'3'12 I 3'9'8 0.18 12 8 X5 =_3X5 IlI3 5 A C T 1 T Es Kir. 1 DC:-°.------ - -------.----'111.111.----------- ----------!1.. 4 1 Ikl1. =3X5 w3X5� j 64' 1 4'0'4 3'11'4 I 4'11'6 -I 4'0'4 I 7'11'8 4"8 ' • 8'4" Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) DNI/CSI Criteria •Maximum Reactions(ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in lint Llde6 Li# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce: - VERT(LL): 0.002 B 999 360 Loc Ft.'" I R- /Rh__. !Rw I U !RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.003 B 999 240 I 1003 /- /- !- /89 /- BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): -0.001 B - - F 303 /- /- /1 I- /- Des Ld: 45.00 F�(P.B Kzt:NA HORZ(TL): 0.001 B - - Wind reactions based on MWFRS Mean Height:42.81 R Building Code: Creep Factor:2.0 I Brg Wid=7.8 Min Req= 1.7(Truss) NCBCLL:0.00 TCDL:6.0 psf F Brg Wid=- Min Req=- Soifit: 2.00 IBC 2018 Max TC CSI: 0.657 BCOL.4.2 psf TPI Std: 2014 Max BC CSI: 0.100 Bearing I is a rigid surface. Duration:LoadDuration: Duration:1.15 MWFRS Parallel Dist:0 to h/2Members not listed have forces less than 375# Spacing:24.0" CSC Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.095 Maximum Web Forces Per Ply fibs) Loc.from endwall:NA FT/RT:4(0y4(0) Webs Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Van 21.02.006.1108.20 B-I 91 -1000 Lumber Top chord 2x10 DF-L#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Loading Hipjack supports 5-10-12 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. ,g1'€ PROFESS 010 FVGIN�F,P 'OZ 83294PE 9 OREGON A� � 'Ly 14,200 ter Ssell Tail Renewal 6/30120 2 4 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! That Components of Oregon.Inc. 'IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 4e8 Trusses require extreme care in fatiticatin9,handling ship ing,installing and bracing., Refer to and follow the latest edition of BCSI(Buildingg Cornelius OR 97113 Component gg fety Information,by TPI and SBCA)Mir safep#practices pnor to performing these functions. Installers shall provide temporary 1503i35?.211e bracing per.CSI.Unless noted otherwise,top chord shall t5ave proper) attached structural sheathing and bottom chord shall ha a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs sMII have bracing installed per BCSI sections 53,B7 or B'10 as applicable. Appl plates to each face,of truss and position as shown above and on the Jos-if-Details,Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for sandard ate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any.failure to build the ,anw:ow.w truss in conformance with ANSIITPI 1, or for handling shipping, installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional engineering respionsibility solely/or the design shown.The suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building Designer per NSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq:SBCA:sbcacomponents.com;ICC:iccsafe.org:AWC:awc.orp Glenview,IL 60025 SEQN:304443 HIP_ Ply. 1 Job Number: 0722001 Cost:R7175 ate IXL171750002 Ti FROM:MG City: 9 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: HGRI ... / ... 11/28/2022 0.18 0 -----3X5 =3X5 III3 5 E A II U - I H GF III 1.5X4 =3X5 =3X5 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 8.28 -0.87 - 0.656 0.657 1 2x10 OF-L.#2 59.40" Plywd B - C 36.37 -36.86 0.003 0.614 0.617 1 2x10 OF-L#2 51.69" Plywd C - D 0.00 -6.61 - 0.100 0.100 1 2x10 DF-L#2 47.33" Plywd D - E 0.03 -0.17 - - - 1 2x10 OF-I#2 1.00" Plywd I - H 0.93 -7.96 - 0.090 0.090 1 2x4 HF#2 48.26" Diaph H - G 31.98 -59.44 - 0.100 0.100 1 2x4 HF#2 50.76" Diaph G - F 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph B - I 90.79 -1000.24 0.040 0.055 0.095 1 2x4 HFStand+HFStud 11.29" -- B - H 38.54 -34.81 0.014 - 0.014 2 2x4 HFStand+HFStud 46.16" -- H - C 102.29 -0.00 0.052 - 0.052 1 2x4 HFStand+HFStud 12.00" -- C - G 68.23 -32.57 0.035 - 0.035 1 2x4 HFStand+HFStud 45.37" -- D - G 37.98 469.76 0.003 0.025 0.028 1 2x4 HFStand+HFStud 12.70" -- Joint x y Plate Cq JSI Method deflX(L) detlY(T) deflX(L) deflX(T) A -4.95' 42.32' D.17" L/351 0.40" U150 0.00" 0.00" B 0.00' 42.39' 3X5 0.96 0.75 N 0.00" L/999 0.00" L/999 0.00" D.o0" C 4.31' 42.46' 33(5 0.96 0.21 N 0.00" L/999 0.00" L/999 0.00' 0.00' D 8.25' 42.52' 3X5 0.96 0.89 N 0.00" 1/999 0.00" U999 0.00" 0.00" E 8.33' 42.52' 0.00" 1/999 0.00" 1/999 0.00" 0.00" F 8.33' 40.93' 0.00" U999 0.00" U999 0.00" 0.00" G 8.25' 40.93' 3X5 0.96 0.74 N 0.00" 1/999 0.00" L/999 0.00" 0.00' H 4.02' 40.93' 3X5 0.96 0.13 N 0.00' 1/999 0.00" Lf999 0.00" 0,00" I 0.00' 40.93' 1.5X4 0.96 0.83 N 0.00' 1/999 0.00' L/999 0.00" 0.00" Loads using option:User Modified Load Cases - Y - - [HJ Wind TL Ck][OC 24.00][DF 1.15][NM 1] [HJ Wind Uplift][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 0 PLF i-4.9 to 93 @ 0.0[y--45.9][100%] 0 PLF @-4.9 to -45 g 0.0[y--45.9][10O%] 0 PLF @-4.9 to 48 @ 0.0[y=45.91 0%] 0 PLF g-4.9 to 30 c 0.0[y 45.91( 0%] 0 PLF @ 0.0 to 99 i 8.3[y--45.9][100%] 0 PLF @ 0.0 to -47 @ 8.3[y=45.9][100%] 0 PLF t 0.0 to 44 @ 8.3 fy--45.9][ 0%] 0 PLF t 0.0 to 24 @ 8.3[y=45.91 0%] 0 PLF @ 0.0 to 36 l 8.3[y=35.8][ ON 0 PLF @ 0.0 to 17 @ 8.3[y=35.81 0%J 140.24 Lbs.t -4.9,45.9 Angle=270 -67.26 Lbs.@ -4.9,45.9 Angle=270 72.94 Lbs.@ -4.9,45.9 Angle=270 44.89 Lbs. i -4.9,45.9 Angle=270 Brg.#1 Vert.R= 1002.7#Hor.R= 0.0# Brg.#1 Ve.R= -89.4#Hor.R= 0.0# Brg.#2 Vert.R= 302.6#Hor.R= 0.0# Brg.#2 Vert.R= 0.9#Hor.R= -0.0# "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components doreaon,Is. "'IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Iker488 Trusses require extreme care in fabricating handling,shipping,installing and bracing Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI ana SBCA)18r safety practices pnor to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BUsl.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chore shall have a properly attached rigid ceiling.Locations shown for permanent lateral resraint of webs shall have bracing installed per SCSI sections 63,B7 or B10, as applicable. Appl plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine.a division of ITW Buildin CComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIT'PI 1, or for handling, shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem listing this drawing indicates acceptance responsibilityBuilding,Ave4Floor of the Building'esigner per ANSI/TP!1 Sec.2. • For more information see these web sites:Alpine:alpineilw.com:TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:304429/ JACK Ply: 1 Job Number. 0722001 Cust:R7175 JRef:1XL171750002 T6 FROM:MG Oty: 22 Tigard Senior Housing DrwNo: 332.22.0740.11421 Pape 1 of 2 Truss Label: J BFR / RTT 11/28/2022 0.25 12 III3BX10 A C "I- 1� } • fV , O I ._ ll FA I ►. E ►_� D III3X7 I 3'6" -I 1 10"3 —I 1'10"3 Leading Ciliate(psi) Wind Criteria Snow Criteria (Pg,Pt in PSF) DM/CSI Criteria •Maximum Reactions(Ibs) TOLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Weil U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specifled) Ce:1.0 VERT(LL): 0.001 B 999 360 Loc R+ /R- /Rh /Rw /U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.002 B 999 240 E 601 I- I- /254 /148 I- BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(TL): 0.000 B - - D 17 /- I- /17 /- /- Des Ld: 45.00 EXP.B Kzt: HORZ(TL): 0.000 B - - C - /-185 I- /65 /85 /3 Mean Height:42.76 ft Building Code: Creep Factor:2.0 Wind reactions based on MWFRS NCBCLL:0.00 TCDL:5.0 psf E Brg Wid=5.5 Min Req= 1.5(Truss) Soffit: 2.00 IBC 2018 Max TC CSI: 0.154 BCDL:4.2 psf TPI Std: 2014 Max BC CSI: 0.015 D Brg Wid=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:hl2 to h C Brg Wid=1.5 Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.144 Bearing E is a rigid surface. Loc.from endwall:Any FT/RT:4(0#4(0) Members not listed have tomes less than 375# GCpi:0.18 Plate Type(s): Maximum Web Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver.21.02.006.1108.20 Webs Tens.Comp. • Lumber B-E 394 -584 Top chord 2x10 DF-L#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical not exposed to wind pressure. Additional Notes Negative reaction(s)of-185#MAX.from a non-wind load case requires uplift connection.See Maximum Reactions. Snow loading based on an unobstructed roof. Complete drainage required. Truss must be installed as shown with top chord up. •eEp PROFESS 6? * 4GIN f '4 /O2 83294PE 9 OREGON 15 `LLv 44,2arl' `00 *eel!Tao, Renewal 6/30/2024 I 1/28/2022 "'WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! True Components or Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P. Box 468 688 9711 3 Trusses require extreme care in fabricating,handling shipping,installing and bracing., Refer to nd follow the latest edition of BCSI(Building Coin.5 S OR Component Safety Information,by TPI and SBCA)Nor safety practices prior to performng these functions. Installers shall provide temporary 118 bracing per BCSI.Unless noted otherwise,top chord shall nave properly attached structural sheathing and bottom chord shall harmer properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing.g msl lied per BCSI sections 03,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on thg Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. AI ine,a division of ITW Buifdina Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,xnwcow,av truss in conformance with ANSIII PI 1, or for handling shipping,installation and bracingg of trusses. A seal orTthis dra�virg or cover pine 155 Harlem Ave listing this drawing,indicates acceptance of professional en meenng rper pANn gibllitYy solely1Sec.or the design shown. he sulfa I I and use o Is North Building,4th Floor drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEON:304429 JACK Ply: 1 Job Number 0722001 Cast:R 7175 JRef:151171750002 Te FROM:MG Qty: 22 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: J ... / ... 11/28/2022 0.25 12 III3BX10 C A E D 1II3X7 Member MaxTen MaxCamp Axial Bend CSI GLC Size Material Length Brace • A - B 5.54 -0.00 - 0.154 0.154 1 2x10 OF-I#2 42.01" Plywd B - C 9.54 -6.63 - 0.153 0.153 1 2x10 OF-L#2 22.19" Ply vd E - D 0.00 -0.00 - 0.015 0.015 1 2x4 HF#2 22.19" Diaph B - E 393.78 -584.39 0.144 - 0.144 20 2x4 HFSard+HFStud 11.32" - Joint x y Plate Cg JSI Method defiY(L) deflY(T) dellX(L) deflX(T) A -3.50' 42.32' 0.03" L/999 0.06" L/709 0.00" 0.00" B 0.00' 42.40' 3X10 0.96 0.71 N 0.00" U999 0.00" L/999 0.00" 0.00" C 1.85' 42.43' 0.00" L/999 0.00" L/999 0.00" 0.00" D 1.85' 40.93' 0.00" U999 0.00" L/999 0.00" 0.00" E 0.00' 40.93 3X7 0.96 0.83 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases ------ _-_--_-_-_ (STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 11 [C8C ASCE WirdHRt-+j[OC 24.001[DF 1.60][NM 1] -_------------------- -----_-_-_Load Case:1 User Modified:No Load Case:20 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF T. -3.5 to 22 @ 1.8[y--45.81 0%] -63 PLF @-3.5 to -63 @ 1.8 L[y 42.8][100%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8]1 0%] 12 PLF @-3.5 to 12 @ 1.8[y=45.8][ 0%] 50 PLF @-3.5 to 50 @ 1.8[y--45.811100%j 8 PLF @ 0.0 to 8 @ 1.8(y=35.81 0%] 18 PLF @ 0.0 to 18 @ 1.8[y=35.8][ 0%] __=_-_----------------------------------- Brg.#1 Vert.R= 601.0#Hor.R= -0.0# Brg.#2 VBd.R= 16.6#Hor.R= 0.0# Brg.#3 Vert.R= -185.3#Hor.R= 0.0# "'WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Co^F°nents af01.000,Inc. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box469 Trusses require extreme care in fabricating,handling,shipping,installin9and bracing._ Refer to and follow the latest edition of BCSI(Building canton OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices pltor to performing these functions. Installers shall provide temporary (503)357-2118 bracing per SCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a property n attached id ceiling.Locations shown for permanent lateral restraint of webs shall have braacing9j�nslalled per BCSI sections 03,B7 or B10, as applicab e. Apply plates to each face of truss and position as shown above and on the JoinrDelails, unless noted otherwise. Defer to LPG drawings 1 A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of IT BuildinQComponents Gr p Inc.shall not_be responsible for any deviation from this drawing,any failure to build the truss In W conformance with ANSI/1 PI 1, or for handling, shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional engineenng responsibility soleglyior the design shown.The suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building'Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orp;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEQN:304435/ EJAC Ply: 1 Job Number: 0722001 cub:R 7175 JRef:1XL171750002 724 FROM:MG My: 8 Turd Senior Houetg DrwNo: 332.22.0740.11890 Page 1 of 2 Truss Label: J1 BFR / RTT 11/28/2022 3'6'8 lir, 3'8'8 212 0.25 12 A B 1113X100 1 CD 111111111 _�' l e =-, FE III4X8 III3X7 A-----3'11'4-- - 3'612 3'6' ( 3'6'12 '1 "4 Loading Criteria Ipsf) Wind Criteria Snow Criteria (Pg.Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7.16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.002 B 999 360 Loc R. /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.003 B 999 240 G 1121 /- /- /235 /97 /4 BCDL: 9.00 Risk Category:11 Snow Duration:1.15 HORZ(LL): -0.001 C - - E 48 /-201 /- /50 /4 /- EXP:B Kzt NA HORZ(TL): 0.001 C - - Wind reactions based on MWFRS Des Ld: 45.00 Mean Height:32.79 fl G Br Wid=5.5 Min Req= 1.8(Truss) NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor:2.0 E Brg W id=- Min Req=- Sofft: 2.00 IBC 2018 Max TC CSI: 0.560 BCDL:4.2 pet Bearing G is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.073 Members not listed have forces less than 375# • Spacing:24.0" C&C Dist a:3.00 fl Rep Fac:Varies by Ld Case Max Web CSI: 0.136 Maximum Web Forces Per Ply(Ibs) Loc.from endwall:My FTIRT:4(0)/4(0) Webs Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.02.006.1108.20 B-G 321 -1086 Lumber Top chord 2x10 DF-L#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Special Loads --(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 72 pit at -3.50 to 72 plf at 3.94 BC:From 4 p8 at -3.50 to 4 ptf at 0.00 BC:From 18 plf at 0.00 to 18 plf at 3.94 TC: 300 lb Conc.Load at-3.35 Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Additional Notes PR Negative reaction(s)of-201#MAX,from a non-wind �,i?' OFF load case requires uplift connection.See Maximum �'( _xG 1 N e��S,0 Reactions. Truss must be installed as shown with top chord up. r.N./ 83294PE 9 CC .r1 OREGON 'S `tiL ,4, (see 4., sell Ta094, Renewal 6/3012029 11/28/2022 "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tense Coerponeme of Oregon,no. "•IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bos466 Trusses require extreme care in fabricating handling,shipping,installing and bracing. Refer to end follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI ana'SBCA)fbr safely practices prior to performing these functions. Installers shall provide temporary (503057.211B bracingper BCSI.Unless noted otherwise,top chord shall have proper) attached structural sheathing and bottom chord shall have a properly I attachd rigid ceiling.Locations shown for permanent lateral restrant of webs shall have bracing installed per BCSI sections B3,B7 or 61 , I as applicable. Appl plates to each face of truss and position as shown above and on the JoinCDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buildi CComponents Group Inc.shall not be responsible for any deviation from this drawing,any.failure to build the ,xnwow000 truss in conformance with ANSITTP1 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listingthis drawing indicates acceptance oof professional engmeenng responsibili1tiyv solely or the design shown.The suitability and use of s North Building,4th Floor drawing g for any structure is the responsibility ofthe Budding-Designer per ANSVTPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 • SEON:304435 EJAC Ply. 1 Job Number: 0722001 Oust R7175 JRef:1XL171750002 124 FROM:MG ply. 8 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: J1 ... I ... 11/28/2022 0.25 12 III3X7 11I3X100 A B CD 1114X8 E III3X7 • Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 11.79 -0.78 0.001 0.559 0.560 1 2x10 DF-L#2 42.01" Plywd B - C 0.00 -11.84 - 0.554 0.554 1 2x10 DF-L#2 46.26' Plywd C - D 0.02 -0.13 - - - 1 2x10 DF-L#2 1.00" Plywd G - F 2.51 -6.87 - 0.073 0.073 1 2x4 HF#2 46.25" Diaph F - E 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph B - G 321.46 -1086.46 0.118 0.006 0.124 20 2x4 HFStand+HFStud 11.32' - B - F 8.60 -0.33 0.003 - 0.003 20 2x4 HFStand+HFStud 40.85" - C - F 235.08 -21.54 0.120 0.016 0.136 1 2x4 HFStand+HFStud 12.21" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) defX(T) A -3.50' 32.32' 0.09" U456 0.22" L/188 0.00" 0.00" B 0.00' 32.40' 3X7 0.96 0.92 N 0.00" L/999 0.00" U999 0.00" 0.00' C 3.85' 32.48' 3X10 0.96 0.91 N 0.00' L/999 0.00" 1/999 0.00" 0.00" D 3.94' 32.48' 0.00" U999 0.00" U999 0.00" 0.00" E 3.94' 30.93' 0.00" U999 0.00" 1/999 0.00" 0.00" F 3.85' 30.93' 4X8 0.96 0.73 N 0.00" L/999 0.00" L/999 D.00' 0.00" G 0.00' 30.93' 3X7 0.96 0.83 N 0.00" 1J999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases = ----_--_W__________________________- __- _____________----__________________ [STD.AUTO.LOAD][OC 24.001[DF 1.15][NM 1] [C&C ASCE WindHRt-+][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:20 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:Yes 22 PLF 0-3.5 to 22 @ 3.9[y=35.91 0%1 -58 PLF C-3.5 to -58 @ 3.9 L[y=32.81[100%] 4 PLF @-3.5 to 4 @ 0.0[y=25.8$ 0%] 12 PLF @-3.5 to 12 @ 3.9[y=35.9][ 0%] 50 PLF @-3.5 to 50 A 3.9[y=35.9][100%] 8 PLF @ 0.0 to 8 @ 3.9[y=25.81[ 0%1 18 PLF @ 0.0 to 18 @ 3.9[y=25.81( 0%1 -------- 166.67 Lbs.@ -3.4,35.9 Angle=270 [MWFRSSTD.AUTO.LOAD]]OC 24.00][DF 1.60][NM 1] 133.33 Lbs.@ -3.4,35.9 Angle=270 Load Case:27 User Modified:Yes Brg.#1 Vert.R= 1121.3#Hor.R= -0.0# Repetitive Factors Used:No Brg.#2 Vert.R= -200.9#Hor.R= -0.0# 11 PLF @-3.5 to 11 @ 3.9[y=35.91[ 0%] --------__________---__________ - 2 PLF @-3.5 t0 2 @ 0.0[y=25.81 O%1 -22 PLF @-3.5 to -22 @ 3.9[y=35.91[100%3 9 PLF 0 0.0 to 9 @ 3.9[y=25.8][ 0%] -74.07 Lbs.@ -3.4,35.9 Angle=270 68.00 Lbs.@ -3.4,35.9 Angle=270 Brg.#1 Vert.R= -80.5#Hor.R= 0.0# Brg.#2 VerLR= 15.9#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Canponenu of Dream.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 445 Trusses require extreme care in fabricating,handling,shipping installing.and bracing.,Refer to a nd follow the latest edition of BCSI(Building cnaws OR 97113 Component Saafety Information,by TPI and SBCA)ty safety practices prior to performing these functions. Installers shall provide terhporary (5031337-2114 bracing per TICS!,Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord,shall have a properly attached rigid ceiling.Locations shown for permanent lateral resraint of webs shall have bracing installed per BCSI sections E3,B7 or B10, as applicaBle. Appl plates to each face,of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW BuildincgComponents Group Inc.shall not,be responsible for an deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI PI 1, or for handling, shipping installation and bracin of trusses. A seal on this drawingor cover pa�e 155 Haden)Ave listing this drawing,indicates acceptance of professional engineering responsibility solely or the design shown.The suitabilit and use o Is North Building,4th Floor drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. Glenview,IL 60025 , For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org SEON:304131/ JACK Ply: 1 Job Number: 0722001 Cuet:R 7175 JRet1XL171750002 717 FROM:MG Oty: 18 Tigard Senior Housing DrwNo: 332.22.0740.11936 Page 1 of 2 Truss Label: J2 BFR / R17 11/28/2022 i 377 3'1P2"3 37"7 0.25 12 IB3X7 III3X100 A T T m 1r k T l FE 1114%8 1113X7 k---3'10'3 A I 3'8' I 3'5'11 3'5"11 as Loading Criteria(pep Wind Criteria Snow Criteria (Pg,Pt In PSF) DefliC5l Criteria •Maximum Reactions(Ms) TCLL: 25.00 Wind Sid: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in be Udefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt 11.0(specified) Ce:1.0 VERT(LL): 0.002 B 999 360 Loc R+ I R- /Rh I Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.003 B 999 240 G 1126 I- I- /234 /98 /4 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): -0.001 C - - E 44 /-214 I- /47 /5 I- Des Ld: 45.00 EXP.B Kzt:NA HORZ(TL): 0.001 C - - Wind reactions based on MWFRS Mean Height:32.78 ft Building Code: Creep Faelor.2.0 G Bug W id=5.5 Min Req=1.9(Trt�s) NCBCLL:0.00 TCDL:6.0 psf E Brg Wid=- Min Req=- Soffit: 2.00 IBC 2018 Max TC CSI: 0.560 BCDL:4.2 psf Bearing G is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.070 Members not listed have forces less than 375# Spacing:24.0" CBC Dist a:3.00 R Rep Fac:Varies by Ld Case Max Web CSI: 0.141 Maximum Web Forces Par Ply(Ibs) Loc.from endwall:Any FT/RT:4(0)/4(0) Webs Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver.21.02.00B.1108.20 B-G 321 -1092 Lumber Top chord 2x10 DF-L#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Special Loads -(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 72 plf at -3.50 to 72 plf at 3.85 BC:From 4 plf at -3.50 to 4 pig et 0.00 BC:From 18 plf at 0.00 to 18 plf at 3.85 TC: 300 lb Conc.Load at-3.35 Wind Wind loads based on MWFRS with additional C8C member design. End verticals not exposed to wind pressure. Additional Notes op PROF .. Negative reaction(s)of-214#MAX.from a non-wind ' S load case requires uplift connection.See Maximum pj� G I N F S/O Reactions. C9 �� F"?' Z Truss must be installed as shown with top chord up- Q'- 83294PE OREGON �4 �Ly 14,20°0 (Qr Ssell Tay Renewal 6/30/2024 I1/28/2022 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tnas Components of Oregon.inc. '*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.eox458 Trusses require extreme care in fabricating hheendlinp,shipping installing and bracing..Refer to and follow the latest edition of BCSI(Building Candles OR 97113 Component Safety Information,by TPI and SBCA)Mr safety practices nor to performing these functions. Installers shall provide temporary 1603)367.2118 bracing per BCSI.Unless noted Otherwise,top chord shall have properly attached structural sheathing and bottom chord shall hav a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,13 or B10, as applicable. Appl Plates to each face of truss and position as shown above and on the Join, Details, unless noted otherwise. Refer to ALPINE. drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of 17W Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ..ewrnw.e. truss in conformance with ANSI/I.11, or for handling, shipping instalMtiion and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engineering responsibiti solely-for the design shown.The suitability and use of is North Building,4th Floor .drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 S8c.2. !For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:304431 JACK Ply 1 Job Number. 0722001 Cast R 7175 JRef:lXL171750002 T17 FROM:MG Oty: 18 Tigard Senior Housing DIWNO: Page 2 of 2 Truss Label: J2 ... I ... I1/2B/2022 0.25 12 III3X7 1II3X1Oo A B CD Irowls._111111111 F E III4X8 1II3X7 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 11.79 -0.78 0.001 0.559 0.560 1 2x10 DF-L#2 42.01" Plywd B - C 0.00 -11.86 - 0.554 0.554 1 2x10 DF-L#2 45.20" Plywd C - D 0.02 -0.13 - - - 1 2x10 DF-L#2 1.00" Plywd G - F 2.35 -6.83 - 0.070 0.070 1 2x4 HF#2 45.19" Diaph F - E 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph B - G 321.08 -1092.21 0.118 0.005 0.123 20 2x4 HFStand+HFStud 11.32" - B - F 8.53 -0.33 0.003 - 0.003 20 2x4 HFStand+HFStud 39.83" - C - F 247.17 •22.42 0.126 0.015 0.141 1 2x4 HFStend+HFStud 12.19" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflY(T) A -3.50' 32.32' 0.09" U458 0.22" U189 0.00" 0.00" B 0.00' 32.40' 3X7 0.96 0.92 N 0.00" U999 0.00" L/999 0.00" 0.00* C 3.7T 32.4T 3X10 0.96 0.93 N 0.00" LI999 0.00" L/999 0.00" 0.00* D 3.85' 32.48' 0.00" U999 0.00" 1/999 0.00" 0.00" E 3.85' 30.93' 0.00" U999 0.00" L/999 0.00" 0.00" F 3.77' 30.93' 4X8 0.96 0.74 N 0.00" 11999 0.00" U999 0.00" 0.00' G 0.00' 30.93' 3X7 0.96 0.83 N 0.00" 1/999 0.00' U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD](OC 24.00)[DF 1.15][NM 1] IC&C ASCE WindHRl-+][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:Yes Load Case:20 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 3.8[y=35.9][ 0%] -58 PLF @-3.5 to -58 @ 3.8 L[y=32.81[100%1 4 PLF @-3.5 to 4 @ 0.0[ye25.8][ 0%] 12 PLF @ 3.5 to 12 @ 3.8(y=35.91[ 0%] 50 PLF @-3.5 to 50 @ 3.8[y=35.91100%1 8 PLF @ 0.0 to 8 @ 3.8[y=25.81 0%) 18 PLF @ 0.0 to 18 @ 3.8[y=25.B][ 0%] __________________----_____---------______ 166.87 Lbs.@ -3.4,35.9 Angle=270 [MWFRS-STDAUTO.LOAD][OC 24.00][OF 1.60][NM 11 133.33 Lbs. 3: -3.4,35.9 Angle=270 Load Case:27 User Modified:Yes Brg.#1 Vert.R= 1126.2#Hor.R= -0.0# Repetitive Factors Used:No Brg.#2 Vert.R= -213.8#Hor.R= -0.0# 11 PLF @-3.5 to 11 @ 3.8[y=35.91[ 0%1 ------ 2 PLF @-3.5 to 2 r`t 0.0[y=25.8][ 0%] -22 PLF @-3.5 to -22 @ 3.8(y=35.91[100%) 9 PLF @ 0.0 to 9 @ 3.8[y=25.81[ 0%] -74.07 Lbs.@ -3.4,35.9 Angle=270 68.00 Lbs.@ -3.4,35.9 Arse=270 Brg.#1 Vert.R= -60.8#Hor.R= 0.0# Brg.#2 Vert.R= 16.4#Hor.R= -0.0# **WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! inns Components or Oregon,Inc. **IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P. woo 468 97113 Trusses require extreme care in fabrLsating h ndlingg,�shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Convef5a OR Component Safety Information,by TPI and SBCA)115r safety practices prior to performing these functions. Installers shall provide temporary bracing118 per BCSI.Unless noted otherwise,top chord shall have properlyattached structural sheathing and bottom chord shalt have a property attachd gid ceiling.Locations shown for permanent lateral resraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply platesto each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for sandrd plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional enoineenng responsibility soielyior the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSITTPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPL tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:304433/ EJAC Ply: 1 Job Number: 0722001 Cast:R7175 JRef:1xL171750002 732 FROM:MG Oty: 57 Tigard Senior Housing DrwNo: 332.22.0740.12296 Page 1 of 2 Truss Label: J3 BFR / RTT 11/28/2022 5'e"8 11'4 513"8 2'l2 0.25 12 v a3X7 1111.5x4 A B CD T T I 117 FE =4x5 IM3x7 A 5'11"4 1 I 3'6" I 58'12 5'6'12 4 ,1 "4 Loading Criteria Ipsf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DeNCSI Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct 1.0 CAT:II PP Deflection in be Udefl U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt:11.0(specifled) Ce:1.0 VERT(LL): -0.001 E 663 360 Loc R+ /R- I Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): -0.002 E 999 240 G 609 /- /- /263 /105 /5 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): -0.000 D - - E 191 /- /- /102 13 /- Des Ld: 45.00 EXP.B Krt.NA HORZ(TL): 0.000 D - - Wind reactions based on MWFRS Mean Height:42.81 ft BuildingCode: Creep Factor:2.0 G Brg Wid=5.5 Min Req= 1.5(Truss) NCBCLL:0.00 TCDL:6.0 psf E Brg Wid=- Min Req=- Soffit: 2.00 IBC 2018 Max TC CSI: 0.154 BCDL.4.2 psf TPI Std: 2014 Max BC CSI: 0.151 Bearing G is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h!2 to hMembers not listed have forces less than 375# Rep Fac:Yes Max Web CSI: 0.153 Spacing:24.0" CSC Dist e:3.00 ft Maximum Web Forces Per Ply(Ibs) Loc.from endwall:Any FTIRT:4(0W4(0) Webs Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver.21.02.006.1108.20 8-G 367 -556 Lranber Top chord 2x10 DF-L#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Wind Wind loads based on MW FRS with additional C&C member design. End verticals not exposed to wind pressure. Additional Notes Snow loading based on an unobstructed roof. Complete drainage required. Truss must be installed as shown with top chord up. ��Rep PROFESS O�co �GINEE iO 83294PE R 9 �r OREGON 13 "Lcy l4,teo4 t0 I 4Ssell Tan' Renewal 6/30/2024 II/28/2022 '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Twits Components of Oregon.Inc. 'IMPORTANTT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling shipping,inslalling,and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)Mrsafety practices prior to performing these functions, Installersshall provide tempos (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall hove properly attached structural sheathing and bottom cord shall haves properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Appl plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Compo nt Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the x.m.cowxw truss in conformance with ANSI/TPI 1, or forhandling, shipping installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of prof ssignal englneenng responsibility solelvlor the design shown.The suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. g, For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEON:304433 EJAC Ply: 1 Job Number: 0722001 Cuat:R7175 JRet1XL171750002 T32 FROM'.MG ON: 57 Tigard Senior Housing DrwNo: Page 2 of 2 Trues Label: J3 ... / ... 11/282022 0.25 12 0 113X7 1111.5C D A B I £ FE =4X5 1113X7 • Member MaxTen MexComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.00 - 0.154 0.154 1 2x10 DF-L#2 42.01" Plywd B - C 0.00 -14.22 - 0.153 0.153 1 2x10 OF-L#2 70.27" Plywd C - D 0.00 -0.12 - - - 1 2x10 DF-L#2 1.00" Plywd G - F 8.38 -7.52 0.002 0.149 0.151 3 2x4 HF#2 70.25" Dlaph F - E 0.00 -0.00 - - - 1 2x4 HF#2 1.00' Dlaph B - G 366.76 -556.23 0.134 0.019 0.153 20 2x4 HFStand+HFSlud 11.32' - B - F 10.93 -0.69 0.004 - 0.004 20 2x4 HFStand+HFSlud 64.26' - C - F 101.91 -137.58 - 0.057 0.057 1 2x4 HFStand+HFStud 12.71" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) dellX(L) deflX(T) A -3.50' 42.32' 0.02' U999 0.05" U835 0.00' 0.00" B 0.00' 42.40' 3X7 0.96 0.96 N 0.00" U999 0.00' Lf999 0.00" 0.00" C 5.85' 42.57 1.5X4 0.96 1.00 N 0.00' L1999 0.00' L/999 0.00" 0.00" D 5.94' 42.57 0.00" U999 0.00" U999 0.00' 0.00' E 5.94' 40.93' 0.00" U999 0.00" U999 0.00" 0.00" F 5.85' 40.93' 4X5 0.96 0.87 N 0.00" L/999 0.00" U999 0.00' 0.00" G 0.00' 40.93' 3X7 0.96 0.83 N 0.00" 1/999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 1] [Min Roof Snow Load][OC 24.00][DF 1.15][NM 1] [C&C ASCE WindHRt-+][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:No Load Case:3 User Modified:No Load Case:20 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 5.9(y--45.9][ 0%] 22 PLF @-3.5 to 22 @ 5.9[y--45.91[ 0%] -62 PLF @-3.5 to -62 ll 5.9 L[y=42.9][100%] 4 PLF @-3.5 to 4 @ 0.0(y=35.8][ 0%] 4 PLF @-3.5 to 4 @ 0.0[y=35.8][ 0%] 12 PLF @-3.5 to 12 @ 5.9[y=45.9][ 0%] 50 PLF @-3.5 to 50 @ 5.9[y--45.9][100%] 20 PLF @-3.5 to 20 @ 5.9[y==45.9]000%1 8 PLF @ 0.0 to 8 @ 5.9[y=35.8][ 0%] 18 PLF @ 0.0 to 18 @ 5.9[y=35.81 0%] 18 PLF @ 0.0 to 18 @ 5.9[y=35.81( 0%] ------------------------------------------ Brg.#1 Vert.R= 608.9#Hor.R= 0.0# Brg.#1 Vert.R= 384.8#Hor.R= 0.0# Brg.#2 Vert.R= 191.5#Hor.R= -0.0# Brg.#2 Vert.R= 132.5#Hor.R= -0.0# "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Mc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS c�sfon 97113 Trusses reuire extreme care in fabjricaling handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius elius OR ComponentSafety Information,byTPI one SBCA)f safety practices prior to performing these functions. Installers shall provide tempos 18 bracing per BCSI.Unless npted oherwise,top chord shall have propery attached structural sheathing and bottom chord shallI ha a prqpQrrlly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,87 or B'10, as applicable. AppTy plates to each face of truss and position as shown above and on the JoiniDetails, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,an failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping.,installationf and bracing of trusses. A seal on this draWing or cover p9g0 155 Harlem Ave listing this drawing,indicates acceptance of professional engineering responsibility solely-for the design shown.The suitability and use o this North Building,4th Floordrawing or any structure is the responsibility of the Building-Designer per ANSI/R'1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:301465 I EJAC Ply. 1 Job Number: 0722001 Cust:R 7175 JRef:1 XL171750002 748 FROM:MG Oy: 13 Tigard Senior Housing DrwNo: 332.22.0740.10733 Page 1 of 2 Trues Label: J4 BFR / RTT 11/28/2022 51r8 1I1'4 ~-- 5'8'8 ell 0.25 12 v -3x5 1111.5 BC I _ I 11 F w4X5°N11.5x4 1 5'11'4 A 58'12 5'8'12 -4 Loading Criteria(pap Wind Criteria Snow Criteria (Pa,Pf in PSF) Defl/CSI Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Udell LJ# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specifled) Ce:1.0 VERT(LL): -0.005 C 191 360 Loc R+ /R- /Rh I Rw /U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): -0.009 C 999 240 F 263 /- I- /117 /4 /3 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.000 E - - 0 271 /- /- /120 /6 /- Des Ld: 45.00 e.B HORZ(TL): 0.000 E - - Wind reactions based on MWFRS Me NCBCLL:0.00 Mean Height:32.134 ft Building Code: Creep Factor:2.0 F Brg Wid=5.5 Min Req= 1.5(Truss) TCDL:6.0 pef IBC 2018 Max TC CSI: 0.601 0 Brg Wid=- Min Req=- Soffit: 2.n:00 BCDL:4.2 psf Bearing F is a rigid surface. Load Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.155 Members not listed have forces less than 375# Spacing:24.0" C8C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.236 Loc.from endwall:My FT/RT:4(0)/4(0) • GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver.21.02.008.1108.20 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Wind Wind loads based on MWFRS with additional C&C • member design. End verticals not exposed to wind pressure. Additional Notes Snow loading based on an unobstructed roof. Complete drainage required. Truss must be installed as shown with top chord up. PROFE e- S fi S �.� aG1NFR �O �' 83294PE4. 9 OREGON G G `ZLY 14,20 0°r ¢+ Ssell Ta" Renewal 6130/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by.TPI and SBCA)lei safety practices car to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted Otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instlled per BCSI sections B3,B7 or B10, as applicable. Ap ly plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE. drawings 16DA-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buildin Com n nt Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,xuwmw.w truss in conformance with ANSI, RI 1, or efor handling, shipping installation and bracin of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional enoIneenng responsibility solely-for the design shown.The sudabiliy and use o this North Building,4th Floor drawing for any strcture is the responsibility of the Building-Designer esigner per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 80025 • SEON:304465 EJAC Ply: 1 Job Number: 0722001 Cast R7175 JRet 1XL171750002 T46 FROM:MG Qty: 13 Tigard Senior Housing DrwNo: Pape 2 of 2 Truss Label: J4 ... I ... 11/2812022 0.25 12 A3X5 111.5 BC F =4X5 D III 1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 10.60 -37.29 - 0.600 0.601 1 2x4 HF#2 70.27" Ptywd B - C 0.00 -0.12 - - - 1 2x4 HF#2 1.00" Plywd F - E 35.37 -21.47 0.007 0.148 0.155 1 2x4 HF#2 70.25" Diaph E - D 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph A - F 129.71 -210.72 0.002 0.232 0.234 1 2x4 HFStand+HFStud 17.0T - A - E 8.36 -2.58 0.003 - 0.003 19 2x4 HFStand+HFStud 65.51" - - E 135.60 -216.08 0.002 0.234 0.236 1 2x4 HFStand+HFStud 18.46" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflY(L) deflX(T) A 0.00' 32.64' 3X5 0.96 0.77 N 0.00" L/999 0.00" L/999 0.00" 0.00" B 5.85' 32.76' 1.5X4 0.96 0.87 N 0.00" U999 0.00" L/999 0.00" 0.00" C 5.94' 32.76' 0.00" U999 -0.01" U73 0.00" 0.00" D 5.94' 30.93' 0.00" U999 0.00" U999 0.00" 0.00" E 5.85' 30.93' 4X5 0.96 0.96 N 0.00" U999 0.00" 11999 0.00" 0.00" F 0.00' 30.93' 1.5X4 0.96 0.94 N 0.00" U999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00J[DF 1.15]INM 1J-- --_-`_-_----- -------_-------- [C&C ASCE WindHLt"+][OC 24.00][DF 1.60][NM 1] _---- ---__- Load Case:1 User Modified:No Load Case:19 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF @ 0.0 to 22 @ 5.9[ye35.9]1 0%] -57 PLF @ 0.0 to -57 Ol 5.9 L(y=32.9][100%] 50 PLF @ 0.0 to 50 @ 5.9 Iy=35.9][100%] 12 PLF @ 0.0 to 12 r 5.9[y=35.9]I 0%) 18 PLF @ 0.0 to 18 @ 5.9 Iy=25.8][ 0%] 8 PLF @ 0.0 to 8 @ 5.9[y=25.811 0%) Brg.#1 Vert.R= 263.4#Hor.R= -0.0# --------------------'------ 8rg.#2 Vert.R= 271.0#Hor.R=• -0.0# 'WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss CJl61.anane of Oregon,Inc. `"IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.eoa468 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 971t3 Component Safety Information,by TPI and SBCA)f safety practices pnor to performing these functions. Installers shall provide temporary (503)3 57-211e bracingr BCSI Unless noted otherwise,topchord shall have ro rl attached structural sheathingand bottom chord shall have a properly attached ceiling.Locations shown for permanent lateral restraint ofwebs shall have bracing instlled per SCSI sections E3,87 or B10, as applicable. Appl plates to each face,of truss and position as shown above and on the Join-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positons.Refer to lob's General Notes page for additional information. Alpine,a division of ITN BuildinQComponents Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page 155 Hadem Ave listing this drawing,indicates acceptance of professional enaQmeerin9 responsibility solelyfor the design shown.The suitability and use of this North a eta 4th Floor drawing for any strcture is the responsibility of the Building Design6r per ANSI/TPI 1 Sec.2. g - For more information see these web sites:Alpine:alpineitw.com;TPI:tpinstorq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AW C:awc.orq Glenview.IL 60025 SEON:304453/ MONO Ply: 1 Job Number. 0722001 Cust R7175 JRet 1XL171750002 744 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.10704 Page 1 of 2 Truss Label: J5 BFR I RTT 11/28/2022 1'77 10-3 177 '12 0.25 12 1113X7 III3X10 A B CO 1 , T st PIN I I III ��I�E ei F E III4X5 III3X7 k--1'10'3 1'5'11 4' 1 3 LoadHi Criteria(pal) Wind Criteria Snow Crltsria (Pg,Pf In PSF) D.B/CSI Criteria •Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCOL: 11.00 Speed 96 mph Pt.11.0(specilied) Ce:1.0 VERT(LL); 0.001 B 999 380 LOc R. /R- /Rh /Rw I U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.002 B 999 240 G 809 /- /- /251 /130 /3 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): -0.001 D - - E - /-176 /- /67 /69 /- Des Ld: 45.00 FRCP.B Kzt NA HORZ(TL): 0.001 D - - Wind reactions based on MWFRS Mean Height:32.76 ft Building Code: Crete Factor:2.0 G Brg Wid=5.5 Min Req= 1.5(Truss) • NCBCLL: TCDL:6.0 psf E Br Wid=- Min Re Soffit: 2.00 IBC 2018 Max TC CSI: 0.154 9 q=- BCDL:4.2 psf Bearing G is a rigid surface. • Load Duration:1.15 MWFRS Parallel Dist h/2 to h TPI Std: 2014 Max BC CSI: 0.012 Rep• Fac:Yes Max Web CSI: 0.136 Members not listed have forces less than 375# Spacing:24.0' C&C Dist a:3.00 ftMaximum Web Forces Per Ply(Ibs) Loc.from endwall:Any FTlRT:4(Oy4(0) Webs Tens.Comp. • GCpi:0.16 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.02.00)3.1106.20 B-G 358 -593 Lumber Top chord 2x10 DF-L#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Additional Notes Negative reaction(s)of-176#MAX.from a non-wind load case requires uplift connection.See Maximum Reactions. Snow loading based on an unobstructed roof. Complete drainage required. Truss must be installed as shown with top chord up. �'vs0 PROFESS c./ �G1 4E� /OZ �' 83294PE p OREGON 15 e 4 �Lr 14,2000 05 Ssell Tan' Renewal 6/30/2024 I1/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tmss Components of Oregon,In.,. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,ship mg,installing and bracing. Refer top.nd follow the latest edition of BCSI(Building Cornelius OR 97113 Component-Safety Information,by TPI ana SBCA)tOr safely practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing er BCSI.Unless noted otherwise,top chord shall nave oropert attached structural sheathingand bottom chord shall have a pmp {r y attached Mqond ceiling.Locations shown for permanent lateral restraint of webs shall have bracing InstAlled per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for-standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the nnmvcdwxv truss in conformance with ANSI/ PI 'I, or for handling, shipping,.installation andbracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional enggmeenng responsiibility solelyyfor the design shown.The suitability and use of this North Building,4th Floor drawing for any s ructure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. g • For more information see these web sites:Alpine:alpineilww.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.orq Glenview,IL 80025 SEON:304453 MONO Ply: 1 Jab Number: 0722001 Cast R7175 JRef.1%L171750002 744 FROM:MG Qty. 1 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: J5 ... / ... 11/28/2022 0.25 12 IBII3X7 1II3X1O A CD Ci E III4X5 III3X7 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 5.54 -0.00 -- 0.154 0.154 1 2x10 DF-L#2 42.01" Plywd B - C 2.38 -725 - 0.153 0.153 1 2x10 DF-L#2 21.19" Plywd C - D 0.00 -0.12 - - - 1 2x10 DF-L#2 1.00" Plywd G - F 0.38 -5.49 - 0.012 0.012 1 2x4 HF#2 21.19' Diaph F - E 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph B - G 357.52 -592.68 0.131 0.005 0.136 20 2x4 HFStand+HFStud 11.32" - B - F 7.11 -0.26 0.003 - 0.003 20 2x4 HFStand+HFStud 15.99' - C - F 192.16 -114.14 0.098 0.003 0.101 1 2x4 HFStand+HFStud 11.69" - Joint x y Plate Cq JSI Method defiY(L) deflX(T) deflX(L) deflX(T) A -3.50' 32.32' 0.03" U999 0.06" U687 0.00" 0.00" B 0.00' 32.40' 3X7 0.96 0.98 N 0.00" L/999 0.00" U999 0.00" 0.00' C 1.77' 32.43' 3X10 0.96 0.85 N 0.00" U999 0.00" L/999 0.00" 0.00" D 1.85' 32.43' 0.00" L/999 0.00" L/999 0.00' 0.00" E 1.85' 30.93' 0.00" L/999 0.00" L/999 0.00" 0.00" F 1.77' 30.93' 4X5 0.96 0.96 N 0.00" L1999 0.00" L/999 0.00' 0.00" G 0.00' 30.93' 3X7 0.96 0.83 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [STD.AUTO.LOAD][OC 24.00][DF 1.15][NM 1] (C&C ASCE WindHRt-+][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:No Load Case:20 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 1.8[y=35.8]] 0%] -58 PLF @-3.5 to -58 @ 1.8 L(y=32.8)1100%] 4 PLF @-3.5 to 4 @ 0.0(y=25.8][ 0%] 12 PLF @-3.5 to 12 @ 1.8[y=35.8][ 0%] 50 PLF @-3.5 to 50 @ 1.8(y=35.8](100%) 8 PLF @ 0.0 to 8 @ 1.8 1y=25.8][ 0%] 18 PLF @ 0.0 to 18 @ 1.8]Y=25.81( 0%] _---`---_-------"`-_-_-_-_-_-_-_ Brg.#1 Vert.R= 608.9#Hor.R= -0.0# Brg.#2 Vert.R= -176.5#Hor.R= -0.0# "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components aOregon,inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bon o8 Trusses require extreme care in fabricating,handling,shipping,installing and bracing.. Refer to and follow the latest edition of BCSI(Building Cornelius 97113 OR Component Safety Information,by TPI ana SBCA)fW safety° practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instlled per SCSI sections B3,B7 or B , as applicab1g Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 150A- for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildinr1g.Components Group Inc.shall not be responsible for any deviation from this drawing,anyfailure to build the truss in conformance with ANSIITPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this draing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engineering responsibility solelvTor the design shown.The suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building--UUesign€er per ANSITTPI 1 SAc.2. For more information see these web sites:Alpine:alpineitw.com;TPI:Ipinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEQN:304455/ MONO Ply. 1 Job Number. 0722001 Cum:R 7175 JRef:1 XL171750002 T54 FROM:MG QM 1 Tigard Senior Housing DrwNo: 332.22.0740.11779 Page 1 of Truss Label: J6 BFR / RTT 11/28/2022 ' 177 T19'3 17"7 '12 025 12 cs C3X5 1. m1.5X44 TT A 1 rSIii I F_� ED 3X5 111.5)(4 1'10'3 1'5'11 1'5'11 Ore 1 10"3 Loading Criteria(ps0 'Wind Criteria Snow Criteria (Pg,Pf In PSF) DN11CS!Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce:1.0 VERT(LL): 0.000 B 999 360 Loc R+ 1 R- /Rh /Rw /U /RL BOLL 000 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.000 B 999 240 F 79 I- I- /35 /1 /1 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): -0.000 C - - D 87 /- /- /39 /3 /- Des Ld: 45.00 EXP.B Kzt:NA HORZ(TL): 0.000 C - - Wind reactions based on MWFRS NCBCLL:0.00 Mean Height:32.80 ft Building Code: Creep Factor.2.0 F Brg Wid=5.5 Min Req= 1.5(Truss) TCDL:6.0 psf IBC 2018 Max TC CSI: 0.050 D Brg Wid=- Min Req=- Soffit: 2.00 4.2 psfBearing F is a rigid surface. MWFRS Load Duration:1.15 MWFRS Parallel Dist:h/2 to h WI Std: 2014 Max BC CSI: 0.013 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fec:Yes Max Web CSI: 0.020 Loc.from endwall:Any FT/RT:4(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver..21.02.00B.1108.20 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Additional Notes Snow loading based on an unobstructed roof. Complete drainage required. Truss must be installed as shown with top chord up. �e-o PRO css, O.5 F.AGIN FP ,0 ItLI 83294PE OREGON It_ `I/Lr 14.200' if "en Tan9i Renewal 6/30/2024 11/28/2022 "WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Taos Components of Oregon.kw. '*IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.8o9468 Trusses require extreme care in fabricating,handling ship pi installing and bracing..Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component gg fety Information,by TPI and SBCA)for safely practices poor to performing these functions. Installers shall provide temporary (su3)357.2118 bracing per BGSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a prope9rly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing inst Iled per BCSI sections 83,B7 or B10, as applicable. Apply plates to each face of truss and positio as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE. drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW BuildinQQCComponents GroupInc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TM 1, or for handig, shipping installation and bracingof trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of prof ssi9rr51 l encameenn9 responsibility solelyor the design shown.The suitability and use o Is North 41h Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. g• For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orp Glenview,IL 60025 SEON:304455 MONO Ply: 1 Job Number:0722001 bust:R7175 JRef:1XL1T1T50002 T54 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: Page 2 of 2 Tnas Label: J6 ... I ... 11/28/2022 0.25 0 3X5 III 1.5XB4C A Ill • A F % ED 3X5 III 1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 0.26 -2.39 - 0.050 0.050 1 2x4 HF#2 21.19" Plywd B - C 0.00 -0.13 - - - 1 2x4 HF#2 1.00" Plywd F - E 1.22 -2.77 - 0.012 0.013 1 2x4 HF#2 21.19" Diaph E - D 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph A - F 38.52 -63.38 0.014 0.004 0.018 19 2x4 HFStand+HFStud 17.07" - A - E 3.23 -0.21 0.001 - 0.001 19 2x4 HFStand+HFStud 19.94" -- B - E 44.96 -69.62 0.016 0.003 0.020 19 2x4 HFStand+HFStud 17.44" - Joint x y Plate Cq JSI Method defiY(L) defiY(T) defiX(L) defiY(T) A 0.00' 32.64' 3X5 0.96 0.51 N 0.00" U999 0.00" U999 0.00" 0.00" B 1.7T 32.6T 1.5X4 0.96 0.49 N 0.00" U999 0.00" U999 0.00" 0.00' C 1.85' 32.67' 0.00" L/999 0.00" 1/999 0.00' 0.00" D 1.85' 30.93' 0.00" U999 0.00" U999 0.00" 0.00" E 1.7T 30.93' 3X5 0.96 0.89 N 0.00" 1./999 0.00" U999 0.00" 0.00" F 0.00' 30.93' 1.5X4 0.96 0.63 N 0.00" U999 0.00" 1./999 0.00' 0.00" Loads using option:User Modified Load Cases__ ---------------- v-___------- ----------------------------------_--_-_ [STD.AUTO.LOAD][OC 24.00][DF 1.15](NM 1] [CSC ASCE WindHLt-+][OC 24.00][DF 1.60][NM 11 Load Case:1 User Modified:No Load Case:19 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF @ 0.0 to 22 @ 1.8[y=35.81[ 0%1 -58 PLF @ 0.0 to -58 @ 1.8 L[y=32.8][100%1 50 PLF @ 0.0 to 50 @ 1.8[y=35.8)(100%) 12 PLF @ 0.0 to 12 @ 1.8[y=35.811 0%) 18 PLF @ 0.0 to 18 @ 1.8[y=25.81[ 0%] 8 PLF_i 0.0 to 8 @ 1.8[y=25.8][ 0%] Brg.#1 Vert.R= 79.3#Hor.R= 0.0# ------------------------__`-_------------ Brg.#2 Vert.R= 87.1#Hor.R= -0.0# 'WARNING'. READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tnae Conponerxs or Oregon.inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa 458 Trusses require extreme care in fabricating,handling,shipping installing and bracing., Refer to and follow the latest edition of BCSI(Budding C oaelus OR 97113 Component Safety Information,by TPI and SBCA)for safety practices pnor to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord,shall have a props y attached rigid ceiling.Locations shown for permanent lateral resraint of webs shall have bracing instlled per BCSI sections B.3,B7_ or B10, as applicable. Apply plates to each face o truss and position as shown above and on the JoinfDetails, unless noted otherwise. 'Refer to ALPINE drawings 160A-Z'for sandard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,anyfailure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this dra*Ing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional enggin� eenngg responsibility solelyTor the design shown.The suitability and use of is North 4th Floor drawing for any strcture is the responsibility of the BuildingDesigner per ANSI/TPI 1 Sc.2. North Buil Building,g 4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.or9;AWC:awc,org SEQN:304445! COMN Ply: 1 Job Number: 0722001 Cust:R7175 JRef:1XL171750002 T23 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.11623 Page 1 of 2 Truss Label: J7 BFR I RTT 11/2812022 5'11"4 II 8'9"4 5'11'4 2'10' 2'12 • 0.25 v B3X7 =10X12 AC T21111.D4E Ts o, Tto IIIr N 1 I 1 1113X7 w3X5 w4X5 r 9' 1 5'11"4 2'8"4 -----3'8' 5'11'4 _l 8'7"8 ..� 4'3 9" Leading Criteria(pal') Wind Criteria Snow Criteria (Pg,Pf In PSF) D.fVCSI Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc 1./de6 UJ# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt 11.0(specified) Ce:1.0 VERT(LL): 0.008 H 999 380 Loc R+ /R- /Rh /Rw I U I RL BCLL: 0.00 Enclosure:Closed Lc: - Cs:1.00 VERT(CL): 0.014 H 999 240 I 719 /- /- /308 /86 /5 BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): -0.002 D - - F 357 /- /- /168 /4 /- EXP:B Kzt:NA HORZ(TL): 0.003 D - - Wind reactions based on MWFRS Des Ld: 45.00 Mean Height 32.81 R I BrgWld=5.5 Min Req= 1.5(Truss) NCBCII:0.00 TCDL:6.0 psf Building Code: Creep Factor:2.0 Soffit: 2.00 F Brg Wid=- Min Req=- BCDL: paf IBC 2018 Max TC CSI: 0.158 TPI Std: 2014 Max BC CSI: 0.161 Bearing I is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to hMembers not listed have forces less than 375# Spacing:24.0" CAC Dist a:3.00 fl Rep Fac:Yes Max Web CSI: 0.206 Maximum Top Chord Forces Per Ply fibs) Loc.from endwall:Any FT/RT:4(0y4(0) Chords Tens.Comp. GCpi:0.18 Plate Type(s): B-C 102 -413 Wind Duration:1.60 WAVE VIEW Ver.21.02.00B.1108.20 Lumber Maximum Bot Chord Forces Per Ply(Ibs) Top chord 2x10 DF-L#2 T2 2x4 HF#2; Chords Tens.Comp. Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: H-G 400 -102 Purlins Maximum Web Forces Per Ply(Ibs) In lieu of structural panels use pudins to brace all flat Webs Tens.Comp. Webs Tens. Comp. TC(41 24"oc. B-I 314 -672 C-G 114 -456 Wind B-H 405 -98 Wind loads based on MWFRS with additional C8C member design. End verticals not exposed to wind pressure. Additional Notes Snow loading based on an unobstructed roof. Complete drainage required. �, o PROpF. � ��GINF�� 'o C/J 83294PE 7 CC „or- OREGON /3 e. �Ly 1a,zoo°' 4SSe/I Tang Renewal 6/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Ina "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS R 0 6w448 Trusses require extreme care in fabricating hIvodlinpp,�shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building cons OR 97113 Component Safety Information,by TPI and SBCA)1 rr safety practices tenor to performingtemporary mor these functions. Installers shall provide tem rary (503)357 211a bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall ha a propelr y attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,B7_ or B10, as applicable. Apply Plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ,Alpine,a division of ITW Buildin cpomponents Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the snwm v.w truss in conformance with ANSI,PI 1, or for handling, shipDping installation and bracing of trusses,. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional enhine ling responsibility solelyTor the desgn shown.The suitabilt_y and use of this North Building,4th Floor drawing for any sfri/cture is the responsibility of the BuildingUUUUUUesigner per ANSI/TPPI 1 Sec.2. North Buil i g.4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org SEON'.304445 COMN Ply: 1 Job Number: 0722001 Gust R 7175 JRef:1X071750002 723 FROM:MG Oty: 1 Tigard Senior Housing Dm/No: Page 2 of 2 Truss Label: J7 ... / ... I1/28/2022 0.25 0 111.5X4 3X7 =10X12 III3X7 C T2 D E A - l H GF III3X7 =3X5 =4X5 Member MaxTen MaxComp Axel Bend CSI GLC Size Material Length Brace A - B 5.54 -0.00 - 0.154 0.154 1 2x10 DF-L#2 42.01' Plywd B - C 101.62 -412.72 - 0.153 0.154 1 2x10 DF-L#2 71.31" Plywd C - D 4.79 -9.02 - 0.158 0.158 1 2x4 HF#2 35.78" Purl 24 D - E 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Purl 24 I - H 7.37 -7.11 0.002 0.120 0.122 1 2x4 HF#2 71.25" Diaph H - G 400.41 -101.68 0.077 0.084 0.161 1 2x4 HF#2 35.75" Diaph G - F 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph B - I 314.44 -671.77 0.115 0.013 0.128 20 2x4 HFStand+HFStud 11.32" - B - H 404.89 -97.55 0.206 - 0.206 1 2x4 HFStand+HFStud 68.20" - C - H 74.75 -0.00 0.027 - 0.027 19 2x4 HFStand+HFStud 18.48" - C - G 114.35 -56.28 0.123 - 0.123 1 2x4 HFStand+HFStud 34.18' - D - G 61.89 -115.73 - 0.039 0.040 1 2x4 HFSIand+HFStud 18.48" - Joint x y Plate Cq JSI Method de6Y(L) delY(T) de8X(L) defiX(T) A -3.50' 32.32' 0.02" U999 0.04" U999 0.00" 0.00" B 0.00' 32.40' 3X7 0.96 0.92 N 0.00" L/999 0.00" U999 0.00' 0.00" C 5.94' 32.64' 10X12 0.96 026 N 0.00" U999 0.02" L/999 0.00" 0.00" D 8.92' 32.76' 1.5X4 0.96 0.58 N 0.00" U999 0.00" L/999 0.00" 0.00" E 9.00' 32.78' 0.00" U999 0.00" U999 0.00" 0.00" F 9.00' 30.93' 0.00" L/999 0.00" U999 0.00" 0.00" G 8.92' 30.93' 4X5 0.96 0.91 N 0.00" 11999 0.00" L/999 0.00" 0.00" H 5.94' 30.93' 3X5 0.96 0.48 N 0.00" L/999 0.02" U999 0.00" 0.00" I 0.00' 30.93' 3X7 0.96 0.83 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases --------- ----------- ------------_-------------_-_--------------- (STD.AUTO.LOADJ[OC 24.00][DF 1.15]]NM 1] [CRC ASCE WIndHLt-+][OC 24.00](DF 1.6011MM 1] (C&C ASCE WindHRt-+J[OC 24.00110F 1.601[NM 1] Load Case:1 User Modified:No Load Case:19 User Modified:No Load Case:20 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF @-3.5 to 22 @ 5.9(y=35.9)( 0%1 -46 PLF @-3.5 to -46 @ 0.0 L[y=32.71[100%J -51 PLF @-3.5 to -51 @ 5.9 L[y=32.91[100%) 22 PLF @ 5.9 to 22 @ 9.0[y=35.91[ ON 12 PLF @-3.5 to 12 @ 0.0[y=35.9][ 0%1 12 PLF @-3,5 to 12 @ 5.9[y=35.9][ 0%] 4 PLF @-3.5 to 4 @ 0.0(y=25.8)[ 0%] -51 PLF @ 0.0 to -51 @ 5.9 L[y=32.91100%] -51 PLF @ 5.9 to -51 @ 9.0[y=32.91[100%1 50 PLF @-3.5 to 50 @ 5.9[y=35.91000%3 12 PLF @ 0.0 to 12 @ 5.9(y=35.911 0%1 12 PLF @ 5.9 to 12 @ 9.0[y=35.91[ 0%] 50 PLF @ 5.9 to 50 @ 9.0[y=35.9][100%] -51 PLF @ 5.9 to -51 @ 9.0[y=32.9][100%] 8 PLF @ 0.0 to 8 @ 9.0[y=25.81( 0%] 18 PLF @ 0.0 to 18 @ 9.0[y=25.8]( 0%] 12 PLF @ 5.9 to 12 @ 9.0[y=35.91[ 0%] ------------------------------------------- Brg.#1 Vert.R= 719.5#Hor.R= 0.0# 8 PLF @ 0.0 to 8 @ 9.0[y=25.8]( 0%] Brg.#2 Vert.R= 356.6#Hor.R= -0.0# ___-_-_-_-_-__•_-_-_-_-_-_-_-_-_--'s:_=-=-_ "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boo 468 Trusses require extreme care in fabricating,handlinU shipping,installing.and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fOOr safety practices pnor to performing these functions. Installers shall provide temporary (503)357-211a bracingper BCSI.,Unless noted olherwi e,top chord shall have proper)y attach¢d structural sheathing and bottorrL chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections B3,B7 or B10, as applicable. Appl plates to each face,of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z(or standard plate positions.Refer to Job's General Notes page for additional information. ALPINE Alpine,a division of ITW Build'n Components Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANS(I/3P! 1, or for handling, shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professiodl engmeenno responsibility solely-or the design shown.The suitabili6'and use o is 155 Building,4th Floor drawing for any stucture is the responsibility of the Building-Design€r per ANSIITPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304447/ COMN Ply: 1 Job Number. 0722001 Cost R7175 JRef:1 XL171750002 730 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.11202 Page 1 of 2 Truss Label: J8 BFR / RTT 11/28/2022 474 T11'4 7( 4'T4 I 3'4' I 1'0'12� 0.25 12 r=-- w3x5 =3X5 =3XX5 1111.D E A B T i 1N I GF 1)1.5X4 —3X5 =4X5 A g 1 4'3'12 4'3'12 4'712 I e' s I9', Loading Criteria(ps0 Wind Criteria Snow Criteria (Poplin PSF) De1VCSI Criteria •Maximum Reactions(Ws) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Cl:1.0 CAT:II PP Deflection in loc Weft L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(spea8ed) Ce:1.0 VERT(LL): 0.024 C 999 360 Loc R. /R- /Rh I Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.042 C 999 240 I 401 /- 1- 1178 17 /4 Risk Category:II BCDL: 9.00 Snow Duration:1.15 HORZ(LL): 0.003 G - - F 409 I- I- /182 /9 1- EXP:B Kzt:NA HORZ(TL): 0.005 G - - Wind reactions based on MWFRS Des Ld: 45.00 Mean Height:32.86 fl I BrgWid=5.5 Min Req= 1.5(Truss) NCBCLL:0.00Building Code: Creep Factor:2.0 TCDL:6.02 psf F Brg Wid=- Min Reg=- Soffil: 2 00 IBC 201 B Max TC CSI: 0.373 BCDL:4.2 TPI Std: 2014 Max BC CSI: 0.186 Bearing I is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:hl2 to h Members not listed have forces less than 375# Spacing:24.0' C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.304 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:4(0)14(0) Chords Tens.Comp. i GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.02.006.1108.20 A-B 183 -571 Lumber Maximum Bot Chord Forces Per Ply(lbs) Top chord 2x4 HF#2 Chords Tens.Comp. Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: H-G 589 -208 Purlins Maximum Web Forces Per Ply(Ibs) In lieu of structural panels use purlins to brace all flat Webs Tens.Comp. Webs Tens. Comp. TC@24'oc. --- -- �_- A-H 597 -189 B-G 221 -628 Wind Wind loads based on MWFRS with additional CAC member design. End verticals not exposed to wind pressure. Additional Notes Snow loading based on an unobstructed roof. Complete drainage required. �k� .O PROfi , AS 6, k,‘AG i N E -� /GZ 4 83294PE 9 CY r3 OREGON SLY td,200w IL 4 SSe►1 Tang Renewal 6/30/2024 I I/25/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tune Components or Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bon488 Trusses require extreme care in fabricating,handlin pro,installing and bracing.. Refer to and follow the latest edition of 13CSI(Building Conwiius OR 97113 Component Safety Information,by TPI and SBCA)fl'r satpepryr practices nor to performng these functions. Installers shall provide temporary (503)357-2178 bracing er[BCSI..Unless noted otherwise top chrd shall Have roper attached structural sheathing and bottom chord shall have a properly attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections 03,B7 or B10, as applicaHie. Apply plates to each face.o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE'drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. 'Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the .nnwmw.er .truss in conformance with ANSI/TPI 1, or for handling, shipping,_installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professioRt engpneenneq responsibilitysot IyTor the design shown.The suitabilirl'and use o is North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. Glenview,IL 6,4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org SEON:304447 COMN Ply: 1 Job Number: 0722001 Cuet:R7175 JRe1:1XL171750002 T30 FROM:MG Oty: 1 Tigard Senior Housing Drwt4o: Page 2 of 2 Truss Label: J8 ... I ... 11/28/2022 1 0.25 I_ 3X5 -- 3X5 III 1.5X4 =3X5 A g C D E 0 x GF III 1.5X4 .3X5 ---4X5 Member MaxTen MaxComp Axial Bend CBI GLC Size Material Length Brace A - B 183.36 -571.40 0.003 0.280 0.283 1 2x4 HF#2 55.23" Plywd B - C 3.47 -16.04 - 0.373 0.373 1 2x4 HF#2 51.79" Plywd C - D 4.03 -12.13 - 0.126 0.126 1 2x4 HF#2 51.79" Purl 24 D - E 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Purl 24 I - H 13.01 -13.13 0.003 0.058 0.061 1 2444 HF#2 51.75" Diaph H - G 589.38 -207.96 0.113 0.074 0.186 1 2x4 HF#2 55.25" Diaph G - F 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph A - I 145.03 -367.18 0.006 0.082 0.088 1 2x4 HFStand+HFStud 17.0T - A - H 597.44 -189.21 0.304 - 0.304 1 2x4 HFStand+HFStud 51.18" - H - B 119.74 -132.42 0.044 - 0.044 19 244 HFStand+HFStud 18.15" - B - G 221.02 -625.66 0.287 - 0287 1 2x4 HFStand*HFStud 51.55' - D - G 68.21 -128.80 - 0.082 0.082 1 2x4 HFStand+HFStud 18.98" - Joint x y Plate Cq JSI Method defY(L) de6Y(T) de6X(L) defX(T) A 0.00' 32.64' 3X5 0.96 0.66 N 0.00" U999 0.00" U999 0.00" 0.00" B 4.60' 32.73' 3X5 0.96 0.38 N 0.01" L/999 0.04' U999 0.00" 0.00" C 7.94' 32.80' 3X5 0.96 0.51 N 0.02" U999 0.06" U999 0.00" 0.00' D 8.92' 32.80' 1.5X4 0.96 0.60 N 0.00" L/999 0.00" U999 0.00" 0.00" E 9.00' 32.80' 0.00" U999 0.00" U999 0.00" 0.00" F 9.00' 30.93' 0.00" L/999 0.00" U999 0.00' 0.00" G 8.92' 30.93' 4X5 0.96 0.99 N 0.00" U999 0.00" U999 0.00' 0.00" H 4.31' 30.93' 3X5 0.96 0.53 N 0.01" L/999 0.04" L/999 0.00" 0.00' I 0.00' 30.93' 1.5X4 0.96 0.97 N 0.00" U999 0.00" L/999 0.00' 0.00" Loads using option:User Modified Load Cases ----4-4i.. ue~___- [STD.AUTO.LOAD]]OC 24.00j[DF 1.15][NM 1] [C&C ASCE WindHLt-+][OC 24.00][DF 1.60j[NM 1] Load Case:1 User Modified:No Load Case:19 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF @ 0.0 to 22 @ 7.9[y=35.9][ 0%] -51 PLF @ 0.0 to -51 @ 7.9 L(y=32.9][100%] 22 PLF @ 7.9 to 22 @ 9.0[y=35.91( 0%] 12 PLF @ 0.0 to 12 @ 7.9[y=35.9][ 0%1 50 PLF @ 0.0 to 50 @ 7.9[y=35.9][100%] -51 PLF @ 7.9 to -51 @ 9.0[y=32.9][100%] 50 PLF @ 7.9 to 50 @ 9.0[y=35.9)[100%] 12 PLF @ 7.9 to 12 @ 9.0(y=35.9]1 0%] 18 PLF @ 0.0 to 18 @ 9.0[y=25.8]( 0%] 8 PLF @ 0.0 to 8 @ 9.0(y=25.81( 0%] Brg.#1 Vert.R= 401.2#Hor.R= 0.0# ------------------------------------------ Brg.#2 Vert.R= 408.8#Hor.R= -0.0# '"WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. `IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.13o"469 Cornelius OR 97113 Trussesomporequire nt ytnme o infabricating,and, BCAfshipping,installing o t bracing.r Refer er and follown . the lers eshall of SCSI(Building 1505p57-211a I Component Safety Information,byTPI and Sp chord handling,safetyl practices priortto rfstruitu these actin oan. Installersom chord, av tempos bracing rigid BCSil Unlessnoted sown for top chord shall have aint o b hd have bracing c installedn ader BC I serd shall B3,have6a orproperly1 , attachedr e ceiling.Locationsto each permanent lats restraint sh ofnwebsabove shall h have Jot- eails., per s ihe 67fr to as applicable.ig ort'platesach deach face on truss.Re and positionsG n shown abpag and on thenanTpemati unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not.be responsible for any deviation from this drawing,any failure to build the I truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engpneenng responsibility solely-tor the design shown.The suitabilityand use Of this NorthBueding, Floordrawing for any structure is the responsibility of the Building-Designer per ANSI/I- I 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 I SEON:304467 I EJAC Ply. 1 Job Number: 0722001 Coat:R 7175 JRel:1XL171750002 T25 FROM:MG Oty: 4 Tigard Senior Housing DrwNo: 332.22.0740.10703 Page 1 of 2 Truss Label: J9 BFR / RTT 11/28/2022 3'9'e 224 3'S'9 ' 0.25 12 =3X5 111.5X4 A T C I F E0 w4X5 il1.5X4 A 4'0-4 A 3712 I 3712 1 .44 4 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/Csl Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in too Wee LI# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt:11.0(specified) Ce:1.0 VERT(LL): -0.001 C 644 360 Loc R+ I R- /Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): -0.003 C 999 240 F 177 /- /- /80 /8 /2 t Ca tegory:II BCDL: 9.00 RiskSnow Duration:1-15 HORZ(LL): -0.000 C - - D 185 /- I- /83 /8 /- Des Ld: 45.00 EXP.B Kzt NA HORZ(TL): 0.000 C - - Wind reactions based on MWFRS Mean Height:42.86 fl BuildingCode: Creep Factor:2.0 F Brg Wid=5.5 Min Req= 1.5(Truss) NCBCLL:0.00 TCDL:6.0 psf D Brg Wid=- Min Req=- Soffit: 2.00 BCDL:4.2 psi IBC 2018 Max TC CSI: 0.266 gearing F is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.068 Members not listed have forces less than 375# Spacing:24.0- C&C Dist a:3.00 fl Rep Fac:Yes Max Web CSI: 0.078 Loc.from endwall:Any FTIRT:4(0y4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver.21.02.008.1108.20 Lumber Top chord 2x4 HF#2 got chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Wind 'Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Additional Notes Snow loading based on an unobstructed roof. Complete drainage required. Truss must be installed as shown with lop chord up. ' ''' PROFESS ��h ��GINF � /pZ .((/ 83294PE y OREGON 'A 1Ly 14,2ACP m G *sell Tan'•- Renewal 6/30/2024 11/28/2022 "'WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tmen Components of Ore9en.Inc. • "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Son lee I Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to end follow the latest edition of SCSI(Building Correlna OR orris Component Safety Information,by TPI and SBCA)few safely practices poor to performing these unctions. Installers shall provide temporary (e03)357-2113 bracing per BCSI.Unless noted otherwise.top chord shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceilinngq Locations shown for permanent lateral restraint of webs shall have bracing instlled per BCSI sections B3,B7 or B10, • as applicable. Apply plates to each face o,truss and position as shown above and on 171e Joint Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z or standard plate positions.Refer to lobs General Notes page for additional information. Alpine,a division of ITW Building.Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the .,m. . truss in conformance with ANSI/T PI 1, or for handling, shipping._installllatiion and bracing of trusses. A seal oathis drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional en Ineenng responsibility solely-for the design shown. a suitability and use of is North Building,4th Floor drawing for any structure is the responsibility of the Building-DDesigner per ANSIll.I 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinsl.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304467 EJAC Ply: 1 Job Number: 0722001 Coat:R 7175 JRe/:1XL171750002 T28 FROM:MG Qty: 4 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: J9 ... / ... 11/28/2022 0.25 L .-- 3X5 III1.5X4 A BC if ■ ■ 11111111111111111b- MI F =4X5 III 1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 2.93 -13.76 - 0.266 0.266 1 2x4 HF#2 47.26" Plywd B - C 0.00 -0.12 - - - 1 2x4 HF#2 1.00" Plywd F - E 11.44 -10.70 0.002 0.066 0.068 1 2x4 HF#2 47.25" Dlaph E - D 0.00 -0.00 - - - 1 2x4 HF#2 1.00" Diaph A - F 97.96 -141.68 - 0.077 0.078 1 2x4 HFStand+HFStud 17.55' - A - E 6.09 -0.69 0.002 - 0.002 19 2x4 HFSland+HFStud 43.91" - B - E 104.84 -147.57 - 0.077 0.078 1 2x4 HFStand+HFStud 18.46" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) defiX(L) de6X(T) A 0.00' 42.68' 3X5 0.96 0.71 N 0.00" U999 0.00' U999 0.00" 0.00' B 3.94' 42.76' 1.5X4 0.96 0.63 N 0.00" U999 0.00" L/999 0.00" 0.00" C 4.02' 42.76' 0.00" U999 0.00" U999 0.00" 0.00" D 4.02' 40.93' 0.00" U999 0.00" U999 0.00* 0.00" E 3.94' 40.93' 4X5 0.96 0.88 N 0.00' U999 0.00" U999 0.00" 0.00" F 0.00' 40.93' 1.5X4 0.96 0.86 N 0.00" L/999 0.00" U999 0.00" 0.00- Loads using option:User Modified Load Cases [STD.AUTO.LOAD](OC 24.00][DF 1.15][NM 1] IC&C ASCE WindHLt-+][OC 24.00](DF 1.60]INM 1] _-_-_-_-_-_-_•--_-------_---_- Load Case:1 User Modified:No Load Case:19 User Modified:No Repetitive Factors Used:Yes Repetitive Factors Used:Yes 22 PLF @ 0.0 to 22 @ 4.0[y-45.91( 0%] -63 PLF tt 0.0 to -63 @ 4.0 L[y--42.9][100%] 50 PLF @ 0.0 to 50 @ 4.0[y--45.9][100%] 12 PLF @ 0.0 to 12 @ 4.0(y---45.9][ 0%] 18 PLF @ 0.0 to 18 @ 4.0[y=35.81[ 0%1 8 PLF @ 0.0 to 8 @ 4.0[y=35.8][ 0%] Brg.#1 Vert.R= 177.1#Hor.R= 0.0# ------------------------------------------- Brg.#2 Vert.R= 184.8#Hor.R= -0.0# "WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tree Components of Dragon,Inc. "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shi m installin and bracing..Refer to and follow the latest edition of SCSI(Building Cameliue OR 97113 q g p gg 9. 1503)3574i18 Component Safety Information,np otherwise, er and op chord r hall practices prior to perfst thesse fuh an. Installers llech rd ll hav temporary athe eil Unless ns shown f for te lateral ve ren of attached hd structuralhesheathingadd BC I se shall3,Bar properly .044666,. attachedrigid ceiling.Locationssto each a permanent s restraintshon bov shallan have bracing installed per s noted sections B7 or r t 0, as wings 1613 Z for plates deach face,of truss.Re and positionsG n shown aboveg and on the naili Demati unless noted otherwise. Ffefer to ALPINE drawings 160A-Z for standard plate positons.Refer to job's General Notes page for additional information. Alpine,a division of ITW Build ngComponents Group Inc.shall not tie responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIrl PI 1, or for handling, shipping, installation_and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professionl engineenngg responsibilithy solelylor the design shown.The suitability and use of this North Budding,4th Floor drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building, ILi9,4th For more Information see these web sites:Alpine:alpineifw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AW C:awc.orq SEON:340683/ EJAC Py: 2 Job Number. 0722001 Cast:R 7175 JRet 1XL171750002 747 FROM:MG Oty: 1 Tigard Senior Housing Dm+lo: 332.22.0740.13998 Page 1 of 2 Truss Label: JGR BFR / RTT 11/28/2022 5 } 2 Complete Trusses Required 3'0"14 5.9.9 T1I1"4 3'0'14 ( 27"10 12 0.25 12 03X5 =3B e1.554 IF_ i.AT 1 - 1 =5X5 se3X5 E 11.5344 i 511"4 i 2'9"8 2941 me 5'592 Y 1 "4 Loading Criteria(psf) Wind Criteria Snow Criteria (Pg,Pf In PSF( D4411CSI Criteria •Maximum Reactions(lbis) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc Udelt Li# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(apecifled) Ce:1.0 VERT(LL): 0.011 G 989 380 Loc R+ IR- /Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.019 G 999 240 H 1290 /- /- /- /42 /- BCDL: 9.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.002 A - - E 1558 I- I- l- 151 /- Des Ld: 45.00 EXP.B Kzt:NA HORZ(TL): 0.003 A - - Wind reactions based on MWFRS Mean Height:32.84 ft NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor:2.0 H Brg Wid=5.5 Min Req= 1.5(Truss)Soffit: 2.00 IBC 2018 Max TC CSI: 0.093 E Brg Wid=- Min Req=- BCDL:4.2 psf WI Std: 2014 Max BC CSI: 0.545 Bearing H is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to IJ2 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.511 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FT/RT:4(0)/4(0) Chords Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver.21.02.006.1108.20 A-B 26 -873 Lumber Maximum Bot Chord Forces Per Ply(Ibs) Top chord 2x4 HF#2 Chords Tens.Comp. Bot chord 2x6 HF#2 Webs 2x4:HF Standard+HF Stud: G-F 805 -26 Natlnote Maximum Web Forces Per Ply(lbs) Nail Schedule:0.120"x3",min-nails Webs Tens.Comp. Webs Tens. Camp. Top Chord:1 Row @12.00"o.c. Bot Chord:2 Rows @ 5.00"o.c.(Each Row) A-H 22 -577 G-B 388 -23 Webs :1 Row @ 4"o.c. A-G 1002 -29 B-F 30 -932 Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads -(Lumber Dur.Fac.1.15/Plate Dur.Fac.=1.15) TC:From 72 plf at 0.00 to 72 plf at 5.94 BC:From 9 pit at 0.00 to 9 plf at 5.94 BC: 988 lb Conc.Load at 2.04 BC:1379 lb Conc.Load at 4.11 F-02p PRO -- Wind \�� GtNE SRO Wind loads and reactions based on MWFRS. 0 lG` C,Q 2 End verticals not exposed to wind pressure. 63294PE 9 CC „or- Additional Notes Truss must be installed as shown with top chord up. OREGON 1)4 SLY 14,20°a ice "Sell Tail Rewewel 8r30/2024 I1/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing.. Refer to and follow the latest edition of BCSI(Building Oomellus OR 97113 Component Safety Information,by TPI and SBCA)fOr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing er BCSI.Unless noted otherwise,topchord shall have p dy attached structural sheathingand bottom chord shall have a properly attach rigid ceiling.Locations shown for pemanent lateral restraint of webs shall have bracing instlled per BCSI sections B3,B7 or 10, as app ca61e Apply plates to each face o truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Zior sandard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not.be responsible for any deviation from this drawing,any,failure to build the eemvmwee+' truss in conformance with ANSI/ PI 1, or for handling, shipping,.installation and bracing off trusses. A seal or*his drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional enguneenng responsibility solelytor the design shown. a suitability and use o Res North Building, Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec2. Glenview,orth IL 6.4th For more information see these web sites:Alpine:alpineitw.com;WI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq SEON:340683 EJAC %y: 2 Job Number: 0722001 Cost:R7175 JRef:1XL171750002 T47 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.13998 Page 2 of 2 Truss Label: JGR ... / ... 1/28/2022 0.25 0 -3X5 =3XX5 III 1.5X44 FE H =5X5 --- -3X5 II11.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 25.68 -872.53 0.011 0.082 0.093 1 2x4 HF#2 36.85" Plywd B - C 0.50 -8.93 - 0.062 0.062 1 2x4 HF#2 33.42" Plywd C - 0 0.01 -0.06 - - - 1 2x4 HF#2 1.00" Plywd H - G 5.75 -0.33 - 0.189 0.190 1 2x8 HF#2 33.38" Diaph G - F 804.51 -26.04 0.124 0.421 0.545 1 2x6 HF#2 36.88" Diaph F - E 0.00 -0.00 - - - 1 2x8 HF#2 1.00" Diaph A - H 22.29 576.60 0.014 0.023 0.037 1 2x4 HFStand+HFStud 15.0T - A - G 1002.38 -29.18 0.511 - 0.511 1 2x4 HFStand+HFStud 33.46" - • G - B 396.12 -22.88 0.202 - 0.202 1 2x4 HFStand+HFStud 15.7T - B - F 30.09 -931.80 0.249 - 0.249 1 2x4 HFStand+HFStud 33.78" - C - F 6.52 -50.04 - 0.046 0.046 1 2x4 HFStand+HFStud 16.48' - Joint x y Plate Cq JSI Method defiY(L) deflY(T) defIX(L) de6X(T) A 0.00' 32.64' 3X5 0.96 0.95 N 0.00" U999 0.00" U999 0.00' 0.00" B 3.0T 32.70' 3X5 0.96 0.61 N 0.01' U999 0.03" U999 0.00" 0.00° C 5.85' 32.76' 1.5X4 0.96 0.44 N 0.00" U999 0.00" U999 0.00" 0.00" D 5.94' 32.76' 0.00" U999 0.00" 1)999 0.00° 0.00" E 5.94' 31.01' 0.00" U999 0.00" U999 0.00" 0.00° F 5.85' 31.01' 3X5 0.96 0.94 N 0.00" 11999 0.00° U999 0.00" 0.00" G 2.78' 31.01' 5X5 0.96 0.97 N 0.01" U999 0.03" U999 0.00" 0.00° H 0.00' 31.01' 1.5X4 0.96 0.83 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases ----------- ------- ----- ------------------------ [STD.AUTO.LOAD][OC 24.00](DF 1.15][NM 21 Load Case:1 User Modified:No Repetitive Factors Used:No 22 PLF @ 0.0 to 22 @ 5.9(y=35.9][ 0%1 50 PLF© 0.0 to 50 @ 5.9[y=35.9][100%] 9 PLF @ 0.0 to 9 5.9[y=25.8][ 0%] 987.60 Lbs.@ 2.0,25.8 Angle=270 1378.83 Lbs.@ 4.1,25.8 Angle=270 Brg.#1 Vert.R= 1289.9#Hor.R= 0.0# Brg.#2 Vert.R= 1557.5#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bot468 Trusses require extreme care in fabricating,handlin shipping,installi and brac n Refer to and follow the latest edition of SCSI(Building Comee s OR 97113 77 q q Q et 9� n9. 1 9� (503/35742118 Component e r Safety Information,lsnotedbyotherwise, TPI and SBCA)chordrdoi shallha tnv practicese l attachedto pe .structural these acfuhing an. Installerso shalls shalprovit temporaryprp,pen bracing per BCei.UnlessLocations shown for top lateral restraint fined l have bracing c insp ldd per BC sectionscse shall 3,6 a properly attach ad nod ceiling sto each fa ttpermanentts pottir asrs shownoY abovebov sari have installed s noted otherwise.87 or r to asr wingsab . for t nds d focei o truss and pob'son as alNotes and on dhe nal inDemati unless noted Ifefer to ALPINE drawings 160A-Z for standard plate positions.Refer to lob's General page for additional information. Alpine,a division of ITW B ildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping,.installation and bracing of trusses. A seal on this drawing or cover p8000 155 Harlem Ave listing this drawing indicates acceptance of professionl engineeringresponsibility solelyior the design shown.The suitabili and use o s 155 North Building,e Floor drawing for any structure is the responsibility of the Building-Designr per ANSIITPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304552/ EJAC Ply. 1 Job Number: 0722001 Cast R7175 JRet 1XL171750002 T20 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: 332.22,0740.11529 Page 1 of 2 Truss Label: JGR1 BFR / RTT 11/28/2022 3'0'14 5'8'8 1111'4 3'094 I 27'10 '12 0.25 12 v A3 w IUI.5 4 a CD im i N 1 a _- s- r T w5X5 m4X5 E II k 5.11'4 1 2'9'6 2'9'8 2'9'6 I 5'6'12 4 '1 '4 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) DefllCSI Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct:1.0 CAT:II PP Deflection in loc L/defl LB* Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt 11.0(specified) Ce:1.0 VERT(LL): 0.012 G 999 360 Lao R+ /R- I Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.021 G 999 240 H 751 I- I- 1- /45 Risk Category: /- II BCDL: 9.00 Snow Duration:1.15 HORZ(LL): 0.002 A - - E 797 /- I- - - Des Id: 45.00 EXP.B Kit:NA HORZ(TL): 0.003 A - - Wind reactions based on MWFRS Mean Height:42.84 ft NCBCLL: Building Code: Creep Factor 2.0 H Brg Wid=5.5 Min Req=1.5(Truss) Soffit: 0.00 TCDL:6.0 psf E Brg Wid=- Min Req= - 2.00 IBC 2018 Max TC CSI: 0.155 BCDL:4.2 Bearing H is a rigid surface. Load Duration:1.15 MWFRS Parallel Disc 0 to h/2 TPI Std: 2014 Max BC CSI: 0.451 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.540 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FT/RT:4(0)/4(0) Chords Tens.Comp. GCpi:0.18 Plate Type(s):Wind Duration:1.60 WAVE VIEW Ver..21.02.008.1106.20 A-B 50 -924 Lumber Maximum Bot Chord Forces Per Ply(Ibs) Top chord 2x4 HF#2 Chords Tens.Comp. Bot chord 2x6 HF#2 Webs 2x4:HF Standard+HF Stud: G-F 870 -51 Special Loads ---(Lumber Dur.Fac.=1.15!Plate Dur.Fac.=1.15) Webs Maximum Tens.Comp.Comp Forceseb Perfibs)Webs Tens. Comp. TC:From 72 plf at 0.00 to 72 plf at 5.94 BC:From 9 plf at 0.00 to 9pHat 5.94 A-H 46 -651 B-F 59 -1W9 BC: 533 lb Conc.Load at 2.04,4.04 A-G 1059 -56 Wind Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. 4REO PROFESS C,, 4GINE . 'QZ Ir 83294PE 9 OREGON .13 SLY 14,zo°' 1 QC 4SSefI Tao' Renewal 6/30/2024 11/28/2022 'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tess Components of Oregon,Inc "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.50e46B Trusses require extreme care in fabricating handling.shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR B7113 Component gafety Information,by TPI and SBCA)for safety practices nor to performing these functions. Installers shall provide temporary (503)357-2116 bracing per SCSI.,Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint off webs shall have bracing installed per BCSI sections 83.87 or 1 , as applicaSle. Appl plates to each face o truss and position as shown above and on the Join Details, unless note otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW B ildinq Components Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional engpieenng responsibility solelyTor the design shown.The suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsate.org;AWC:awc.orq Glenview,IL 60025 I SEON:304552 EJAC Ply'. 1 Job Number: 0722001 Gust R7175 JRef:1)071750002 T20 FROM:MG Qty: 1 Tigard Senior Housing DrwNo: 332.22.0740.11529 • Page 2 of 2 Truss Label: JGR1 ... / ... 11/28/2022 II 0.25 0 A3X5 - III1.5X4 3B5 CD ■ • Iii ii ...„11 ■ _ ►= G F E 5X5 =4X5 III2X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 49.54 -924.36 0.012 0.143 0.155 1 2x4 HF#2 36.85' Plywd B - C 1.00 -10.16 - 0.103 0.103 1 2x4 HF#2 33.42" Plywd C - D 0.02 -0.12 - - - 1 2x4 HF#2 1.00" Plywd H - G 7.99 -0.76 0.001 0.180 0.181 1 2x6 HF#2 33.38" Diaph G - F 870.18 -51.36 0.134 0.317 0.451 1 2x6 HF#2 36.88" Diaph F - E 0.00 -0.00 - - - 1 2x6 HF#2 1.00" Diaph A - H 45.55 -651.02 0.018 0.036 0.053 1 2x4 HFSIand+HFStud 15.0T - A - G 1058.73 -56.09 0.540 - 0.540 1 2x4 HFSIand+HFSlud 33.48" - G - B 308.42 -45.76 0.157 - 0.157 1 2x4 HFSIand+HFSlud 15.77' - B - F 59.42 -1008.67 0.270 - 0.270 1 2x4 HFStand+HFStud 33.78" - C - F 15.02 -91.48 - D.037 0.037 1 2x4 HFSIand+HFSlud 16.46" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A 0.00' 42.64' 3X5 0.96 0.88 N 0.00" 1./999 0.00' L1999 0.00" 0.00" B 3.0T 42.70' 3X5 0.96 0.65 N 0.01" L/999 0.03' U999 0.00" 0.00" C 5.85' 42.76' 1.5X4 0.96 0.53 N 0.00' 11999 0.00' U999 0.00" 0.00" D 5.94' 42.76' 0.00" 1/999 0.00' 1/999 0.00" 0.00" E 5.94' 41,01' 0.00' L/999 0.00" L/999 0.00" 0.00" F 5.85' 41.01' 4X5 0.96 0.90 N 0.00" U999 0.00" 1/999 0.00" 0.00" G 2.78' 41.01' 5X5 0.98 0.91 N 0.01" U999 0.03' 1/999 0.00" 0.00" H 0.00' 41.01' 2X4 0.96 0.90 N 0.00" L/999 0.00" U999 0.00" 0,00" Loads using option:User Modified Load Cases --- ------- t.t5]tNM 1] --- ------------------ ---_- ----------- --- - - -OC -- ------------- ---- -- ------- (STD.AUTO.LOAD]Load Case:1 User Modified:No Repetitive Factors Used:No 22 PLF @ 0.0 to 22 @ 5.9 ty-45.91( O%1 50 PLF @ 0.0 to 50 @ 5.9 ty-45.9)(100%] 9 PLF @ 0.0 to 9 @ 5.9(y=35.8]( 0%] 296.28 Lbs.@ 2.0,35.8 Angle=270 296.47 Lbs.@ 4.0,35.8 Angle=270 237.02 Lbs.@ 2.0,35.8 Angle=270 237.18 Lbs.@ 4.0,35.8 Angle=270 Brg.#1 Vert.R= 750.5#Hor.R= -0.0# Brg.#2 Vert.R= 797.4#Hor.R= 0.0# "WARNING"` READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Cory:mats of Oregon.Inc. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.D.Box 48B Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of CSI(Buildin Censllus OR 97113 Component Safety Information,by TPI and SBCA)Tor safely practicesprior to performing these functions. Installers shall provide temporaryg (503)357-2118 bracinger BCSI.Unless noted otherwise,topchord shall have properly attached structural sheathingand bottomchord,shal hav a ro efl attached ceiling.Locations shown for pemanent lateral restraint of webs shall have bracinginste,Iled per BCSI sectons p3,Ba7 6rr Bp10,y as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin4Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/l PI 1, or for handling,dshipping,.installation and bracing o?trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professio l en Ineering responsibility solegly-topr the design shown.The suitability and use of this North Building,4th Floor drawing for any strcture is the responsibility of the Building-DDesigner per ANSI/TPI 1 Sec.2. ng• For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:304802/ FLAT Ply: 1 Job Number: 0722001 Cust:R7175 JRef 1XL171750002 7104. FROM:MG Oty: 22 Tigard Senior Housing DmrNo: 332.22.0740.10705 Page 1 of 2 Truss Label: BP BFR / RTT 11/28/2022 5X4 A 3X5 B 1.-I I II wi fVt M inummis r, =4X5 III1.5X4 I-1'81-{ 18"7 H 1'8'7 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pf In PSF) DefllCSI Criteria ♦Maximum Reactions(Ibs),or'=PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in lac Udefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Cc: - VERT(LL): 0.001 B 999 360 Loc R+ /R- /Rh /Rw !U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.001 B 999 240 C• - /- /- /40 /- /- BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.007 A - - Wind reactions based on MWFRS EXP:8 KM:NA HO 0.007 A - - C B Wid=20.4 Min Des Ld: 45.00 Mean Height:32.78 ft RZ(TL). Req NCBCLL:0.00 Building Code: Creep Factor:2.0 Bearing ID is a rigid surface. TCDL:4.2 psf IBC 2018 Max TC CSI: 0.012 Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Maximum Top Chord Forces Per Ply(Ibs) Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.010 Chords Tens.Comp. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.272 Loc.from endwall:NA FT/RT:4(01/4(0) A-B 526 -527 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver.21.02.008.1108.20 Maximum Bot Chord Forces Per Ply(lbs) Lumber Chords Tens.Comp. Top chord 2x4 HF#2 D-C 527 -526 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(lbs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 419 -456 B-C 509 -546 528#( 310.00 plf)along lop chord,from either D-B 743 -743 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 528 310.00 TC 0.00 1.70 528 310.00 BC 0.00 1.70 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred between successive panels. The vertical connection QED Pep S required at each end is equal to the drag load in PLF S limes the truss height in feet. `Gp aG I Ni F� /O Truss must be installed as shown with top chord up. ��O E3294PE 9 ..r� OREGON 4 .z,Lv tor.zn°� 0 SeII Tang Renewal 6/30/2024 11/28/2022 "WARNING'• READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Truss Comparontsol Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.D.Box483 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)rqr safety practices poor to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted o herwise,top chord shall Rave properly attached structural sheathing and bottom chord shall have a prope y attached rigid ceiling.Locations shown for germanen lateral restraint of webs shall have bracing installed per BCSI sections 83,87 or 810, as applicaale. Apply plates to each face o1 truss and position as shown above and on the Joint Details, unless noted otherwise. FZefer to ALPINE drawings 160A-Z for standard plate positions.Refer tomb's General Notes page for additional information. Alpine,a division of ITW Buildin omponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the el MY[MOM truss in conformance with ANSIJT 11, or for handling, shipping installation and bracing of trusses. A seal on this drawinpgg or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional enaineenng responsibility solelylor the design shown.The suitability and use bf this drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Flom - For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304802 FLAT Ply: 1 Job Number:0722001 Gust R 7175 JRaf:I XL171750002 T104 FROM:MG Oty: 22 Tigard Senior Housing GreNo: Page 2 of 2 Imes Label: BP ... / ... 11128/2022 1.5X4 A =3X5 g ■ I FA ■ 1 :1■1 pir =4X5 III1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 525.78 526.68 - 0.012 0012 2 2x4 HF#2 20.44" Plywd D - C 528.71 -525.75 - 0.010 D.010 1 2x4 HF#2 20.44" Diaph A - D 418.68 -456.12 0.004 0.007 0.011 2 2x4 HFStand+HFStud 17.00" - D - B 742.89 -742.79 0.272 - 0.272 1 2x4 HFStand+HFStud 19.44" -- B - C 509.01 -546.45 0.186 0.004 0.190 2 2x4 HFStand+HFStud 17.00" - Joint x y Plate Cq JSI Method de6Y(L) deflY(T) detX(L) defIX(T) A 0.00' 32.64' 1.5X4 0.96 0.29 N 0.00" L/999 0.00" L/999 0.00" 0.00" B 1.70' 32.64' 3X5 0.96 0.71 N 0.00" 11999 0.00" U999 0.00" 0.00" C 1.70' 30.93' 1.5X4 0.96 0.76 N 0.00" L/999 0.00" U999 0.00" 0.00" D 0.00' 30.93' 4X5 0.96 0.76 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases -------------- --_--- ------ ----------- ___________________ [Dragstrut L-R][OC 24.00][DF 1.60][NM 1] (Dragstrut R-L](OC 24.00][DF 1.60)[NM 1] -- --- Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.7 L(y=32.7][700%] -310 PLF @ 0.0 to-310 @ 1.7 L[y=32.7[[100%] 22 PLF @ 0.0 to 22 @ 1.7(y=35.8)1 0%) 22 PLF @ 0.0 to 22 @ 1.7[y=35.811 0%] -310 PLF @ 0.0 to-310 @ 1.7 L(y=30.8][100%] 310 PLF @ 0.0 t0 310 @ 1.7 L(y=30.8][100%] 18 PLF @ 0.0 to 18 @ 1.7[y=25.8]( 0%] 18 PLF @ 0.0 to 18 @ 1.7(y=25.8][ 0%] 310 PLF @ 0.0 to 310 @ 0.0[y=31.1][100%] -310 PLF @ 0.0 to-310 @ 0.0[y=31.1][100%] -310 PLF @ 1.7 to-310 @ 1.7[y=31.1](100%] 310 PLF @ 1.7 t0 310 @ 1.7(y=31.1](100%] Brg.#1 Vert.R= 68.1#Hor.R= -0.040 Brg.#1 Vert.R= 68.1#Hor.R= 0.0# "WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc, "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0,Box 468 Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 57113 Component Safety Information,by TPI and SBCA) safely practices prior to performing thesefunctions. Installers sh9lI�pfpvide temporary (503)3574116 bracing per BCSI.Unless noted otherwise,top chr sall have propery attached structural sheathing and bottom hord shall have a prgpeftr y attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or 810, as applicable. Appl plates to each lace of truss and position as shown above and on the JdnfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the - truss In conformance with ANSIII PI 1, or for handling,dshipping.,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional enggine nng responsibility solely'tor the design shown.The suitability and use of this North Budding,drawing for any sfructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. g,4th Floor For more information see these web sites:Alpine:alpineitw,Com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AW C:awc.org Glenview,IL 60025 SEON:3048001 FLAT Ply: 1 Job Number: 0722001 Cost:R7175 JRsf:1XL171750002 T92 FROM:MG Oty: 252 Tigard Senior Housing OIWNO: 332.22.0740.11888 Page 1 of2 Truss Label: BP1 BFR / RTT 11128/2022 IIIA .-3X5B 1■�—1 EV l.i L '- a, =4X5 III1.5X4 I---1'10'6 I I—_ 1 10"6 '1 1'10'6 Loading Criteria(psf) Wind Criteria Snow Criteria (Pg.Pf in PSF) DeftICS1 Criteria A Masknunr Pheestierte S),or'.PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in be tUdefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt 11.0(specified) Ce: - VERT(LL): 0.001 B 999 360 Loc R. /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.001 B 999 240 C. - /- /- /40 /- /- • BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.008 A - - Wind reactions based on MWFRS Des Ld: 45.00 F-XP.8 Kzt:NA HORZ(TL): 0.008 A - - C Brg Wid=22.4 Min Reg=- Mean Heigh:42.78 ft BuildingCode: Creep Factor.2.0 Bearing D is a rigid surface. • NCBCLL:0.00 TCDL:6.0 psf Soffit: 2.00 18C 2018 Max TC CSI: 0.015 Members not listed have forces less than 375# BCDL:4.2 psf Maximum Top Chord Forces Per Ply(Ibs) Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.012 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.285 Chords Tens.Comp. Loc.from endwall:NA FT/RT:4(0)/4(0)- A-B 576 -577 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver:21.02.008.1108.20 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord 2x4 HF#2 D-C 577 -576 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 417 -458 B-C 507 -548 578#( 310.00 pH)along top chord,from either D-B 779 -779 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 578 310.00 TC 0.00 1.86 578 310.00 BC 0.00 1.86 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred O PROF between successive panels. The vertical connection FLE F required at each end is equal to the drag load in PLF A. 'SSA times the truss height in feet. 0-. ��G)N e�� OZ Truss must be installed as shown with top chord up. ✓L 83294PE 9 CC o,„„+ ..r� OREGON 3 "ULy 14,2oam C �' el$Tao'�� Renewal 6130/2024 I1/28/2022 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues components of Oregon,Inc. 'IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fbi safety practices prior to performing these functions. Installers shall provide temporary 15031357-2118 bracing per SCSI.Unless noted olherwise,top chord shall have roper)y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections B3,B7 or B10, as applicable. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to Job's General Notes page for additional information Alpine,a division of ITN Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSUTPI 1, or for handling, shipping installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional engtneenng responsibility solely-for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/T North Building,1 Sec.2. 4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304800 FLAT Ply: 1 Job Number: 0722001 Cunt:R7175 JRef:1XL171750002 T92 FROM:MG Qty: 252 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: BPI I ... 11/28/2022 5X4 A -3X5 g A I iiim ■ 1% I 1� ••m ■1 I C =4X5 1111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 575.54 -576.71 - 0.014 0.015 1 2x4 HF#2 22.38" Plywd D - C 576.75 -575.50 - 0.012 0.012 2 2x4 HF#2 22.38" Diaph A - D 416.97 457.96 0.005 0.007 0.012 2 2x4 HFStand+HFStud 17.00" - D - B 778.76 -778.85 0285 - 0.285 1 2x4 HFStand+HFStud 20.35" - B - C 507.32 -548.31 0.186 0.003 0.189 2 2x4 HFStand+HFStud 17.00" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A 0.01' 42.64' 1.5X4 0.96 0.30 N 0.00" L/999 0.00" U999 0.00" 0.00' B 1.8T 42.64' 3X5 0.96 0.75 N 0.00" L/999 0.00" U999 0.00" 0.00" C 1.87" 40.93' 1.5X4 0.96 0.76 N 0.00" U999 0.00" 11999 0.00" 0.00" D 0.01' 40.93' 4X5 0.96 0.76 N 0.00" L/999 0.00" U999 0.00" 0.00" Loads using option:_User Modified Load Cases -= ------ -------- ------------- ------__-_-_-_-__-_-_-__-_-_ ___-_-;� [Dragstrut L-R][OC 24.00][DF 1.60][NM 1] [Dragslrut R-L][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.9 L[y=42.7][100%] -310 PLF 0 0.0 to-310 @ 1.9 L[y=42.7][100%] 22 PLF @ 0.0 to 22 @ 1.9[y--45.8]( 0%] 22 PLF @ 0.0 to 22 Q 1.9[y=45.8)[ 0%1 -310 PLF @ 0.0 to-310 @ 1.9 L[y--40.8][100%] 310 PLF f 0.0 to 310 @ 1.9 L[y 40.8][100%] 18 PLF @ 0.0 to 18 @ 1.9[y=35.B][ 0%] 18 PLF @ 0.0 to 18 @ 1.9(y=35.8][ 0%] 310 PLF @ 0.0 to 310 @ 0.0[y=441.1((100%] -310 PLF @ 0.0 to-310(d 0.0[y--41.1][100%] -310 PLF @ 1.9 to-310 @ 1.9[y=41.1][100%] 310 PLF r_- 1.9 to 310 @ 1.9[y=41.11[100%1 Brg.#1 Vert.R= 74.6#Hor.R= -0.0# Brg.#1 Verl.R= 74.6#Hor.R= 0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tea Component or Oregon,Inc. "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box968 Trusses reuire extreme care in fabricatin .handlin shipping,installing,and bracing.. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 ComponentSafely Information,by TPI andSBCA)for safety practices pnor to performing these functions. Installers shall provide temporary (503)357.2118 bracing per SCSI.Unless noted otherwise,top chord shall have ropedY attached structural sheathing and bottom chord,shall ha a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sectons 3,B7 or B10, as applicable. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z'for sandard plate positions.Refer to fob's General Notes page for additional information. Alpine,a division of ITW BuildingComponents Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI1 PI 1, or for handling, shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing'indicates acceptance of professional en ineenngg responsibility solelylor the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building'Designer per ANSUTPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineilw.com;TPI:1pinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:304804/ FLAT Ply: 1 Job Number. 0722001 Cuat:R 7175 JRef:1 XL171750002 193 FROM:MG Oty: 11 Tigard Senior Housing DrwNo: 332.22.0740.11952 Page 1 of 2 Truss Label: BP2 BFR / RTT 11/28/2022 III 1A.SX4 --3X5 B hi =4X5 1111.5X4 1-.----1'8'10— 1'8'10 1'8'10 Loading Criteria(psq Wind Criteria Snow Criteria (Pg,Pf in PSF) DNVC$I Criteria •Maximum Reactions(Ibs),or•.PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct - CAT: - PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf.11.0(specfied) Ce: - VERT(LL): 0.001 B 999 3B0 Loc R+ 1 R- /Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.001 B 999 240 c' - /- /- /40 I- 1- BCDL: 9.00 Risk Category:ll Snow Duration: - HORZ(LL): 0.007 A - - Wind reactions based on MWFRS Des Ld: 45.00 EXP.B Kzt:NA HORZ(TL): 0.008 A - - C Brg Wid=20.6 Min Req=- Mcan Height: ps 32.78 R Building Code: Creep Factor:2.0 Bearing D is a rigid surface. Soffit: 2.0.00 BTCDL:6.02 psf IBC 2018 Max TC CSI: 0.013 Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 paf Maximum Top Chord Forces Per Ply(Ibs) Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.011 Chords Tens.Comp. Spacing:24.0" CSC Dist a:3.00 R Rep Fac:No Max Web CSI: 0.273 Loc.from endwall:NA FT/RT:4(0)/4(0) A-B 531 -531 GCpi:0.18 Plate Type(s): • Wind Duration:0.00 WAVE VIEW Ver:21.02.008.1108.20 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord 2x4 HF#2 D-C 531 -531 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 419 -456 B-C 509 -547 533#( 310.00 pH)along top chord,from either D-B 746 -746 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 533 310.00 TC 0.00 1.72 533 310.00 BC 0.00 1.72 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load staled. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred PPRO between successive panels. The vertical connection CE p (G required at each end is equal to the drag load in PLF N. G 1 N F SZO times the truss height in feet. r1 F Truss must be installed as shown with top chord up. �1y� 83294PE 9 .r� OREGON 5 '"O 14.264 4 co- � *sell Tao Renewal 6/90/2024 11/28/2022 "'WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truce Components of Oregon,Inn 'IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box488 Trusses require extreme care in fabricating,banana,shipping,installing and bracing.. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 componentSafety Information,by TPI an SBCA)f safety practices prior to;oerforrning these functions. Installers shall provide temporary (503)357-2118 bracing pour BCSI.Unless noted otherwise,top chord shall have prpperly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing jnstailed per BCSI sections 193,B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the .YrIW rae.NY truss in conformance with ANSIn PI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page 155 Ave listing this drawing,indicates acceptance.of professional enp�ineenng responsibility solely for the design shown.The suitability and use of this North Harlem4th Floor drawing for any strcture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Building, - For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 Ball:304804 FLAT Ply. 1 Job Number: 0722001 Cost:87175 JRef:1XL171750002 T93 FROM:MG aly. 11 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: BP2 ... I ... 11/28f2022 II 15X4 A =3X5 g ■ 1111.11111111ril 1' ■ =I 1 ■►A ■ ., c =4X5 III 1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 530.54 -531.46 - 0.012 0.013 2 2x4 HF#2 20.63" Plywd D - C 531.50 -530.51 - 0.010 0.011 1 2x4 HF#2 20.63" Diaph A - D 418.52 -456.29 0.004 0.007 D.011 2 2x4 HFStand+HFStud 17.00" - ', D - B 746.07 -746.17 0273 - 0.273 1 2x4 HFStand+HFStud 19.53" - • B - C 508.85 -546.63 0.186 0.004 0.190 2 2x4 HFStand+HFStud 17.00" - Joint x y Plate Cq JSI Method deflY(L) deflY(T] deflY(L) defIX(T) A 0.01' 32.64' 1.5X4 0.96 0.29 N 0.00" L/999 0.00" U999 0.00" 0.00" B 1.72' 32.64' 3X5 0.96 0.71 N 0.00" U999 0.00" U999 0.00" 0.00" C 1.72' 30.93' 1.5X4 0.96 0.76 N D.00' U999 0.00" U999 0.00" 0.00" D 0.01' 30.93' 4X5 0.96 0.76 N 0.00" L/999 0.o0" U999 0.00" 0.00" Loads using option:User Modified Load Cases `---_-------------_------.-._-_-_-_-_-_-_-_ [Dragstrut L-R][OC 24.00][DF 1.60][NM 1] [Dragstrut R-L][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.7 L[y=32.71[100%1 -310 PLF @ 0.0 to-310 @ 1.7 L[y=32.7][100%] 22 PLF @ 0.0 to 22 @ 1.7[y=35.8][ 0%) 22 PLF @ 0.0 to 22 @ 1.7[y=35.8]( 0%] -310 PLF @ 0.0 to-310 @ 1.7 L(y=30.81[100%1 310 PLF @ 0.0 to 310 @ 1.7 L[y=30.811100%1 18 PLF @ 0.0 to 18 @ 1.7[y=25.8)j 0%] 18 PLF @ 0.0 to 18 @ 1.7[y=25.8]( 0%] 310 PLF @ 0.0 to 310 @ 0.0[y=31.11[100%1 -310 PLF @ 0.0 to-310 @ 0.0[y=31.1][100%] -310 PLF T 1.7 to-310 @ 1.7[y=31.11000%] 310 PLF @ 1.7 to 310 @ 1.7[y=31.11[100%] Brg.#1 Vert.R= 68.8#Hor.R= -0.0# Brg.#1 Vert.R= 68.7#Hor.R= 0.0# "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! TM"dornpan=vu 01or09011,ins. "IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handlinq ship mg,installing and bracing. Refer to nd follow the latest edition of BCSI(Building �=iius OR 57113 Component Safety Information,by TPI and SBCA ipr safe practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracingper BCSI.Unless noted otherwise,top chord shall have proper attached structural sheathig and bottom chord shall have a propery attachd rigid ceiling.Locations shown for ermanent lateral restraint ofwebs shall have bracing installed per BCSI sections 53,B7 or B10, as applicable. App plates to each face ortruss and position as shown above and on the JointDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building.1Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSVTP! 1, or for handling. shipping,.instalaion and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional en meeng responsibility solely Tor the design shown.The suitability and use of this North Building,alb Floor drawing for any strcture is the responsibility of the Building'Designer per ANSITTPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Icrsafe.org;AWC;awc.org Glenview,IL 60025 SEQN:304806/ FLAT Ply: 1 Job Number. 0722001 Cost R7175 JRet1%L171750002 T94 • FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.11373 Page 1 of 2 Truss Label: BP3 BFR I RTT 11/28/2022 I111.5X4 A =3X5 B • ■ M , il 1 Ii 111 I. — ���■1 a, 1113X5 1111.5X4 E--1'7"10—I 1'7"10 f 1710 Loading Criteria(par) Wind Criteria Snow CriNria (Pg,Pf in PSF) Deft/CSI Criteria •Maximum Reactions(Ibs),or'=PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in hoc L/defl tJ# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt 11.0(specified) Ce: - VERT(LL): 0.001 B 999 360 Loc R+ /R- I Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.001 B 999 240 C• - /- /- /40 /- /- BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.007 A - - Wind reactions based on MWFRS Des Ld: 45.00 EXP.B Kzt:NA HORZ(TL): 0.007 A - - C Brg Wid=19.6 Min Req=- Me Height:32.78 ft BuildingCode: Creep Factor.2.0 Bearing D is a rigid surface. NCBCLL:0.00 TCDL:4.2 psi Soffit: 2. IBC 2018 Max TC CSI: 0.011 Members not listed have forces less than 375# Load Durationn:: BCDL:4.2 psf 1.15 MWFRS Parallel Dist:0 to hl2 WI Std: 2014 Max BC CSI: 0.009 Maximum Top Chord Forces Per Ply(Ibs) Spacing:24.0' C&C Dist a:3.00 ft Rep Far:No Max Web CSI: 0.267 Chords Tens.Comp. Loc.from endwall:NA FT/RT:4(0)/4(0) A-B 505 -506 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver:21.02.00B.1108.20 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord 2x4 HF#2 D-C 506 -505 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 419 -455 B-C 510 -546 507#( 310.00 plf)along top chord,from either D-B 728 -728 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(*) (PLF) Mbr Start End Case 1: 507 310.00 TC 0.00 1.64 507 310.00 BC 0.00 1.64 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred p PRO between successive panels. The vertical connection 4' FF`SiS required at each end is equal to the drag load in PLF co G 1 N E- /O C.\ times the truss height in feet. F Truss must be installed as shown with top chord up. 4// 63294PE y Cr OREGON p vt, 14.20e4._ 46.aeII Tan Renewal 6/30/2024 ur28/2022 '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! MISS Components of Oregon,on. ••IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Camerue OR 97113 Component 5gfety Information,by TPI and SBCA)Nor safety practices prior to performing these functions. Installers shall provide temporary (503)357-21 1e bracing per BCSI Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceili ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections$3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z'for standard plate positions.Refer to Job's General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the .xmucewxv truss in conformance with ANSI/TPI 1, or for handling, shipping„installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional enalne ring responsibility sole@lyfor the design shown.The suitability and use of this North Building,4M Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEON:304806 FLAT Ply: 1 Job Number: 0722001 Cast:R7175 JRe1:1XL171750002 794 FROM:MG Oty: 1 Tigard Senior Housing DnvNo: Page 2 of 2 Truss Label: 8P3 ... 1 ... 11/28/2022 III 15X4 A =3X5 g ■ ■ WA 1% ■ 1113X5 III1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - 8 504.81 -505.60 - 0.011 0.011 2 2x4 HF#2 19.62' Plywd D - C 505.63 -504.77 - 0.009 0.009 1 2x4 HF#2 19.62' Dlaph A - D 419.39 -455.33 0.004 0.006 0.011 2 2x4 HFStand+HFStud 17.00' - D - B 727.96 -728.06 0.267 - 0.267 1 2x4 HFStand+HFStud 19.09" - B - C 509.72 -545.66 0.187 0.004 0.190 2 2x4 HFStand+HFStud 17.00' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deNC(L) deflX(T) A 0.01' 32.64' 1.5X4 0.96 0.29 N 0.00" U999 0.00" U999 0.00" 0.00' B 1.64' 32.64' 3X5 0.96 0.69 N 0.00" U999 0.00" U999 0.00" 0.00" C 1.64' 30.93' 1.5X4 0.96 0.77 N 0.00" L/999 0.00" U999 0.00" 0.00" D 0.01' 30.93' 3X5 0.96 0.94 N 0.00" U999 0.00" U999 0.00' 0.00' Loads using option:User Modified Load Cases ------ -_-_- ---- _----- -------[Dragstrut L-R][OC 24.00][OF 1.60](NM 1] [Dragstrut R-L][OC 24.00](DF 1.60][NM 1J _ _-_-^-_-_ _-- ----_- ----- Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.6 L(y=32.71[100%J -310 PLF @ 0.0 to-310 @ 1.6 L[y=32.7][100%] 22 PLF @ 0.0 to 22 @ 1.6[y=35.811 0%] 22 PLF @ 0.0 to 22 @ 1.6[y=35.8][ 0%j -310 PLF @ 0.0 to-310 @ 1.6 L[y=30.8)1100%1 310 PLF @ 0.0 to 310 @ 1.6 L[y=30.8][100%] 18 PLF @ 0.0 to 18 @ 1.6[y=25.8][ 0%] 18 PLF @ 0.0 to 18 @ 1.6[y=25.8j[ 0%j 310 PLF @ 0.0 to 310 @ 0.0[y=31.1][100%] -310 PLF @ 0.0 to-310 @ 0.0[y=31.1][100%] -310 PLF @ 1.6 to-310 - 1.6[y=31.1J[100%J 310 PLF @ 1.6 to 310 @ 1.6[y=31.1][100%) Brg.#1 Vert.R= 65.4#Hor.R= -0.0# Brg.#1 Vert.R= 65.4#Hor.R= -0.04 ""WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc. **IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fa sating h odlinq shipping,installing,and bracing. Refer to and follow the latest edition of SCSI(Buildin Cornelius OR 97113 Component 5gfety Information,by TPI and SBCA)for safety pactices prior to perforfning these functions. Installers shall provide temporary (503)357-2118 bracing er BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a props y attached ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,B7 or B10, as applicable. AppTy plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Refer to ALPINE drawings 16A-Z for-standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping installation and bracing of trusses. A seal orithis drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engqi�ineenngg responsibility solely-for the design shown.The suitability and use is North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:304808/ FLAT Ply. 1 Job Number: 0722001 Cost:R 7175 JRet:1XL171750002 795 FROM:MG ON: 1 Tigard Senior Housing OrwNo: 332.22.0740.11188 Page 1 of Truss Label: BP4 BFR / RTT 11/213/2022 111 .SX4 A =3X5 B T N II - - imac_ ; 1113X5 I111.5X4 I—1'1.14 1'1'14 ' 1'1'14 taading Criteria(pat) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria •Matamtinl Reactions Ps) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in loc L/defl L/# Gravity Nan-Gravity TCDL: 11.00 Speed: 96 mph Pt 11.0(specified) Ce: - VERT(LL): 0.001 B 999 360'Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.001 B 999 240 C - /- /- /46 /- /- BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.007 A - - Wind reactions based on MWFRS EXP:B Kzt:NA HORZ(TL): 0.007 A - - C Br Wid=13.9 Min1.5(Truss) Ld: 45.00 ): 9 = ( ) NCBCLL:0.00 Mean Height:32.78 ft Building Code: Creep Factor.2.0 Bearing D is a rigid surface. TCDL:4.2 psf Soffit: IBC 2018 Max TC CSI: 0.006 Members not listed have forces less than 375# LoaddDurati on: on: BCDL:4.2 psf 1.15 MWFRS Parallel Dist:0 to hl2 WI Std: 2014 Max BC CSI: 0.005 Maximum Web Forces Per Ply(Ibs)Webs Tens.Comp. Webs Tens. Comp. Spacing:24.0" C6C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.232 Loc.from endwail:NA FT/RT:4(0y4(0) A-D 424 -449 8-C 514 -540 GCpi:0.18 Plate Type(s): D-B 633 -633 Wind Duration:0.00 WAVE VIEW Ver:21.02.00B.1108.20 • Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Loading Truss transfers a maximum horizontal load of 358#( 310.00 pit)along top chord,from either direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 358 310.00 TC 0.00 1.16 358 310.00 BC 0.00 1.16 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load staled. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred Ep PROF between successive panels. The vertical connection R F required al each end is equal to the drag load in PLF �'��' G 1 N F SS,O times the truss height in feet, F Truss must be installed as shown with top chord up. 83294PE IP 9 OREGON 1s c ` �2Ly 14,20 4io *a ell Tan• Renewal 6/3012024 11/28/2022 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Componemra Oregon.Inc, "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Saafety Information,by TPI and SBCA)few safety practices nor to performing these functions. Installers shall provide temporary (503)357-2n6 bracing per BCSI.Unless noted otherwise,top chord shall Rave properly attached structural sheathin and bottom_chord shall ha a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCl sections 3,B7 or B1� as applicable. Appl plates to each face on truss and position as shown above and on the JointDetails, unless noted otherwise. Refer to A LPI N E drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance With ANSI/JP! 1, or for handling, shipping.,installs ion and bracing o trusses. A seal on this dra ing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional enaalneeng responsibility solely for the design shown.The suitability and use o this North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSIITPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:304808 FLAT Ply: 1 Job Number. 0722001 Cat R 7175 JRee I XLI71750002 T95 • FROM:MG Qty: 1 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: BPI ... ! ... 11/2812022 I 4 II A5X -3X5 g 1113X5 III1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 356.61 -356.87 - 0.005 0.006 2 2x4 HE#2 13.87" Plywd D - C 356.91 -356.58 - 0.005 0.005 1 2x4 HF#2 13.8T Dlaph A - D 424.06 -449.45 0.004 0.006 0.010 2 2x4 HFStand+HFStud 17.00' - D - 8 633.37 -633.50 0.232 - 0.232 1 2x4 HFStand+HFStud 17.32" - B - C 514.30 -539.69 0.188 0.004 0.193 2 2x4 HFStand+HFStud 17.00' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflY(L) defX(T) A 0.01' 32.64' 1.5X4 0.96 0.26 N 0.00" L/999 0.00- U999 0.00" 0.00" B 1.16' 32.64' 3X5 0.96 0.59 N 0.00" U999 0.00" U999 0.00" 0.00" C 1.16' 30.93' 1.5X4 0.96 0.78 N 0.00- U999 0.00' U999 0.00" 0.00" D 0.01' 30.93' 3X6 0.96 0.63 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases -------- _____ - [Dragstrut L-R][OC 24 00][DF 1.601[NM 1] [Dragstmt R-L][OC 24.00][DF 1.60][NM 11 ---- ---- -------------- ------- Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.2 L[y=32.71[100%1 -310 PLF @ 0.0 to-310 @ 1.2 L[y=32.711100%) 22 PLF @ 0.0 to 22 @ 1.2[y=35.81[ 094 22 PLF @ 0.0 to 22 @ 1.2[y=35.8][ 0%] -310 PLF @ 0.0 to-310 @ 1.2 L[y=30.811100%1 310 PLF @ 0.0 to 310 @ 1.2 L[y=30.8][100%] 18 PLF @ 0.0 to 18 @ 1.2[y=25.8][ 0%] 18 PLF @ 0.0 to 18 @ 1.2 6=25.8][ 0%] 310 PLF @ 0.0 to 310@ 0.0[y=31.11[100%] -310 PLF @ 0.0o310@ 0.0[y=31.11[100%] -310 PLF @ 1.2 to-310 @ 1.2[y=31.1][100%] 310 PLF @ 1.2 to 310 @ 1.2[y1.1][100%] Brg.#1 Vert.R= 46.2#Hor.R= -0.01f Brg.#1 Vert.R= 46.2#Hor.R= 0.00 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,eta 'IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa 488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of SCSI(Building Canwlius OR 97113 Component Safety Information,byTPI and SBCA)fa safety pactices prior to performing these functions. Installers shall provide tempos (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have props attached structural sheathingand bottom chords l ha a y attached rigid ceilin Locations sown for permanent lateral restraint oor webs shall have bracing jnst lied per SCSI sections B3,�e7 or 1 , as applicable Apply plates to each face of truss and position as shown above and on the Joinf D" etails, unless noted otherwis . Refer to ALPINE drawings 160A-Z fo standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Building.Components Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the .. russ in conformance with ANSI/l PI 1, or for handling, shipping,_installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional en ineerng responsibility solely-or the design shown.The suitability and use of this 155 ew drawing for any strcture is the responsibility of the Building-DDesigner per ANSVTPI 1 Sec.2. Building,4th Floor Frjr more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 80025 SEON:304810/ FLAT Ply: 1 Job Number: 0722001 Cost:R7175 JRet1XL171750002 797 FROM:MG City: 1 Tigard Senior Housing DrwNo: 332.22.0740.11376 Page 1 of 2 Truss Label: BP5 BFR I RTT 11/28/2022 I111.5X4 A --3X5 g Ni , , 9. f III3X5 1111.5X4 if 1'2'2—.-{ 1'2'2 1'2'2 Loadbp Criteria(pat) Wind Criteria Snow Criteria (Pg,Ff in PSF) DeffC$t Criteria •Maximum Reactions(Ibs) Tom; 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in loc Udefl U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specifed) Ce: - VERT(LL): 0.001 8 999 360 Loc R+ I R- /Rh I Rw !U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.001 B 999 240 C - /- /- /47 /- /- Risk Category:II BCOL: 9.00 Snow Duration: - HORZ(LL): 0.007 A - - Wind reactions based on MWFRS EXP:8 Kzt:NA HORZ(TL): 0.007 A - - C Brg W id=14.1 Min Req= 1.5(Truss) Des Ld: 45.00 Mean Height:32.78 fl BearingD is rigid surface. NCBCLL:0.00 Building Code: Creep Factor:2.0 a TCDL:4.2 psf Soffit: 2.0 MWEBCD 4.2 psf IBC 2018 Max TC CSI: 0.006 Members not listed have forces less than 375# Load Duration:1.15 WFRS Parallel Dist:0 to h/2 WI Std: 2014 Max BC CSI: 0.005 Maximum Web Forces Per Ply(lbs) Webs Tens.Comp. Webs Tens. Comp. Spacing:24.0" CRC Dist a:3.00 fl Rep Fac:No Max Web CSI: 0.233 Loc.from endwall:NA FTIRT:4(0y4(0) A-D 424 -450 B-C 514 -540 GCpi:0.18 Plate Type(s): D-B 637 .637 Wind Duration:0.00 WAVE VIEW Ver:21.02.006.1108.20 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: li Loading Truss transfers a maximum horizontal load of 365#( 310.00 pH)along top chord,from either direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 365 310.00 TC 0.00 1.18 365 310.00 BC 0.00 1.18 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against budding. The overturning force at each end must be transferred k t-)PROF-, between successive panels. The vertical connection 'c ' SS required at each end is equal to the drag load in PLF � ��G 1 NIk- �O times the truss height in feet. C.2 Q Truss must be installed as shown with top chord up. L4 83294PE 9 OREGON 4 �L7 14,2pO� �2 Ssell Tar Renewal 6/30/2024 I1/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truescompaienb of Oregon,inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box469 Trusses require extreme care in fa ricatin handling,shipping,installn and bracing. Refer to and follow the latest edition of BCSI Buildin Comas OR 97113 p , A� pP practicesn 9i 7 rmi ( (503)357-2116 Component Safety Information,noted by TPI and top chord 4,safely h e properly attached d structuralperforming these sheatfuncthing an. Installers llechord,s provide tempos bracing per id eilig.UnlessLocations shown for ter aner lateral a re traint 0 aebs shall l ebracingc insta adder BCSI sect shall 3, a orp B10pe y attachedrigid ceiling to each facea f truss permanent positionrestraint off above shall have installed per snoted otherwise.the 3,�elfr o as a ings 160A-Z forort'plates each ofs.Refer and s as shown lNotes abpag and on theJoint Details, unless Refer to ALPINE* drawings standard plate positions. to lob's General page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the eernecseame truss in conformance with ANSI/TPI 1, or(or handling, shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional en lneern responsibility solelvlor the Design shown.The suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building uesign€r per ANSI/TPI 1 Sac.2, For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 i SEON:304810 FLAT Ply: 1 Job Number: 0722001 Oust:R 7175 JRef:1XL171750002 T97 FROM:MG Oy: 1 Tigard Senior Housing DtwNo: • Page 2 of 2 Trues Label: BPS ... / ... 11/28/2022 •III A5X - 3X5 g / _ m = _C III3X5 1111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 363.06 -363.34 - 0.005 0.006 2 2x4 HF#2 14.12" Plywd D - C 363.38 -363.03 - 0.005 0.005 1 2x4 HF#2 14.12' Diaph A - D 423.87 -449.72 0.004 0.006 0.010 2 2x4 HFStand+HFStud 17.00' - 0 - B 637.10 -637.22 0.233 - 0.233 1 2x4 HFStand+HFStud 17.37" - B - C 514.12 -539.97 0.188 0.004 0.193 2 2x4 HFStand+HFStud 17.00" -- Joint x y Plate Cq JSI Method deflV(L) deflY(T) deflX(L) deflX(T) A 0.01' 32.64' 1.5X4 0.96 0.26 N 0.00" U999 0.00" Lf999 0.00" 0.00" B 1.18' 32.64' 3X5 0.96 0.59 N 0.00" U999 0.00' U999 0.00" 0.00" C 1.18' 30.93' 1.5X4 0.96 0.78 N 0.00" U999 0.00' U999 0.00" 0.00" D 0.01' 30.93' 3X5 0.96 0.63 N 0.00' 11999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [Dragstrut L-RJ[OC 24.00][DF 1.601[NM 11 [Dragstrut R-LJ[OC 24.00][DF 1.60][NM 1] -----_ ----_-_---_-----_---------_-------_-_--------- Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.2 L[y=32.71[100%) -310 PLF @ 0.0 to-310 0 1.2 L[y=32.71100%1 22 PLF @ 0.0 to 22 @ 1.2[y=35.81 0%] 22 PLF @ 0.0 to 22 @ 1.2[y=35.8][ 0%] -310 PLF @ 0.0 to-310 @ 1.2 L[y=30.8][100%] 310 PLF @ 0.0 to 310 @ 1.2 L(y=30.81100%] 18 PLF� 0.0 to 18 C 1.2[y=25.81 0%] 18 PLF @ 0.0 to 18 @ 1.2[y=25.81 0%] 310 PLF 0.0 to 310 @ 0.0[y=31.11[100%] -310 PLF @ 0.0 to-310 @ 0.0[y=31.1][100%] -310 PLF @ 1.2 to-310@ 1.2[y=31.1][1009's] 310 PLF @ 1.2 to 310 @ 1.2[y=31.1][100%] Brg.#1 Vert.R= 47.1#Hor.R= 0.0# Brg.#1 Vert.R= 47.1#Hor.R= 0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Companenle of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa ee8 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)for safetyt practices prior to performing these functions. Installers shall provide temporary (503p57-2118 bracing per BCSI Unless noted otherwise,top chord shall have roper) attached structOral sheathingan bopo chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instdlled per BCSI sections 83,B7 or 810, as applicable. AppT plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buildin Compo nts Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSIITPI 1, or forhandling, shipping, installation and bracing of trusses. A seal on this drawing or cover pee 155 Harlem Ave listingthis drawing,indicates acceptance ooff professional engmeenn responsibility solely-for the design shown.The suitability and use o rs North Building,4th Floor drawing g for any structure is the responsibility ofthe Building-Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304812/ FLAT Ply: 1 Job Number: 0722001 Cult:R 7175 JRef:1XL171750002 T96 ' FROM:MG Oty: 1 Tigard Senior Housing DoeNo: 332.22.0740.11732 Page 1 of 2 Truss Label: BPS BFR / RTT 11/28/2022 1 A5X4 er3X5 g T I.� 1 WlN �I ■ 1 I•ll e, III3X5 1111.5X4 I•— 1'8"2— I 18"2 1'8"2 Loading Criteria(peg Wind Criteria Snow Criteria (Pg,Pf in PSF) DOUCEI Criteria •Mesinwm Reactions gibe),or'_PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in loc Vdefl LI# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce: - VERT(LL): 0.001 B 999 380 Loc R+ /R- /Rh /Rw /U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.001 B 999 240 C" - /- /- /40 I- /- BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.007 A - - Wind reactions based on MWFRS EXDes Ld: 45.00P'B Kzt.NA HORZ(TL): 0.007 A - - C Brg Wid=20.1 Min Reg=- Mean Height:32.78 ft Bearing D is a rigid surface. NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor:2.0 Soffit: BCDL:4.2 psf IBC 2018 Max TC CSI: 0.012Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply(Ibs) Load Duration:ion:1.15 MWFRS Parallel Dist:0 to h/2 WI Std: 2014 Max BC CSI: 0.010 RepFac:No Max Web CSI: 0.270 Chords Tens.Comp. Spacing:24.0' C&C Dist a:3.00 ft Loc.from endwall:NA FT/RT:4(0)/4(0) A-B 518 -519 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Var.21.02.008.1106.20 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord 2x4 HF#2 D-C 519 -518 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 419 -456 B-C 509 -546 520#( 310.00 plf)along top chord,from either ' 0-8 737 -737 • direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End • Case 1: 520 310.00 TC 0.00 1.68 520 310.00 BC 0.00 1.68 Additional Notes ' Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load slated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred E(3 PROF between successive panels. The vertical connection -`�GP� , required at each end is equal to the drag load in PLF G 1 N /O times the truss height in feet. O�9 �� F� y Truss must be installed as shown with top chord up. B329aPE 9 OREGON p4 'VCY 14,2ode i.- S- e/1 Tan Renewal 6/30/2024 1 I/28/2022 ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tew.Components of Oregon,Mc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabSi'cating handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component'5gfety Information,by;TPI and SBCA)fM safely practices prior to performing these functions. Installers shall provide temporary (aca)3s7-211a bracing per BCSI.Unless noted Otherwise,top chord shall hove rgperly attached structural sheathing and bottomchord shall have a properly attached rigid ceiling.Locations shown for$ permanent lateral restraint of webs shall have bracingg installed per BI sections 63,B.7 or 10, as applicabl Appl plates to each face 01 truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z Tor standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AMMONIUM, truss in conformance with ANSI/TPI 1, or for handling shipping not; and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional engcLineering9 responsibility solely or the design shown.The suitability and use of this North Building,drawing for any sttKicture is the responsibility of the Building"Designer per ANSI/TPI 1 Sec.2. g.411 Floor - For more information see these web sites:Alpine:alpineitw.com;WI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq Glenview,IL 60025 SEQN:304812 FLAT Ply: 1 Job Number: 0722001 Cud:R7175 JRet1XL171750002 796 FROM:MG Oty: 1 Tigard Senior Housing Drw140: Page 2 of 2 Truss Label: BP6 ... I ... 11/28/2022 4 II 15X A -3X5 g ■ r 1113X5 III1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 517.68 -518.54 - 0.011 0.012 2 2x4 HF#2 20.13" Plywd D - C 518.57 -517.65 - 0.009 0.010 1 2x4 HF#2 20.13" Diaph A - 0 418.95 -455.81 0.004 0.007 0.011 2 2x4 HFStand+HFStud 17.00" - - B 736.97 -737.06 0.270 - 0.270 1 2x4 HFStand+HFStud 19.31" - B - C 509.29 -546.15 0.187 0.004 0.190 2 2x4 HFStand+HFStud 17.00" - Joint x y Plate Cq JSI Method dallY(L) defiY(T) deflX(L) defX(T) A 0.01' 32.64' 1.5X4 0.96 0.29 N 0.00" L/999 0.00" L1999 0.00" 0.00" B 1.68' 32.64' 3X5 0.96 0.70 N 0.00" 1./999 0.00" L/999 0.00" 0.00" C 1.68' 30.93' 1.5X4 0.96 0.76 N 0.00" LJ999 0.00" U999 0.00" 0.00" D 0.01' 30.93' 3X5 0.96 0.87 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases -_- ________ _______ _______ [Oragstrut L-R][OC 24 00J(DF 1.60j(NM 1] [Dragstrul R-L][OC 24.00](DF 1.60][NM 1] __ _-_-^-- ------ Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.7 L[y=32.71[100%1 310 PLF @ 0.0 to-310 @ 1.7 L[y=32.7](100%] 22 PLF @ 0.0 to 22 @ 1.7[y=35.8][ 0%] 22 PLF @ 0.0 to 22 @ 1.7[y=35.8J[ 0%1 -310 PLF @ 0.0 to-310 @ 1.7 L[y=30.8][100%1 310 PLF @ 0.0 to 310 @ 1.7 L(y=30.8][100%] 18 PLF @ 0.0 to 18 @ 1.7[y=25.8J[ 0%j 18 PLF @ 0.0 to 18 @ 1.7[y=25.8J[ 0%J 310 PLF @ 0.0 to 310 @ 0.0[y=31.1][100%] -310 PLF o 0.0 to-310 @ 0.0(y=31.1][100%) -310 PLF @ 1.7 to-310 @ 1.7[y=31.1][100%] 310 PLF @ 1.7 10 310 @ 1.7[y=31.1][100%] Berg.#1 Vert.R= 67.1#Hor.R= -0.0# Brg.#1 Vert.R= 67.1#Hor.R= 0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues components of Oregon,Mo. 'IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Boa 458 Trusses require extreme care in fabricating,handling,shi mg,installing and bracing. Refer to and follow the latest edition of BCSI(Building Con-relies OR 97113 Component Safety Information,by TPI ana SBCA)fo aapepty practices pnor to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall nave properly attached structural sheathingand bottom chord shall have a properly attachedrigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing iinst !1ed per BCSI sections B3,B7 or c 10, as applicable. Appl plates to each face_ truss and position as shown above and on the Join elails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buildin3Components Group Inc.shall not be responsible for any deviation from this draing,any,failure to build the truss in conformance with ANSIITPI 1, or(or handling, shipping,.installs ion and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional en rrte nn responsibility solelyTor the design shown.The suitabilit!'and use of this North Building,drawing for any srcture is the responsibility of the Building-DDesigner per ANSI/TPI 1 Sec.2. 4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:304814/ FLAT Ply. 1 Job Number: 0722001 Oust:R7175 JR01XL171750002 TWO FROM:MG Oty: 2 Tigard Senior Housing DrwNo: 332.22.0740.11483 Page 1 of 2 Truss Label: BP7 BFR / RTT 11/28/2022 111A.5X4 =3X5 B 11 1 // o D III3X5 1111.5X4 H 1'2'14--{ 1'2'14 1'2'14 Leading CAlsela(pat) Wind Criteria Snow Criteria (Pg,Pf in PSF) DONCSI Criteria AMashnum Remotions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in lac Udell Lilt Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce: - VERT(LL): 0.001 B 999 360 Loc R. /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.001 B 999 240 C - /- /- /50 i- /- BCDL: 9.00 Risk Category II Snow Duration: - HORZ(LL): 0.007 A - - Wind reactions based on MWFRS Des Ld: 45.00 EXP:B Kz:NA HORZ(TL): 0.007 A - - C Brg Wid=14.9 Min Reg= 1.5(Truss) Mean Height:42.78 fl Building Code: Creep Factor.2.0 Bearing D is a rigid surface. Soffit2.0.00 BCDL:6.0 psf Members riot listed have forces less than 375# Soffit: 2.00 IBC 2018 Max TC CSI: 0.006 BCDL:4.2 psf WI Std: 2014 Max BC CSI: 0.006 Maximum Top Chord Forces Per Ply(Ibs) Load Duration:1.15 MWFRS Parallel Dist:0 to tU 2Chords Tens.Comp. Spacing:24.0- C&C Dist a:3.00 ft Rep Fac No Max Web CSI: 0.238 - -- Loc,from endwall:NA FT/RT:4(0y4(0) A-B 382 -383 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Var:21.02.008.1108.20 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord 2x4HF#2 D-C 383 -382 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 423 -461 B-C 514 -541 384#( 310.00 plf)along top chord,from either D-B 649 -649 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 384 310.00 TC 0.00 1.24 354 310.00 BC 0.00 1.24 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred between successive panels. The vertical connection op PROPS. required at each end is equal to the drag load in PLF .({G S/ times the truss height in feet. 0N° ,GINE- Oy Truss must be installed as shown with top chord up. 83294PEIPI 9 OREGON A 'ZLf 14,200o C GSSe0I Taney Renewal 6/3072024 II/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Taw Components of Oregon,Inc. "'IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O Box468 Trusses require extreme care in fabricating.handling,shipping,installi and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 q q p n9. (503)357-2118 Component Safety Information,by TPI and SBCA)fo'r safety practices pnor to performing these functions. Installers chord; shall rovide temporary bracingper BCSI.Unless noted otherwise,topchord shall Have pro erl attached structural bracing in and bottom chorO,shall have a prop tly attachd rig9id ceiling Locations shown for pemanent lateral restraint onwebs shall have bracint- installed per BCSI sections B3,B7 or r 10, as applicable. Apply elates to each face on truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE' drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the .."~[Perµ, truss in conformance with ANSI/TPI 1. or for handling shipping. installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional en meenng responsibility solely for the design shown.The suitabili. and use Of is North Building,4th Floor drawing for any structure is the responsibility of the Building-DDesigner per ANSUTPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 80025 • SEQN:301614 FLAT Ply: 1 Job Number. 0722001 Curt:87175 JRef.1XL171750002 7100 FROM:MG Gty: 2 Tigard Senior Housing moo: Page 2 el2 Truss Label: BP7 ... ! ... 11128/2022 1115X4 A -3X5 g - // 1113X5 1111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 382.41 -382.75 -- 0.006 0.006 1 2x4 HF#2 14.87' Plywd D - C 382.78 -382.38 - 0.005 0.006 1 2x4 HF#2 14.87" Dtaph A - D 423.31 -50.53 0.004 0.006 0.010 2 2x4 HFStand+HFStud 17.00" - - B 648.51 -648.63 0.238 - 0.238 1 2x4 HFStand+HFSlud 17.53" - B - C 513.57 -540.80 0.188 0.004 0.192 2 2x4 HFStand+HFSlud 17.00" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A 0.01' 42.64' 1.5X4 0.96 0.27 N 0.00" U999 0.00" L/999 0.00" 0.00" B 1.24' 42.64' 3X5 0.96 0.60 N 0.00" U999 0.00" L/999 0.00" 0.00" C 1.24' 40.93' 1.5X4 0.96 0.78 N 0.00" U999 0.00" L/999 0.00" 0.00" D 0.01' 40.93' 3X5 0.96 0.62 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases ---_-- ______ ------ --------_ (Dragstnit L-R][OC 24.00][DF 1.60][NM 1] (Dragstrut R-L][OC 24.00][OF 1.60][NM 1] _--_ ---_-_-_-- ---_-----_- Load Case:1 User Modred:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 C 1.2 L[y--42.71[100%] -310 PLF @ 0.0 to-310 @ 1.2 L[y=42.7)(100%] 22 PLF @ 0.0 to 22 @ 1.2[y 45.81( 0%] 22 PLF @ 0.0 to 22 @ 1.2[y=45.8]( 0%] -310 PLF @ 0.0 to-310 @ 1.2 L[y 40.81[100%] 310 PLF @ 0.0 to 310 @ 1.2 L[y--40.8](100%] 18 PLF @ 0.0 to 18 @ 1.2[y=35.81( 0%] 18 PLF @ 0.0 to 18 @ 1.2[y=35.8)( 0%) 310 PLF @ 0.0 to 310 @ 0.0(y=41.1][100%] -310 PLF @ 0.0 to-310 @ 0.0[y--41.1][100%] -310 PLF @ 1.2 to-310 @ 1.2(y-41.1][100%] 310 PLF @ 1.2 to 310 @ 1.2(y--41.11[100%] Brg.#1 Vert.R= 49.6#Hor.R= -0.0# Brg.#1 Vert.R= 49.6#Hor.R= -0.0# ________________________ "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components of Oregon.Inc "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bpi488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Corneas OR 97113 Component Safety Information,by TPI and SBCA for safety practices pnor to perfortning these functions. Installers shall provide temporary (593)357-2118 bracing per BCS!.Unless noted otherwise,top chord shall have properlyattached structural sheathingand bottom chord shall have a properly attache, rigid ceiling.Locations shown for permanent lateral resraint of webs shall have bracing instlled per BCSI sections B3,B7_ or B10, as applicable. Aqoppf plates to each face at truss and position as shown above and on the JointDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z'for standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Buildin3Components Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/I PI 1, or for handling, shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave fisting this drawing indicates acceptance of professional engineering responsibility solely/or the design shown.The suitability and use o is North Building,4th Floor drawing for any structure is the responsibility of the Building'Designer per ANSITTPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:304816/ FLAT Ply-. 1 Job Number: 0722001 Cust:R 7175 JRef:1XL171750002 T101 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.11920 Page 1 of 2 Truss Label: BP8 BFR I RTf 11/26/2022 I111.5X4 A _3X5 B i _ - # - fV 1113X5 III1.5X4 I-1'3.10 1'3110 1 3.10 Loading Criteria(psf) Wind Criteria Snow Criteria (Pg,Pf In PSF) DNUC$I Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct - CAT: - PP Deflection in be Lldefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specifed) Ce: - VERT(LL): 0.001 B 999 360 Lac R+ /R- /Rh /Rw /U /RL BCLL: 000 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.001 B 999 240 C - /- /- /52 I- /- BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.007 A - - Wind reactions based on MWFRS Des Ld: 45.00 EXP.B Kzt NA HORZ(TL): 0.007 A - - C Brg Wid=15.6 Min Req=1.5(Truss) Mean Height:42.78 ft Building Code: Creep Factor.2.0 Bearing D is a rigid surface. Soffit:0.00 TCDL:4.2 psf Members not listed have forces less than 375# Soffit: 2.00 MWFRS 4.2 pat IBC Std:201 Max TC CSI: 0.0076 Maximum Top Chord Forces Per Ply(Ibs) Load Duration:1.15 Parallel Dist:0lo h/2 TPI Std: 2014 Max BC CSI: 0.006 Chords Tens.Comp. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.242 Loc.from endwall:NA FTIRT:4(0)14(0) A-B 402 -402 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver:21.02.008.1108.20 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord 2x4 HF#2 D-C 402 -402 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 423 -451 B-C 513 -542 404#( 310.00 plf)along top chord,from either D-B 660 -660 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 404 310.00 TC 0.00 1.30 404 310.00 BC 0.00 1.30 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against budding. The overturning force at each end must be transferred p PROF between successive panels. The vertical connection ,.E FS required at each end is equal to the drag load in PLF -(‘G S times the truss height in feet. 0.5 �G i N E. Z02 Truss must be installed as shown with top chord up. 83294PIE y \\........6:4REGON...........)4Y 14,2ae�sll Tall.' Renewal 6/30/2024 I1/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.aO1468 Trusses require extreme care in fabricating,handling,shipping installing.and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)frr safety practices pnor to performing these functions. Installers shall provide temporary (503)357.2118 bracing per,BCSI.Unless noted otherwise,top chord shall have ropery attached structural sheathingan bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing Instlled per BCSI sections B3,B7 or B10, as applicable. Appl plates to each face of truss and position as shown above and on the Jan Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to Job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not.be responsible for any deviation from this drawing,any,failure to build the ANTI COMPANYtruss in conformance with ANSI/IP! 1, or for handling, shipping, installation,and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional engineering responsibility solelytor the design shown.The suitability and use o mis North arlem 4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSIIT I 1 Sec.2. North Bw Building,L 60025h For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.om • SEON:304816 FLAT Ply: 1 Job Number. 0722001 Cast R7175 JRet1XL171750002 T101 FROM:MG City 1 Tigard Senior Housing OneNo: Page 2 of 2 Truss Label: BPS ... I ... 11/28/2022 1..5X4 -3X5 g _ // I'Y� _ 'C III3X5 III1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 401.76 -402.15 - 0.007 0.007 1 2x4 HF#2 15.62" Plywd D - C 402.19 -401.73 - 0.008 0.006 1 2x4 HF#2 15.62' Diaph A - D 422.72 -451.32 0.004 0.006 0.010 2 2x4 HFStand*HFStud 17.00' - D - B 660.25 -860.37 0.242 - 0.242 1 2x4 HFStand*HFStud 17.71" - B - C 513.00 -541.60 0.188 0.004 0.192 2 2x4 HFStand+HFStud 17.00' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) ddX(T) A 0.01' 42.64' 1.5%4 0.96 0.27 N 0.00" L/999 0.00" U999 0.00" 0.00' B 1.31' 42.64' 3X5 0-96 0.62 N 0.00" U999 0.00' U999 0.00" 0.00' C 1.31' 40.93' 1.5X4 0.96 0.78 N 0.00" U999 0.00' 1J999 0.00" 0.00" D 0.01' 40.93' 3X5 0.96 0.62 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [Dragstrut L-R][OC 24.00][DF 1.60][NM 1] ----- [Dragstrul R-L][OC 24.00][DF 1.60][NM 1] -_---_ -���`-----_-_-----__ Load Case:1 User Modified:No Load Case:2 User Modified:No 'Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.3 L[y-42.7][100%] -310 PLF @ 0.0 to-310 @ 1.3 L[y=42.7][100%] 22 PLF @ 0.0 to 22 @ 1.3[y--45.81 0%] 22 PLF @ 0.0 to 22 @ 1.3[y=445.81) 0%] -310 PLF @ 0.0 to-310 @ 1.3 L[y--40.8][100%] 310 PLF @ 0.0 to 310 @ 1.3 L(y--40.8][100%] 18 PLF© 0.0 to 18 @ 1.3(y=35.811 0%) 18 PLF @,0.0 to 18 @ 1.3[y=35.8]( 0%] 310 PLF @ 0.0 to 310 @ 0.0[y=41,1][100%) -310 PLF @ 0.0 to-310 @ 0.0[y--41.11[100%1 -310 PLF @ 1.3 to-310 @ 1.3[y-41.1][100%] 310 PLF @ 1.3 to 310 @ 1.3[y--41.1][100%] Brg.#1 Vert.R= 52.1#Hor.R= -0.0# Brg.#1 Vert.R= 52.1#Hor.R= -0.0# "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tress Component)of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating.handling shipping,installing and bracing.. Refer to and follow the latest edition of BCSI(Building Cameros OR 97113 Component Safety Information,by TPI and SBCA)f-or safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral resraint of webs shall have bracing installed per BCSI sections B3,B7 or 610. as applicable. AppTy plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to lobs General Notes page for additional information. Alpine,a division of ITW Buildin Compone nts Group Inc.shall not.be responsible for any deviation from this drawing,any failure to build the - truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal orithis drawing or cover page 155 Harlem Ave listing thisdrawing,indicates acceptance of professional engoneenng responsibility sot lyloir the design shown.The suitability and use of tIlis North Building,4th Floor drawing fr any strcture is the responsibility of the Building-DDesigner per ANSIITPI 1 Sec.22. For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SKIN:304818/ FLAT Ply: 1 Job Number. 0722001 Cast R7175 JRef:MML171750002 T102. FROM:MG ON: 1 Tigard Senior Housing DrwNo: 332.22.0740.10999 Page 1 of 2 I Truss Label: BP9 BFR I RTT 11/28/2022 1111A us3X5--3X5 g I MINIM il Arm IN mamma e, 1113X5 III1.5X4 h— 1'4'2---I 1'4"2 1'4'2 Loading Criteria(paf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Det#CSI Criteria ♦Maximum Reactions(Ibs),or•=PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in be L/defl LNt Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specitied) Cc: - VERT(LL): 0.001 B 999 360 Loc R+ /R- /Rh /Rw Ili /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.001 B 999 240 C• - I- I- /40 /- /- BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.007 A - - Wind reactions based on MWFRS Des Ld: 45.00 F,(P.B Kzt NA HORZ(TL): 0.007 A - - C Brg Wid=16.1 Min Reg=- Mean Height:42.78 ft Bearing D is a rigid surface. NCBCLL:0.00Building Code: Creep Factor:2.0 TCDL:6.0 psfMembers not listed have forces less than 3754 Soffit: 2.00 IBC 2018 Max TC CSI: 0.007 BCDL:4.2 ps1 TPI Std: 2014 Max BC CST: 0.006 Maximum Top Chord Forces Per Ply(lb.) Load Duration:1.15 MWFRS Parallel Dist:0 to h!2 Rep Fac No Max Web CBI: 0.245 Chords Tens.Comp. Spacing:24.0" CoC Dist a:3.00 ft Loc.from endwall:NA FT/RT:4(0)1e(0) A-B 415 -415 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver.21.02.00E1.1108.20 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord 2x4 HF#2 D-C 415 -415 Bot chord 2x4 HF#2 Webs 2x4:HF Standard HF Stud: Maximum Web Forces Par Ply(Ibs) Webs Tens.Comp. Webs Tens. Comp. Loading Truss transfers a maximum horizontal load of A-D 422 -452 B-C 513 -542 417 4( 310.00 plf)along top chord,from either D-B 668 -668 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(*) (PLF) Mbr Start End Case 1: 417 310.00 TC 0.00 1.34 417 310.00 BC 0.00 1.34 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred �Re0 PROAk_ between successive panels. The vertical connection required at each end is equal to the drag load in PLF rij� G(N SRO times the truss height in feet. _x F Truss must be installed as shown with top chord up. 4Oct 83294PE 7 OREGON .r� 3 1,, 14,2004 Qr 4*ae11 Tan' Renewal B13012024 11/28/2022 '"WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Teas Components or Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box41B Trusses require extreme care in fabricating,handling,shipping,instalen and bracing..Refer to and follow the latest edition of BCSI(BuildingCornNbs OR 97113 dcq up g g, ;503)357-2118 Component Safety Information,by TPI and SBCA)for safety practices prior to perfotrning these functions. Installers shall provide temporary bracing per BCSI.Unless noted otherwise,to chord shall have rl attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for f truss t lateral restraint on webs shall have bracing installed per BCSI sections B3,B7 or r to as applicable. Apply plates to each face.of and position as shown above and on thq Join Details, unless noted otherwise. Defer to ALPINE. drawings 160A-Z•nor standard plate positions.Refer to job's General Notes page for additional information. 'Alpine,a division of ITW Building Components Group Inc.shall not.he responsible for any deviation from this drawing,any,failure to build the •a mvm"rwr truss in conformance with ANSI/TPI 1, or for handling, shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional enneenn responsibility solelyTor the design shown.The suitabili[1'and use o is North BuBdhtg 4th Fbor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Bw.IL. 4 h For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq SEON:304818 FLAT Ply: 1 Job Number-0722001 Oust R 7175 JR.&1XL171750002 1102 FROM:MG Oy: 1 Tigard Senior Housing OreNo: Page 2 012 Tnrss Label: 8P9 ... ... 11/28/2022 A irli III 1.5X4 -3X5 g ■ • IN 1 ■:fir B, C III3X5 II11.5X4 Member MaxTen MaxCamp Axial Bend CSI GLC Size Material Length Brace A - B 414.65 -415.08 - 0.007 0.007 1 2x4 HF#2 16.12" Plywd D - C 415.12 -414.62 - 0.006 0.006 1 2x4 HF#2 16.12" Diaph A - D 422.32 -451.84 0.004 0.006 0.010 2 2x4 HFStand+HFStud 17.00" -- D - B 668.26 -688.37 0.245 - 0.245 1 2x4 HFStand+HFStud 17.85" - B - C 512.81 -542.13 0.188 0.004 0.192 2 2x4 HFStand+HFStud 17.00" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) defX(L) deIX(T) A 0.01' 42.64' 1.5X4 0.96 0.27 N 0.00" L/999 0.00" U999 0.00" 0.00" B 1.35' 42.64' 3X5 0.96 0.63 N 0.00" U999 0.00" U999 0.00" 0.00" C 1.35' 40.93' 1.5X4 0.96 0.78 N 0.00" L/999 0.00" U999 0.00' 0.00" D 0.01' 40.93' 3X5 0.96 0.64 N 0.00" L1999 0.00" U999 0.00' 0.00" Loads using option:User Modified Load Cases __ =-'"'"`-_"_ ------_______ ____________________- =-=-`--______-----------------__________-_ [Dragstrut L-R][OC 24.00][DF 1.80][NM 1] [Dragstrut R-L][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.3 L[y=42.711100%1 -310 PLF @ 0.0 to-310 @ 1.3 L(y=42.7][100%] 22 PLF @ 0.0 to 22 @ 1.3[y=45.8][ 0%] 22 PLF @ 0.0 to 22 @ 1.3[y--45.8][ 0%] -310 PLF @ 0.0 to-310 @ 1.3 L[y=40.8][100%] 310 PLF @ 0.0 to 310© 1.3 L[y--40.8][100%] 18 PLF @ 0.0 to 18 @ 1.3[y=35.B]( 0%] 18 PLF @ 0.0 to 18 @ 1.3[y=35.8][ 0%] 310 PLF @ 0.0 to 310 @ 0.0[y-41.1][100%[ -310 PLF @ 0.010-310 @ 0.0[y=41.1][100%] -310 PLF @ 1.3 to-310 @ 1.3(y=41.1][100%] 310 PLF @ 1.3 to 310 @ 1.3[y=41.1][100%] Brg.#1 Vert.R= 53.7#Hor.R= -0.0# Brg.#1 Vem.R= 53.7#Hor.R= -0.07t "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inch "'IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS n.0.Box 468 Trusses rewire extreme care in fabricating,handling,ship mg installing and bracing.. Refer to and follow the latest edition of BCSI(Building commis OR 97113 Component Safety Information,by TPI and SBCA)tr safety practices prior to performing these functions. Installers shall provide temporary 1503)357.ilia bracing per BCSI.Unless noted otherwise,top chord shall have properlyattached structural shealhin and bottom chord shall have a property attachedngid ceiling Locations shown for permanent lateral restraint of webs shall have bracing inslalled per BCSI sections 63,B7 or B10, as applicable. Apply plates to each facepo sition truss and as shown above and on the Join[Delails, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW BuildinlComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the -.. truss in conformance with ANSI/I PI 1, or for handling shipping instalaion and bracing of trusses. A seal oath's drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional engineenn respgnsibility soleey-tor the design shown.The suitability and use of this rth Buemng,eth Floor drawing for any structure is the responsibility of the Building'esigner pet ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.org Glenview,IL 80025 SEON:305454I MONO Ply. 1 Job Number: 0722001 Cust:R7175 JRef:1XL171750002 T91 FROM:MG Oty: 5 Tigard Senior Housing DrwNo: 332.22.0740.12795 Page 1 of 2 Truss Label: IBP / RTT 11128/2022 a 0.25 III1.5X4 A�w3X5B IT P II r, w3X5 I111.5X4 I..___1'8"10---H 1'8'10 I 1r8'10 I Leading Criteria(pee Wind Criteria Snow Criteria (Pg,P1 In PSF) Ds1VCSI Criteria A Maximum Reactions(Ibs),or•=PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in loc Lldefl L#f Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specifled) Ce: - VERT(LL): 0.001 B 999 360 Loc R+ /R- /Rh /Rw I U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.001 B 999 240 O. - /- 1- /53 I- I- BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.008 A - - Wind reactions based on MWFRS EXP:B Kzt:NA HORZ(TL): 0.008 A - - C Brg Wid=20.6 Min Req=- Des Ld: 45.00 Mean Height:42.93 ft NCBCLL:0.00 Building Code: Creep Factor.2.0 Bearing D is a rigid surface. Soffit: 2. TCDL:4..2 psf psf IBC 2018 Max TC CSI: 0.013 Members not listed have forces less than 375# Load DuDuration:n: BCDL:1.15 MWFRS Parallel Dist:0 to hl2 TPI Std: 2014 Max BC CSI: 0.011 Maximum Top Chord Forces Per Ply(lbs)Chords Tens.Comp. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.284 Loc.from endwall:NA FT/RT:4(0)/4(0) A-B 530 -532 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver:21.02.00B.1108.20 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp._ Top chord 2x4 HF#2 D-C 532 -531 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(Ws) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 470 -507 B-C 560 -598 533#( 310.00 pif)along top chord,from either D-B 775 -775 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 533 310.00 TC 0.00 1.72 533 310.00 BC 0.00 1.72 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred iED PROP . between successive panels. The vertical connection q' S required at each end is equal to the drag load in PLF cS G 1 N E s/O times the truss height in feet. (s �� F� 2 Truss must be installed as shown with lop chord up. 83294PE 9 OREGON G G Ztr 14,2a� e ' eli Tan' Renewal 6/30/2024 11/28/2022 **WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components or Oregon,inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,handling,shipping,ingtallin9,and bracing.-Refer to and follow the latest edition of BCSI(Building Comeihns OR 97113 Component Safety Information,by TPI ana SBCA)ter safety practices dpior to performing these functions. Installers shall provide terhporary (s63)357.2118 bracing per BCSI.Unless noted otherwise,top chord shall have Properly attached structural sheathing and bottom chord shall have a rope y attached rigid ceiling.Locations shown for permanent lateral restraint o1,webs shall have bracinc7 installed per BCSI sections 63,B7 drr B10, as applicable. Appl plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW BuildinaCompon nts Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the .nowmww. truss in conformance with ANSI/!PI 1, orator h ndling, shipping,.installation and bracing of trusses. A seal on this drawing or cover pfage 155 Harlem Ave listing this drawing indicates acceptance of profyassipnal engmeenng responsibility solely Tor the design shown.The suitabili and use o is North 4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Bw Building,L 600254 h For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org SEQN:305454 MONO Ply 1 Job Number: 0722001 Cush R 7175 JRet 1XL171750002 T91 FROM:MG Oty 5 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: IBP ... I ... 11/28/2022 12 0.25 III 1.5X4 A -3X5 B �� I. llt-� iffi -�III ' 8, =3X5 1111.5X4 Member MaxTen Max-Comp Axial Bend CSI GLC Size Material Length Brace A - B 530.48 -532.08 - 0.012 0.013 2 2x4 HF#2 20.63" Plyed D - C 531.51 -530.59 - 0.010 0.011 1 2x4 HF#2 20.63' Dlaph A - D 469.71 -507.48 0.006 0.007 0.013 2 2x4 HFStand+HFSlud 18.98' -- 0 - B 774.91 -775.03 0.284 - 0.284 1 2x4 HFStand+HFSlud 21.08' - 8 - C 560.00 -597.79 0.205 0.004 0.209 2 2x4 HFStand+HFSlud 18.63' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) defX(L) deflX(T) A 0.01' 42.80' 1.5X4 0.98 0.29 N 0.00' U999 0.00" U999 0.00" 0.00" B 1.72' 42.78' 3X5 0.96 0.73 N 0.00" 11999 0.00" 11999 0.00" 0.00" C 1.72' 40.93' 1.5X4 0.96 0.80 N 0.00' U999 0.00" 11999 0.00" 0.00" D 0.01' 40.93' 3X5 0.96 0.96 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases ----_ _ [Dragstrut L-R][OC 24.00][DF 1.60][NM 1] [Dragstrul R-L][OC 24.00)(DF 1.60][NM 1] -_'- ------------_-_-_------------------ Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.7 L[y-42.9](100%] -310 PLF© 0.0 to-310 @ 1.7 L[y=42.9][100%] 22 PLF @ 0.0 to 22 @ 1.7[y-45.9][ 0%] 22 PLF @ 0.0 to 22 @ 1.7[y--45.9][ 0%] -310 PLF @ 0.0 to-310 CO 1.7 L(y--40.8][100%) 310 PLF @ 0.0 to 310 @ 1.7 L[y--40.8][100%] 18 PLF @ 0.0 to 18 @ 1.7[y=35.81 0%] 18 PLF @ 0.0 to 18 @ 1.7[y=35.B][ 0%] 310 PLF @ 0.0 to 310 @ 0.0[y=41.1](100%] -310 PLF @ 0.0 to-310 @ 0.0[y=41.1][100%] -310 PLF @ 1.7 to-310 @ 1.7[y--41.1][100%] 310 PLF @ 1.7 to 310 @ 1.7[y-41.1][100%] Brg.#1 Vert.R= 91.0#Hor.R= 0.011 Brg.#1 Vert.R= 48.6#Hor.R= -0.0# "WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.o.eox 488 Trusses require extreme care in fabricatin handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius03)3 OR s711a Component Safety Information,by TPI one'SBCA)fo safety practices prior to performing these functions. Installers shall provide temporary 15os1357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have proper) attached structural sheathin and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Appl plates to each face,o truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping installation and bracing of trusses. A seal on this drawing or cover page 155 Hadem Ave listing this drawing,indicates acceptance of professional engine nng responsibility solely-tor the design shown.The suitability and use of this North Building,4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineitw.com;TPI:Ipinst.orq;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.org Glenview,IL 60025 1 SEON:305458/ MONO Ply: 1 Job Number: 0722001 Cute:R7175 JRet 1XL171750002 T95 FROM:MG City: 5 Tigard Senior Housing DrwNo: 332.22.0740.13202 Pagel oft Truss Label: IBP1 I RTT 11/28/2022 12 0.25 1111.5X4 A w3X5B T I,:— m H N 1 _ •, w3X5 1111.5X4 - 1'10"6—'i 1'10"6 1'10"6 Loading Criteria(pan Wind Criteria Snow Criteria (Pg,Pf in PSF) DafllCSI Criteria •Maximum Reactions(Ibs),or"=PLF TOLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in loc L/defl t1# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce: - VERT(LL): 0.001 B 999 360 Loc R. /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.001 B 999 240 C• - /- /- /53 1- /- BCDL: 9,00 Risk Category:II Snow Duration: - HORZ(LL): 0.009 A - - Wind reactions based on MWFRS EXP;B Kzt:NA HORZ(TL): 0.009 A - - C Brg Wid=22.4 Min Req=- Des Ld: 45.00 Mean Height:42.97 ft Beefing D is a rigid surface. NCBCLL:0.00 Building Code: Creep Factor:2.0 9 TCDL:4.2 psf IBC 2018 Max TC CSI: 0.015 Members not listed have forces less than 375# Soffit: BCDL:4.2 psi Maximum Top Chord Forces Per Ply(Ibs) Load Duration:on:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.012 Chords Tens.Comp. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.299 Loc.from endwall:NA FT/RT:4(0)/4(0) A-B 575 -577 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver.21.02.008.1108.20 Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Lumber Top chord 2x4 HF#2 D-C 577 -576 BIN chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(be) Webs Tens.Comp. Webs Tens. Comp. Loading Truss transfers a maximum horizontal load of A-D 481 -522 B-C 571 -612 578#( 310.00 pH)along top chord,from either D-B 815 -815 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Fome(#) (PLF) Mbr Start End Case 1: 578 310.00 TC 0.00 1.86 578 310.00 BC 0.00 1.86 •Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred �€p PRORF between successive panels. The vertical connection S' required at each end is equal to the drag load in PLF \y'<G G t rq F S/O times the truss height in feet. 0 �C� F41 2 Truss must be installed as shown with top chord up. 83294PE y OREGON 15 �1t 14,10e� QI Ssell Tang Renewal 6130/2024 11/28/2022 "'WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! 211188 O Components Box of Oregon.Inc "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Cornelius ox 6 97113 Trusses require extreme care in fabricating.handling shipping,installingand bracing. Refer to and follow the latest edition of BCSI(Building (5e olioe OR Component Safety Information,by TPI and SBCA)ter safely practices poor to performingthese functions. Installers sit II provide temporary bracing18 per BCSI.Unless noted otherwise,top chord shall have orgperly attached strucural sheathing and bottom chord.shall have a prgp r y attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracntg installed per BCSI sections B3,B7 or 10, as applicable. Appl Plates to each face_o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer tomb's General Notes page for additional information. Alpine,a division of ITW Buildin Cpomponents Group Inc. hall not be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSI/TPI 1, or for handling, shippinngq,'.�installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engmeenng responsibility solelytor the design shown.The suitability and use O is North 4th Floor drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. Glenview,orth Building,g 4th For more information see these web sites:Alpine:aipineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq SEON:305456 MONO Ply: 1 Job Number. 0722001 rust:R7175 JRef.1 XL171750002 798 FROM:MG Oy: 5 Tigard Senior Housing OrwNo: Page 2 of 2 l Truu Label: IBP1 ... / ... 11I2812022 1 0.25 1 4 111A.5X =3X5 B =3X5 II11.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 575.50 -577.40 - 0.014 0.015 2 2x4 HF#2 22.38" Plywd D - C 576.78 -575.65 - 0.012 0.012 2 2x4 HF#2 22.38' Diaph A - D 481.09 -522.06 0.007 0.008 0.014 2 2x4 HFStand+HFStud 19.48' - D - B 814.95 -815.08 0.299 - 0.299 1 2x4 HFStand+HFStud 22.28" - B - C 571.39 -812.38 0.209 0.004 0.213 2 2x4 HFStand+HFStud 19.09' - Joint x y Plate Co JSI Method deflY(L) deflY(T) deflX(L) defiX(T) A 0.01' 42.84' 1.5X4 0.96 0.30 N 0.00" U999 0.00" L1999 0.00" 0.00" B 1.8T 42.80' 3X5 0.96 0.78 N 0.00" U999 0.00" L/999 0.00" 0.00" C 1.87' 40.93' 1.5X4 0.96 0.80 N 0.00" 11999 0.00" 11999 0.00" 0.00" D 0.01' 40.93' 3X5 0.96 0.95 N 0.00" U999 0.00" 11999 0.00" 0.00' Loads using option:User Modified Load Cases (Dragstrut L-R)[OC 24.00][DF 1.60][NM 1] --- ---_-_ _---_-----`_---_Y-_---_-- [Dragstrut R-L][OC 24.00][DF 1.60][NM 1] Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.9 L[y=42.9][100%] -310 PLF @ 0.0 to-310 @ 1.9 L(y--42.9][100%] 22 PLF @ 0.0 to 22 @ 1.9[y--46.01 0%] 22 PLF @ 0.0 to 22 @ 1.9[y=46.01[ 0%] -310 PLF @ 0.0 to-310 @ 1.9 L[y--40.8][100%] 310 PLF @ 0.0 to 310 @ 1.9 l(y-40.8][100%] 18 PLF @ 0.0 to 18 @ 1.9[y=35.81 0%] 18 PLF @ 0.0 to 18 @ 1.9[y=35.8][ 0%] 310 PLF @ 0.0 to 310 @ 0.0[y--41.1j100%] -310 PLF @ 0.0 to-310 @ 0.0[y=41.11[100%1 I -310 PLF @ 1.9 to-310 @ 1.9(y--41.1]I100%] 310 PLF @ 1.9 to 310 C 1.9 Iy=41.1][100%] • Brig.#1 Vert.R= 98.7#Hor.R= 0.0# Brg.#1 Vert.R= 50.5#Hor.R= 0.0ff • • • ""WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components or Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.eox488 Trusses reclaim extreme care in fabricating,handling,shipping,installing and bracing._Refer to nd follow the latest edition of BCSI(Building Comelius OR 97113 Component Safety Information,by TPI and SBCA)for safety pactices pnor to performing these functions. Installers shall provide temporary (503)357-2116 bracingper BGSI.,Unless noted otherwise,top chord shall have roper) attached structural sheathingand bottom chord shall hav a pr p rly attachd rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instlled per BCSI sections 53,B7 or B10, . � as applicabl Apply plates to each face.of truss and postion as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW BuildinaCompon nts Group Inc.shall not,be responsible for any deviation from this drawing,any,failure to build the truss in conformance with ANSI/l PI 1, or forhandling, shipping installation and bracing off trusses. A seal on this drawing or cover page 155 Hadem Ave hating this drawing,indicates acceptance of professional enolne nng responsibilitysolelyTor the design shown.The suitability'and use of this North Balding,4th Floor drawing for any slrcture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Glenview,orth 600254 h I For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org SEQN:305458/ MONO Ply: 1 Job Number. 0722001 Gust R 7175 JRef:1XL171750002 799 FROM:MG Oty: 6 Tigard Senior Housing DrwNo: 332.22.0740.13155 Page 1 of 2 Truss Label: IBP2 / RTT 11128/2022 12 0.25 1111A.SX4 =_3X5 B TI. ---1...1 T I. N s, 1 1 a, =3X5 I111.5X4 1--1'10"6 1'10"6 1'10.6 Leading Criteria(pal) Wind Criteria Snow Criteria (Pg,PI In PSF) DeNCSt Criteria •Maximum Reactions(Ibs),or•=PLF TCLL: 25.00 Wind Sid: ASCE 7-16 Pg:10.0 Cl: - CAT: - PP Deflection in loc Udefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt 11.0(specified) Ce: - VERT(LL): 0.001 B 999 360 LoC R* 1 R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.001 B 999 240 C• - I- I- /53 I- I- BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.009 A - - Wind reactions based on MWFRS Des Ld: 45.00 EXP:B Kzt:NA HORZ(TL): 0.009 A - - C Brg Wid=22.4 Min Req=- Mean Height:43.01 ft BuildingCode: CreepFactor:2.0 Bearing D Is a rigid surface. NCBCLL:0.00 TCDL:4.2 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.0152 Maximum Top Chord Forces Per Ply(Ibs) Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 WI Std: 2014 Max BC CSI: 0.012 Chords Tens.Comp. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.302 -- Loc.from endwall:NA Ff/RT:4(0)14(0) A-B 576 -577 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver.21.02.0013.1108.20 Maximum Bot Chord Forces Per Ply(Ibs) Lumbar Chords Tens.Comp. Top chord 2x4HF#2 D-C 577 -576 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 494 -535 B-C - 584 -625 578#( 310.00 plf)along lop chord,from either D-B 824 -824 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(4) (PLF) Mbr Start End Case 1: 578 310.00 TC 0.00 1.86 578 310.00 BC 0.00 1.86 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred between successive panels. The vertical connection CEO PROFF required at each end is equal to the drag load in PLF t'S' SS/ times the truss height in feet. •Gj G I N F O Truss must be installed as shown with top chord up. �� 63294PE F� 9 OREGON .r3 C VLY 14,2040 e. G "'sell Tang Renewal 6/3 012 0 2 4 11/28/2022 "'WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tivss Components of Oregon,Inc. 'IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 4e8 Trusses require extreme care in fabricating,h ndlinog shippppilng installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,byTPI aria SBCA)10r safety practices prior to performing these functions. Installers shall vide tempos (503)357-2118 bracing per BCSI.Unless noted o herwise,top chord shall have ropey attached structural sheathing and botto chords all ha a pr p y attached rigid ceiling Locations sown for permanent lateral restraint f webs shall have bracing installed per BCSI sections 63 B7 or B10, as applicable. Apply plates to each face,o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for sandard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buildin4qComponents Group Inc.shall not be responsible for any deviation from this drawing,anyfailure to build the truss in conformance with ANSVTPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this draving or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional enomeenng responsibility sole) Tor the design shown.The suitability and use o is North Building.4th Floor drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:Alpine:alpineilw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEQN:305458 MONO Ply: 1 Job Number: 0722001 Cast:R7175 JRef:1XL171750002 T99 FROM:MG Oty: 6 Tigard Senior Housing DnwNo: Page 2 of 2 Trues Label: IBP2 ... / ... 11262022 12 0.25 III 1.5X4 A -----3X5 B C =3X5 II11.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 575.53 -577.40 - 0.014 0.015 2 2x4 HF#2 22.38' Plywd D - C 576.79 -575.68 - 0.012 0.012 2 2x4 HF#2 22.38" Diaph A - D 493.98 -534.96 0.007 0.008 0.015 2 2x4 HFStand+HFStud 19.98" - D - B 824.16 -824.29 0.302 - 0.302 1 2x4 HFStand+HFStud 22.73" - B - C 584.28 -625.28 0.214 0.004 0.218 2 2x4 HFStand*HFStud 19.59" - Joint x y Plate Cq JSI Method dettY(L) defY(f) dellX(L) de1X(T) A 0.01' 42.88' 1.5X4 0.96 0.30 N 0.00" L/999 0.00' U999 0.00" 0.00" B 1.8T 42.85' 3X5 0.96 0.79 N 0.00" U999 0.00" 1/999 0.00" 0.00" C 1.87' 40.93' 1.5X4 0.96 0.80 N 0.00' U999 0.00" 1/999 0.00" 0.00" D 0.01' 40.93' 3X5 0.96 0.95 N 0.00" U999 0.00" 1/999 0.00" 0.00" Loads using option:User Modified Load Cases [Dragstrut L-R][OC 24.00][DF 1.601(NM 1] -____ ______ _____________ [Dragstrut R-1](OC 24 00][DF I.60][NM 1] -________________._____________ Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.9 L[y--43.01[100%J -310 PLF gt 0.0 to-310 @ 1.9 L(y=43.0][100%] 22 PLF @ 0.0 to 22 @ 1.9[y--46.0][ 0%] 22 PLF @ 0.0 to 22 @ 1.9[y 46.O][ 0%] -310 PLF @ 0.0 to-310 @ 1.91[y=40.8][100%] 310 PLF @ 0.0 to 310 @ 1.9 L[y--40.8][100%] 18 PLF @ 0.0 to 18 @ 1.9[y=35.81[ 0%] 18 PLF @ 0.0 to 18 @ 1.9[y=35.8][ 0%] 310 PLF @ 0.0 to 310 @ 0.0[y=41.1][100%J -310 PLF @ 0.0 to-310 @ 0.0[y--41.1][100%] -310 PLF @ 1.9 to-310 @ 1.9[y=41.1][100%] 310 PLF @ 1,9 to 310 @ 1.9[y 41.1][100%] Brg.#1 Vert.R= 98.7#Hor.R= -0.0# Brg.#1 Vert.R= 50.5#Hor.R= 0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! hues Components of Oregon,etc **IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating.handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 87113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached ngid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 03,B7 or B10, as applicable. Appl plates to each face.of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Building.Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIn PI 1, or or handlin#q shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance ofprofessional en lne nn0 responsibility solelvior the design shown.The suitability and use of pus North Building,for any structure is the responsibility of the Building-Designcr per ANSI/TPI 1 Sec.2. 4th Floor - For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:Iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:305460/ MONO Ply: 1 Job Number: 0722001 Cust:R7175 JRef:IXL171750002 7103 FROM:MG Oty: 6 Tigard Senior Housing DrwNo: 332.22.0740.12420 Page 1 of 2 Truss Label: IBP3 / RTT 11/28/2022 12 025 III X4 A�t�m��=3X5B — 1.� I MI n fo N N t . irdmimij _ s, =3X5 1111.5X4 I--1'10'6--I 1,10"6 Loading Criteria(pro Wind Criteria Snow Criteria (Pg,Pf In PSF) DAMS!Criteria •Maximum Reactions(Ibs),or'=PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in loc Lidefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce: - VERT(LL): 0.001 B 999 360 Loc R+ /R- /Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.001 B 999 240 C' - /- /- /53 /- I- BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.009 A - - Wind reactions based on MWFRS EXP:B Kzt: HORZ(TL): 0.010 A - - C Brg W id=22.4 Min Req=- Des Ld: 45.00 Mean Height:33.05 ft BearingD is rigid surface. NCBCLL:0.00Building Code: Creep Factor:2.0 a TCDL:4.2 psf Soffit: 2. IBC 2018 Max TC CSI: 0.015 Members not listed have forces less than 375# Load Durationn:: BCDL 4.2 psf 1.15 MWFRS Parallel Dist:0 to h72 TPI Std: 2014 Max BC CSI: 0.012 Maximum Top Chord Forces Per Ply(Ibs)Chords Tens.Comp. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Na Max Web CSI: 0.305 Loc.from endwall:NA FT/RT:4(0N4(0) A-B 576 -577 GCpi:0.18 Plate Type(s): • Wind Duration:0.00 WAVE VIEW Ver:21.02.00B.110820 Maximum Mot Chord Forces Per Ply(MN) Lumber Chords Tens.Comp. • • Top chord 2x4 HF#2 D-C 577 -576 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 507 -548 B-C 597 -838 578#( 310.00 plf)along top chord,from either D-B 833 -834 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 578 310.00 TC 0.00 1.86 578 310.00 BC 0.00 1.86 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred between successive panels. The vertical connection REO PR OFF required at each end is equal to the drag load in PLF -S ' s, times the truss height in feet. �s5 NAG 114 . /0 Truss must be installed as shown with lop chord up. 04 83294PE OREGON 13 SLY l4,2000 t i well Tan94 Renewal 6/3012024 11128/2022 "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components el Oregon,Inc. '*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.6os 488 Trusses require extreme care In fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Comue OR/7113 Component Safety Information,by TPI and SBCA)for safety practicesel Dnor to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint o webs shall have bracing installed per BCSI sections B3,B7 or 6B10, ALPINE'as applicable. Appl plates to each face o trussand position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for sandard plate positions. fer to jobs General Notes page for additional information. Alpine,a division of ITW BuildinaQppomponenis Group Inc.shall not.be responsible for any deviation from this drawing,any,failure to build the .um.mw.w truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation.and bracing offtrusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional encLmeenng responsibility solelyTor the design shown.The suitability and use of Ns North 4th Floor drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Glenview,Buil Building,g For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq SEON:305460 MONO Ply: 1 Job Number: 0722001 Cast:R7175 JRsf:1XL171750002 7103 FROM:MG Qty: 6 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: IBP3 ... / ... 11/28/2022 12 0.25 1.5X4 A -3X5 B =3X5 III1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - 8 575.55 -577.41 - 0.014 0.015 2 2x4 HF#2 22.38" Plywd D - C 576.80 -575.71 - 0.012 0.012 2 2x4 HF#2 22.38" Dieph A - D 506.88 -547.85 0.007 0.008 0.015 2 2x4 HFStand+HFStud - D - B 833.46 -833.59 0.305 - 0.305 1 2x4 HFStand+HFStud 23.17' - B - C 597.18 -638.17 0.219 0.004 0.223 2 2x4 HFStand+HFStud 20.09- - Joint x y Plate Cq JSI Method deflY(L) defiY(T) de8X(L) dNIX(T) A 0.01' 32.93' 1.5X4 0.96 0.30 N 0.00" L/999 0.00" U999 0.00" 0.00" B 1.87' 32.89' 3X5 0.96 0.79 N 0.00" U999 0.00" U999 0.00" 0.00' C 1.87' 30.93' 1.5X4 0.96 0.80 N 0.00" U999 0.00" U999 0.00" 0.00" O 0.01' 30.93' 3X5 0.96 0.95 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases -__-_[Dragstrut L-R][OC 24.00][DF 1.60][NM 1] [Dragstrut R-L][OC 24.00][DF 1.60][NM 1] -_-_-_ ----_-_--- Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.9 L[y=33.0][100%) -310 PLF @ 0.0 to-310 @ 1.9 L[y=33.0][100%] 22 PLF @ 0.0 to 22 @ 1.9[y=36.1][ 0%] 22 PLF @ 0.0 to 22 @ 1.9[y=36.1)[ 0%) -310 PLF(g 0.0 to-310 @ 1.9 L[y=30.8][100%] 310 PLF @ 0.0 to 310 @ 1.9 L[y=30.8][100%] 18 PLF @ 0.0 to 18 @ 1.9[y=25.8][ 0%] 18 PLF @ 0.0 to 18 it 1.9[y=25.81 0%] 310 PLF @ 0.0 to 310 @ 0.0[y=31.1][100%] -310 PLF @ 0.0 to-310@ 0.0[y=31.1][100%] -310 PLF @ 1.9 to-310 @ 1.9[y=31.1[000%4 310 PLF @ 1.9 to 310 @ 1.9[y=31.11[100%1 Brg.#1 Vert.R= 98.7#Hor.R= -0.0# Brg.#1 Ved.R= 50.5#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Co pones of Oregon,Ine. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.BON 468 Trusses require extreme care in fabricating hendli shipping installing and bracing. Refer to and follow the latest edition of BCSI(Building COMBO"=OR 67113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-211e bracing per BC51.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint o1 webs shall have bracing installed per BCSI sections 63,B7 o� 10, as applicable. Appl plates to each face o tru and position as shown above and on the Join Details, unless noted otherwise. Re Refer to ALPINE drawings 160A-Z for sandard plate positions.Refer to lobs General Notes page for additional information. Alpine,a division of ITW Building,1Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIrrPI 1, or for handling, shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engineering responsibility solelylor the design shown.The suitabilill'and use of this 155 Building,for any sfrcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. 4th Floor For more information see these web sites:Alpine:alpinellw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEON:3054621 MONO Ply. 1 Job Number: 0722001 Cast:R7175 JRet1XL171750002 T105 FROM:MG ay: 6 Tigard Senior Housing DoeNo: 332.22.0740.12826 Page 1 of 2 Truss Label: IBP4 I RTT 11/28/2022 12 0.25 If 1.5X4 A w3X5g I'll 'N , 111111111 s w3X5 I111.5X4 I--vitro--i 1'10"6 1'10"6 Loading Criteria(psf Wind Criteria Snow Criteria (Pg.Pt in P8F) Defl/CSI Criteria A Maximum Reactions(Ibs),or"=PLF TCLL: 25.00 Wind Sid: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in loc Udell L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce: - VERT(LL): 0.001 B 999 360 Loc R+ /R- /Rh /Rw /U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.002 B 999 240 C' - I- I- /53 /- /- BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.010 A - - Wind reactions based on MW FRS Des Ld: 45.00 EXP.B Kr. HORZ(TL): 0.010 A - - C Brg Wid=22.4 Min Req= - Mean Height:33.09 ft NCBCLL:0.00 TCDL:6.0 psi Building Code: Creep Factor.2.0 Bearing D is a rigid surface. Soffit: 2.00 IBC 2018 Max TC CSI: 0.015 Members not listed have forces less than 375# BCDL•4.2 psf TPI Std: 2014 MaxC CSI: 0.012 Maximum Top Chord Forces Per Ply(Ibs) Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 ax Chords Tens.Comp. Spacing:24.0" CSC Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.309 Loc.from endwall:NA FTIRT:4(0)/4(0) A-B 576 -577 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver.21.02.008.1108.20 Maximum got Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord 2x4 HF#2 D-C 577 -576 Bot chord 2x4 HF#2 Webs 2x4:I-IF Standard+HF Stud: Maximum Web Forces Per Ply(Ibs) Loading Webs Tens.Comp. Webs- Tens. Comp. Truss transfers a maximum horizontal load of A-D 520 -561 B-C 610 -651 578#( 310.00 plf)along top chord,from either D-B 843 -843 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 578 310.00 TC 0.00 1.86 578 310.00 BC 0.00 1.86 Additional Notes Blocking panels shall be attached to the shear wall ', and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred 09 PROpF between successive panels. The vertical connection ,c� S,p required at each end is equal to the drag load in PLF `GJ G I - i0 times the truss height in feet. C9 �!� lc,Q Z Truss must be installed as shown with lop chord up. �7L/ 83294PE y OREGON 11 C `ZLv 14,20 00 �Q/ s&eIITao- Renewal 6/30/2024 11/28/2022 "WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Cumponenla of Oregon,Inc. 'IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling shipping,installing.end bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component g fely Information,byTPI and SBCA)for safety practices prior to performing these functions. Installers shall vide temporary (5031357-2118 bracingper SCSI Unless noted oherwise,top chord shall have rgper attached structural sheathing and bottom chord shall have a propey attachd rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Appl plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Builddm Cpomponents Group Inc.shall not be responsible for any deviation from this drawing,any,failure to build the ,.,.wr,,."".. truss in conformance with ANSITTPI 1, or for handling shipping,.installation and bracing of trusses. A seal on this drawing or cover papa listing this drawing,indicates acceptanceofrofessional englneenn responsibility solelyior the design shown.The suitabili 155 HarlemAve No rth and use at this drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. Glenview,orthBuilding,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.orq SEON:305462 MONO Ply: 1 Job Number: 0722001 Cunt:R 7175 JRaf:1X1-171750002 T105 FROM:MG Qty: 6 Tigard Senior Housing DrwNo: Page 2 of 2 Tres Label: 18P4 ... / ... 11/28/2022 12 0.25 4 111.SX A =3X5 B • 3X5 III 1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 575.58 -577.41 - 0.014 0.015 2 2x4 HF#2 22.38" Plywd D - C 576.80 -575.73 - 0.012 0.012 2 2x4 HF#2 22.38" Diaph A - D 519.77 -560.74 0.008 0.008 0.016 2 2x4 HFStand+HFStud 20.98' - - 8 842.85 -842.98 0.309 - 0.309 1 2x4 HFStand+HFStud 23.62' - B - C 610.07 -651.06 0.223 0.004 0.228 2 2x4 HFStand+HFStud 20.59' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) de11X(T) A 0.01' 32.9T 1.5%4 0.96 0.30 N 0.00" U999 0.00" L/999 0.00" 0.00' 8 1.8T 32.93' 3X5 0.96 0.80 N 0.00" U999 0.00" U999 0.00" 0.00' C 1.87' 30.93' 1.5X4 0.96 0.80 N 0.00" U999 0.00" U999 0.00" 0.00' D 0.01' 30.93' 3X5 0.96 0.95 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases __ ____________ _ __ ____ __ ________________ [Dragstrut L-R][OC 24.00][DF 1.601[NM 1] -_---_ [Dragstrut R-L][OC 24.00][DF 1.60][NM 1] -_---- _--W-_-_-_-_--_-_-_---------------_-------_ Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.9 L[y=33.01[100%1 -310 PLF @ 0.0 to-310 @ 1.9 L[y=33.0J[100%J 22 PLF @ 0.0 to 22 @ 1.9[y=36.1][ 0%) 22 PLF @ 0.0 to 22 @ 1.9[y=36.1][ 0%] -310 PLF @ 0.0 to-310 C 1.9 L[y=30.8][100%] 310 PLF @ 0.0 to 310 @ 1.9 L[y=30.8][100%) 16 PLF @ 0.0 to 18 @ 1.9[y=25.8][ 0%] 18 PLF @ 0.0 to 18 @ 1.9[y=25.8][ 0%] 310 PLF @ 0.0 to 310 @ 0.0[y=31.1][100%] -310 PLF @ 0.0 to-310 @ 0.0[y=31.1][100%] -310 PLF @ 1.9 to-310 @ 1.9[y=31.111100%] 310 PLF @ 1.9 to 310 @ 1.9[y=31.11[100%1 Brg.#1 Vert.R= 98.7 it Hor.R= 0.0# Brg.#1 Vert.R= 50.5#Hor.R= -0.0# '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. '*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.eox968 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)f safety practices prior to performing these functions. Installers shall provide temporary 1503)357.2118 bracingper BCSI.Unless noted otherwise,top chrd shall have properlyattached structural sheathing and bottom chord shall have a properly attachd rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,B7_ or B10, as applicable. Apply plates to each face of truss and position as shown above and on thg JointDetails, unless noted otherwise. Defer to ALPINE drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIII PI 1, or for handling, shipping, instalaion and bracing of trusses. A seal on this drawing or cover peon 155 Haden Ave listing this drawing indicates acceptance of professional ena1�ineenng responsibility solely for the design shown.The suitability and use o is North Builoin 4th Floor drawing for any structure is the responsibility of the Building"Designer per ANSI/TPI 1 Sec.2. 9• For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEQN:305464/ MONO Ply: 1 Job Number: 0722001 Cost:R7175 JRef:1XL171750002 T106 FROM:MG Qty: 6 Tigard Senior Housing DrwNo: 332.22.0740.12404 Page 1 of Truss Label: 'BPS I RTT 11128/2022 12 0.25 111 A.5X4 m3X5 _ 0B I. mei _- l N h I — II 1 e, =3X5 Ill1.5X4 I--1'10"6-H 1'10"6 1'10'6 -� Loading Criteria(psi) Wind Criteria 'MOW Criteria (Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(Ibs),or'=PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in loc Udell LI# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(speed) Cc: - VERT(LL): 0.002 B 999 380 Loc R+ /R- /Rh /Rw I U /RL dfi BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.002 B 999 240 C• - /- /- /53 /- /- BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.010 A - - Wind reactions based on MWFRS EXP:B Kzt:NA HO L. 0.010 A - - C Br Wid=22.4 Min Des Ld: 45.00 RZ(T 1 9 Req=- MeD 6.0 43.14 ft Building Code: Creep Factor:2.0 Bearing D is a rigid surface. NCBCLL: 2.0.00 BCDL:4.2 psf Members not listed have forces less than 375# Load: n0 MWFRS 4.2 Parallel IBC Std: Max BC CSI: 0.012 Maximum Top Chord Forces Per Ply(Ills) Load Duration:1.15 Dist:0 b h/2 WI Std: 2014 Max BC CSI: 0.012 Chords Tens.Comp. Spacing:24.0" C&C Dist a:3.00 ft Rep Fec:No Max Web CSI: 0.312 Loc.from endwall:NA FT/RT:4(0)/4(0) A-B 576 -577 GCpi:0.18 Plate Type(s): . Wind Duration:0.00 WAVE VIEW Vet:21.02.00B.1108.20 Maximum Bet Chord Forces Per Ply(lbs) Crowbar Chords Tens.Comp. Top chord 2x4 HF#2 D-C 577 -576 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Fords Per Ply(Iba) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 533 -574 B-C 623 -664 578#( 310.00 plf)along top chord,from either 0-B 852 -852 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 578 310.00 TC 0.00 1.86 578 310.00 BC 0.00 1.86 Additional Notes • Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide • lateral restraint for end webs against buckling. The overturning force at each end must be transferred I between successive panels. The vertical connection $O PROpSs required at each end is equal to the drag load in PLF .��G S times the truss height in feet. �i5 ��G i IV E- �0, Truss must be installed as shown with top chord up. 63294PE 9 �1 OREGON r4 SLY 14,20e0 ie *sell Tan Renewal 6/3012024 1 1/28/2022 '`WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tnus Col! .nenb of Oregon,Inc. *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handlin shipping installing and bracing. Refer to and follow the latest edition of BCSI(Building corners OR 97113 Componen(Safety Information,by WI and SBCA)for sanely pracptices priory to performing these functions. Installers shall provide temporary (503)357.2118 bracing per BCSI.Unless noted otherwise,top chord shall have prgperly attached structural sheathing and bottom chord shall have a propp@4 y attached rigid ceiling.Locations shown for of lateral restraint of webs shall have bracing installed per SCSI sections B3,B7 or 810, as applicable. Appl relates to each face o truss and positionas shown above and on the Join Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to jobs eneral Notes page for additional information. Alpine,a division of ITW Buildi CComponent Grog Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI�'PI 1, or for handlinip shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of protfessio6al enaiineenng responsibility solely for the design shown.The suitability and use of this North Building,drawing for any structure is the responsibility of the Building-Designer per ANSIJTPI 1 Sec.2. g,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEON:305464 MONO Ply: 1 Job Number: 0722001 Cuat:R7175 JRef:1XL171750002 T106 FROM:MG City: 6 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: IBP5 ... / ... 11/28/2022 12 0.25 III 1.5X4 A -3X5 g =3X5 III1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 575.60 -577.41 - 0.014 0.015 2 2x4 HF#2 22.38" Plywd D - C 576.80 -575.76 - 0.012 0.012 2 2x4 HF#2 22.38" Dlaph A - D 532.66 -573.64 0.008 0.008 0.017 2 2x4 HFStand+HFStud 21.48" - D - B 852.32 -852.45 0.312 - 0.312 1 2x4 HFStand+HFStud 24.08" - B - C 822.96 -663.95 0.228 0.004 0.232 2 2x4 HFStand+HFStud 21.09" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) delX(L) detlX(T) A 0.01' 43.01' 1.5X4 0.96 0.30 N 0.00" U999 0.00" L/999 0.00" 0.01" B 1.8T 42.97' 3X5 0.96 0.81 N 0.00" L/999 0.00' 1./999 0.00" 0.00" C 1.8T 40.93' 1.5X4 0.96 0.80 N 0.00" U999 0.00" U999 0.00" 0.00" D 0.01' 40.93' 3X5 0.96 0.95 N 0.00" U999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases ________ ----- _[Dragstrut L-RJ[OC 24.00][DF 1.60][NM 1] [Dragstrut R-Lj[OC 24.00J[DF 1.60][NM 1] ==_ __________ ___ =_�=- Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.9 L[y--43.1](100%] -310 PLF @ 0.0 to-310 @ 1.9 L[y=43.1][100%] 22 PLF @ 0.0 to 22 @ 1.9[y=46.2][ 0%] 22 PLF @ 0.0 to 22 @ 1.9[y--46.2][ 0%] -310 PLF @ 0.0 to-310 @ 1.9 L(y-40.8J[100%] 310 PLF @ 0.0 to 310 @ 1.9 L[y--40.8][100%] 18 PLF @ 0.0 to 18 @ 1.9[y=35.B][ 0%] 18 PLF @ 0.0 to 18 @ 1.9[y=35.811 0%] 310 PLF @ 0.0 to 310 @ 0.0[y=41.1][100%] -310 PLF @ 0.0 to-310 @ 0.0[y--41.11[100%1 -310PLF@ 1.9 to310@ 1.9(y 4l.1][i00%] 310 PLF @ 1.9 to 310@ 1.9[y=41.11[100%1 Brg.#1 Vert.R= 98.7#Hor.R= 0.0# Brg.#1 Vert.R= 50.5#Hor.R= -0.0# --------- "'WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Taus Components ororegcn.ins. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boxo,68 97113 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of SCSI(Buildin Cofl55 x OR Component Safety Information,by TPI and SBCA)far safety practices pnor to performing these functions Installers shall provide tempora 118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord,shall have a props y attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing instlled per BCSI sectons 83,B7 or B10, as applicable. Apply plates to each face of tru. s and position as shown above and on the JointDetails, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions.Refer to fob's General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the miss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing thi North Building,indicates acceptance of professional engineenng responsibility solelylor the design shown.The suitabilrt9 and use of this drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. 4th Floor • For more information see these web sites:Alpine:alpineitw.com;TPI:tp!nstorg;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 80025 SEQN:305466/ MONO Ply: 1 Job Number: 0722001 Cust:R 7175 JRef:1XL171750002 T107 FROM:MG Oty: 6 Tigard Senior Housing DrwNo: 332.22.0740.12733 Page 1 of 2 Truss Label: IBP6 / RTT 11/26/2022 12 0.25 • 1111.5X4 A w3X5g tO l • mei _ l � Yv tl r, =3X5 1111.5X4 • 1'10'6 1'10'6 Leading Critelli(psf) Wind Criteria Snow Criteria (Pg.Pf i,PSF) DefllCSI Crherfa •Maximum Reactions(flea),or*.PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in hoc Udefl Lie Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce: - VERT(LL): 0.002 B 999 360 Loc R+ /R- /Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.002 B 999 240 C• - /- /- /53 /- /- BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.010 A - - Wind reactions based on MWFRS Des Ld: 45.00 EXP.B Kzt:NA HORZ(TL): 0.011 A - - C Brg Wid=22.4 Min Req=- Mean Height:43.18 ft NCBCLL:0.00 Building Code: Creep Factor:2.0 Bearing D is a rigid surface. Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.015 TCDL:6.0psf Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.012 Maximum Top Chord Forces Per Ply(Ibs) Spacing:24.0' C&C Dist a:3.00 ftRep Fac:No Max Web CSI: 0.316 Chords Tens.Comp. Loc.from endwall:NA FT/RT:4(0)/4(0) A-B 576 -577 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver:21.02.00B.1108.20 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord 2x4 HF#2 D-C 577 -576 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per My(Ibs) Loading Webs Tens.Comp. Webs Tens. Camp. Truss transfers a maximum horizontal load of A-I) 546 -587 B-C 636 -677 578#( 310.00 plf)along top chord,from either D-B 862 -862 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 578 310.00 TC 0.00 1.86 578 310.00 BC 0.00 1.86 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred �p PROF between successive panels. The vertical connection R F required at each end is equal to the drag load in PLF C'(N��SS/O times the truss height in feet. 0 � Truss must be installed as shown with top chord up. 83294PECr 9 OREGON SLY 16,2p00 1:‘," Snell Tan Renewal 6/30/2024 11/28/2022 '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tess Components of Oregon,Ins. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box sea Trusses require extreme care in fabricating,handling shipping,installinand bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fSoi g,safetty practices prior to performing these functions. Installers shall provide temporary 1503)357-211e bracing per BCSI.Unless noted otherwise,top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z'for standard plate positi ons.Refer to jobs General Notes page for additional information. Alpine,a division of ITW Buildin Compone nts Grow)Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping installation and bracing of trusses. A seal on this drawingor cover page 155 Harlem Ave listing this drawing indicates acceptance of protesslgnal engineering responsibility solely Tor the design shown.The suitabilit and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponenls.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:305466 MONO Ply: 1 Job Number. 0722001 Cush R7175 JRef.1XL171750002 T107 FROM:MG Oly: 6 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: IBP6 ... I ... 11128/2022 12 0.25 I111.5X4 A =3X5g =3X5 III1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 575.62 -577.41 - 0.014 0.015 2 2x4 HF#2 22.38" Plywd D - C 576.80 -575.78 - 0.012 0.012 2 2x4 HF#2 22.38" Diaph A - D 545.56 -586.53 0.009 0.008 0.017 2 2x4 HFStand+HFStud 21.98" - D - B 861.88 -862.01 0.316 - 0.316 1 2x4 HFStand+HFStud 24.51" - B - C 635.85 -676.84 0.233 0.004 0.237 2 2x4 HFStand+HFStud 21.59" - Joint x y Plate Cq JSI Method defiY(L) deflY(T) defX(L) deflX(T) A 0.01' 43.05' 1.5X4 0.96 0.30 N 0.00" U999 0.00" L/999 0.01" 0.01" B 1.8T 43.01' 3X5 0.96 0.82 N 0.00" U999 0.00" U999 0.00" 0.00" C 1.87' 40.93' 1.5X4 0.96 0.80 N 0.00" U999 0.00" U999 0.00" 0.00" D 0.01' 40.93' 3X5 0.96 0.95 N 0.00" 11999 0.00" U999 0.00' 0.00" Loads using option:User Modified Load Cases [Dragstrut L-R][OC 24.00](DF 1.601tNM 11 ----- ------- (Dragstrut R-L](OC 24.00$DF 1.60](NM 1) ------ -----_---_-_-_-_-_----_-------------- Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 it 1.9 L[y=43.11[100%1 -310 PLF @ 0.0 to-310 @ 1.9 L[y 43.1][100%) 22 PLF @ 0.0 to 22 @ 1.9[y=46.2)( 0%] 22 PLF @ 0.0 to 22 @ 1.9[y--46.211 0%] -310 PLF @ 0.0 to-310 @ 1.9 L(y=40.8][100%] 310 PLF n 0.0 to 310 @ 1.9 L N=40.81[100%] 18 PLF @ 0.0 10 18 @ 1.9[y=35.8][ 0%] 18 PLF @ 0.0 to 18 @ 1.9[y=35.8][ 0%] 310 PLF @ 0.0 to 310 @ 0.0[y=41.1][100%] -310 PLF @ 0.0 to-310 @ 0.0[y=41.1](100%] • -310 PLF @ 1.9 to-310 @ 1.9[y=41.1][100%] 310 PLF @ 1.9 to 310 a 1.9(y=41.1][100%] Brg.#1 Vert.R= 98.7#Hor.R= -0.0# Brg.#1 Vert.R= 50.5#Hor.R= 0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tnw.(„Rlpl,nenb of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box4ee Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI en SBCA)ter safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,lap chord shall have roper) attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face oI truss and position as shown above and on the JoinfOetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1. or for handling, shipping,.installation and bracing off trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional en meennq responsSb�i1ll solely-Ng the design shown.The suitability and use of this North Building.4th Floor drawing for any structure is the responsibility of the Building-Uesign6r per ANSUTPI 1 Sec.2. North ui IL 4th For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:lccsafe.orq;AWC:awc.orq SEON:305468/ MONO Ply: 1 Job Number: 0722001 Cast 87175 JRet-.1xL171750002 r106 FROM:MG Oty: 6 Tigard Senior Housing Drwklo: 332.22.0740.12921 Page 1 of 2 Trues Label: IBP7 I RTT 11/28/2022 0.25 1111A 4 =3X5 8 TI. MIIIIMMIliwei Ø l Ewe ro hi I 1 w3X5 III1.5X4 f.---1'10'6--{ 1'10'6 i 1'10'6 Loading Criteria(psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Del#CS1 Criteria •Maximum Reactions(Ibs),or•=PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in be Udefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Ph 11,0(specited) Ce: - VERT(LL): 0.002 B 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT CL: 0.002 B 999 240 BCDL: 9.00 Risk Category:II ( ) - /- /53 /- /- Snow Duration: - HORZ(LL): 0.011 A - - Wind reactions based on MW FRS Des Ld: 45.00 EXP.B Kzt:NA HORZ(TL): 0.011 A - - C Brg Wid=22.4 Min Reg= - NCBCLL:0.00 Mean Height:33.22 ft TCDL:4.2 psf Building Code: Creep Factor:2.0 Bearing D is a rigid surface.Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.015 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.012 Maximum Top Chord Forces Per Ply(Ibs) Spacing:24.0' C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.319 Chords Tens.Comp. Loc.from endwall:NA FT/RT:4(0)/4(0) A-B 576 -577 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Var:21.02.008.1108.20 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord 2x4 HF#2 D-C 577 -576 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 568 -599 B-C 649 -890 578#( 310.00 pit)along top chord,from either D-B 872 -872 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 578 310.00 TC 0.00 1.86 578 310.00 BC 0.00 1.86 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load slated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred Q PRO between successive panels. The vertical connection F1.E FF required at each end is equal to the drag load in PLF y�� (� `rS� times the truss height in feet. �. aG F , 0, Truss must be installed as shown with top chord up. (V 83294PE 9 • OREGON 1 wCY 14,2°°� Qr ssell Taff Renewal 6730/2024 11/28/2022 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon lac. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 968 Trusses require extreme care in fabricating handling],shipping,installing and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Coon nen Safety Information,by TPI and SBCA)Mr safely practices pnor to performing these functions. Installers shall provide temporary 15031357.2fl6 bracing per BCSI.Unless noted otherwise,lop chord shall have properly attached structural sheathing and bottom chord shall hay ea properly attached rigid ceiling.Locations shown for permanent lateral resraint of webs shall have bracing installed per BCSI secti e ons B3,87 or 1310, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE. drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building Components Grow Inc.shall not be responsible for an d viation from this drawing,any failure to build the .xmwrnwsv truss in conformance with ANSI/TPI 1, or for handling, shipping,installation and bracin of trusses. A seal op this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional engOneenng responsibility solely or the design shown.The suitability and use of this drawing or any structure is the responsibility of the Building-Designer per ANSI/T I 1 Sec.2. North Building.4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEQN:305468 MONO Ply. 1 Job Number. 0722001 Cut R7175 JRet1XLI71750002 Tice FROM:MG Qty: 6 Tigard Senior Housing Drwtio: Page 2 of 2 Truss Label: IBP7 ... / ... 11128/2022 12 0.25 III1.5X4 A =3X5B ■ ■ =i Ism ■■.'' II 3X5 I111.5X4 Member Maxim MexComp Axial Bend CSI GLC Size Material Length Brace A - B 575.64 577.41 - 0.014 0.015 2 2x4 HF#2 22.38" Plywd D - C 576.80 -575.80 - 0.012 0.012 2 2x4 HF#2 22.38" Diaph A - D 558.45 -599.42 0.010 0.008 0.018 2 2x4 HFStand+HFStud 22.48" - D - B 871.53 -871.66 0.319 - 0.319 1 2x4 HFStand+HFStud 24.96" - B - C 648.74 -689.73 0.238 0.004 0.242 2 2x4 HFStand+HFStud 22.09" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) dellX(T) A 0.01' 33.09' 1.5X4 0.96 0.30 N 0.00' U999 0.00" U999 0.01" 0.01" B 1.87' 33.05' 3X5 0.96 0.83 N 0.00" U999 0.00" U999 0.00" 0.00" C 1.8T 30.93' 1.5X4 0.96 0.80 N 0.00" U999 0.00" U999 0.00" 0.00' D 0.01' 30.93' 3X5 0.96 0.95 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases - [Dragstrut L-R][OC 24.00][DF 1.601[NM 1] -_-_ [Dragstrut R-L][OC 24.00j[DF 1.601[NM 1] _-_-_ _-_-_-_-_-_-_-_-_-_-_- -_-_-_--_-----_T_ Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF lat 0.0 to 310 @ 1.9 L[y=33.2][100%] -310 PLF @ 0.0 to-310 C 1.9 L[y=33.21[100%1 22 PLF @ 0.0 to 22 CO 1.9(y=36.2][ 0%1 22 PLF( 0.0 to 22 fp 1.9[y=36.2][ 0%] -310 PLF @ 0.0 to-310 @ 1.9 L 1y=30.811100%] 310 PLF @ 0.0 to 310 @ 1.9 L[y=30.811100%] 18 PLF @ 0.0 to 18 lit 1.9(y=25.81( 0%I 18 PLF @ 0.0 to 18 i 1.9 Iy=25.8J[ 0%J 310 PLF ilgj 0.0 to 310 @ 0.0(y=31.11[100%1 -310 PLF t 0.0 to-310 @ 0.0[y=31.11[100%) -310 PLF(d 1.9 to-310 Q 1.9[y=31.1][100%] 310 PLF© 1.9 to 310 al 1.9[y=31.1][100%] Brg.#1 Vert.R= 98.7#Hor.R= -0.0# Brg.#1 Vert.R= 50.5#Hor.R= -0.0# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Ins. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating h ndlingq shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97119 Component Safety Information,by TPI and SBCA)tOr safety practices prior to performing these functions. Installers shall provide temporary (so3135]-2ne bracing per BcSI.Unless noted otherwise,top chord shall have proper)p attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have braci installed per BCSI sections 63,87 or B10, 'w. as applicable. Appl plates to each face of tries and position as shown above and on the Join etails, unless noted otherwise. Refer to drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional in ormalion. ALPINE Alpine,a division of ITW BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,anyfailure to build the truss in conformance with ANSIII PI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Hadem Ave listing this drawing,indicates acceptance of professional engmeenng responsibility solelylor the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor - For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview.IL 60025 SEQN:305470/ MONO Ply: 1 Job Number:0722001 FROM:MG Qty: 4 Tigard Senior HousingCuss R 7 J2131750002 T109 33 DrwNo: 2.22.070740. 13123 Page 1 of 2 Truss Label: IBP8 / RTT 11/28/2022 12 0.25 111 .SX4 A m B TIMMIlirmil T Ilo co NI — IL =3X5 1111.5 4 f--1'10'6--I 1'10'6 i 1'10"8 Loading Criteria(pat) Wind Criteria Snow Criteria (Pg,Pt In PSF) DMICS,Criteria •Maximum Reactions(Ibs),or'.PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection In be Udell L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt:11.0(speclfied) Ce: - VERT(LL): 0.002 B 9'39 360 Loc R+ /R- /Rh I Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT CL: 0.002 B 999 240 BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.011 A - - Wind reactions based on MWFRS /- /- Des Ld: 45.00 EXP;B Krt'NA D HORZ(TL): 0.011 A - - C Brg W id=22.4 Min Req=- NCBCLL:0.00 Mean Height:43.26 ft TCDL:4.2 psf Code: Creep Factor:2.0 Building Bearing D is a rigid surface.Soffit. 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.015 Members not listed have forces less than 3754 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 WI Std: 2014 Max BC CSI: 0.012 Maximum Top Chord Forces Per Ply(Ibs) Spacing:24.0" CSC Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.323 Chords Tens.Comp. Loc.from endwall:NA FT/RT:4(0)/4(0) A-B 576 - 577 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver:21.02.00B.1108.20 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. _ Top chord 2x4 HF 62 D-C 577 -576 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Fortis Per Ply(Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 571 -812 B-C 662 -703 578#( 310.00 plf)along top chord,from either D-B 881 881 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(6) (PLF) Mbr Start End Case 1: 578 310.00 TC 0.00 1.86 578 310.00 BC 0.00 1.86 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred between successive panels. The vertical connection :& ' PRop required at each end is equal to the drag load in PLF 'S. `SSi times the truss height in feet. ,0 ‘,,‘G%N FF O Truss must be installed as shown with top chord up. 14/ 83294PE oil 7 Lt ' OREGON �I. �Ly 14,2004 Q\ s„....... Ssef1 Tan t Renewal 6/6/30/2024 II/29/2022 "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! TRIM Components of Oregon,Inc. **IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 cusses require extreme care in fabricating,handling shipping,installing and bracing.. Refer to and follow the latest edition of BCSI(Building Comellua OR 97113 Component Safety Information,by TPI and SBCA)for safety practicesprior to performing these functions, Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall Have properly attached structural sheathing and bottom chord shall have a properly attached n id ceiling.Locations shown or permanent lateral restraint of webs shal have bracing installed per BCSI sections B3,B7 or B10, I''� as applicable. Appl plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE' I NE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. A AIping,a division of ITW Buildtn Compon nts Group Inc.shall not be responsibl for any deviation from this drawing,an failure to build the c"nwmww truss In conformance with es acceptance Pb 1, or for handling shipping,,installation ands bracin of trusses. A seal on this drawing or cover page (lsting this drawing,indicates acceptance of professional enge enng responsibility solely the design shown.The suitability and use of 81is Nor Harlem Ave drawing for any structure is the responsibility of the Building uesigner per ANSI/TPI 1 Sec.2. North Budding,4th Floor • For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsate.org;AWC:awc.org Glenview,IL 60025 SEON:305470 MONO Ply: 1 Job Number.0722001 Coat R7175 JRd:1XL171750002 T109 FROM MG Oty: 4 Tigard Senior Housing Dnvf10: Page 2 of 2 Truss Label: IBP8 ... I ... 11/282022 12 0.25 111.5X4 -3X5 B =3X5 1111.5 4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 575.66 -577.41 - 0.014 0.015 2 2x4 HF#2 22.38" Plywd D - C 576.80 -575.82 - 0.012 0.012 2 2x4 HP#2 22.38" Diaph A - D 571.33 -612.31 0.010 0.009 0.019 2 2x4 HFStand+HFStud 22.98" - D - B 881.25 -881.38 0.323 - 0.323 1 2x4 HFStand+HFStud 25.42" - B - C 661.63 -702.82 0.242 0.004 0.247 2 2x4 HFStand+HFStud 22.59' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) dellX(L) defIX(T) A 0.01' 43.13' 1.5X4 0.96 0.30 N 0.00" L/999 0.00" L/999 0.01" 0.01" B 1.8T 43.10' 3X5 0.96 0.83 N 0.00" U999 0.00" U999 0.00" 0.01" C 1.8T 40.93' 1.5X4 0.96 0.80 N 0.00" U999 0.00" U999 0.00' 0.00" D 0.01' 40.93' 3X5 0.96 0.95 N 0.00" U999 0.00" 11999 0.00" 0.00" Loads using option:User Modified Load Cases - [Dragstrut L-R][OC 24.00][0F 1.60][NM 1] - [Dragslrut R-L][OC 24.00][DF 1.60][NM 1] -_-_-_ - - ---- __------_-- Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.9 L[y--43.2][100%] -310 PLF t 0.0 to-310 f 1.9 L[r-43.2][100%] 22 PLF @ 0.0 to 22 @ 1.9[y=46.31[ 0%] 22 PLF @ 0.0 to 22 @ 1.9[y=46.31( 0%1 -310 PLF @ 0.0 to-310 @ 1.9 L[y=40.B][100%] 310 PLF @ 0.0 to 310 @ 1.9 L[y=40.8][100%) • 18 PLF @ 0.0 to 18 @ 1.9(y=35.8)[ 0%] 18 PLF @ 0.0 to 18 @ 1.9(y=35.81[ 0%1 310 PLF @ 0.0 to 310 G 0.0[y=41.11[100%1 -310 PLF @ 0.0 to310@ 0.0(y41.1][100%] -310 PLF @ 1.9 to-310 @ 1.9[y--41.1](100%] 310 PLF @ 1.9 to 310 @ 1.9[y=41.11[100%1 Brg.#1 Vert.R= 98.7#Hor.R= -0.0# Brg.#1 Vert.R= 50.5#Hor.R= -0.0ff i "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box sea Trusses require extreme care in fabricating,handling,shipping,installing and bracing., Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,byTPI and SBCA)for safety pactices nor to performing these functions. Installers shall provide temporary (so3)357-211B bracingper BGS!.Unless noted Otherwise,to chord shall have pro a attached structural sheathing and bottom chord,shall have_a properly attachd ngid Ceiling.Locations sown o permanent lateral restraint or webs shall have bracinrtg�jnstalled per BCSI sectons 53,B7 or B10, as applicame. Appl plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Building_Components Group Inc.shall not be responsiblefor any deviation from this drawing,any failure to build the • truss in conformance with ANSI/TPI 1, or for handling shipping,.installation and bracing of trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professional engineering responsibility solely-for the design shown.The suitability and use of this 155 Harlem Ave drawing for any structure is the responsibility of the Building'Designer per ANSI/TPI 1 Sec2. North Building,4th Floor F.r more information see these web sites:Al.tne:al.ineitw.com'TPI:t.inst.or.•SBCA:sbcacom.onents.00m'ICC:iccsate.or.•AWC:awc.or. Glenview,IL 60026 1 SEON:305472 I MONO Ply: 1 Job Number. 0722001 Cast R 7175 JRot 1XL171750002 7110 FROM:MG Qty. 4 Tigard Senior Housig IAw1'o: 332.22.0740.12654 Page 1 of 2 Truss Label: IBP9 I RTT 1128/2022 12 0.25 61ASX4 e:3X5 B Ia T • I11 • • • -3X 111. F--1'10.6--I 1'10"6 1'10"6 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Dsfl/CSI Criteria •Maximum Reactions(Ibs),or"aPLF • • TCLL: 25.00 Wind Std: ASCE 7.16 Pg:10.0 Ct: - CAT: - PP Deflection in loc Udefl U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11,0(specified) Ce: - VERT(LL): 0.002 B 999 360 Loc R+ /R- /Rh /Rw I U /RL • BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.002 B 999 240 c" - /- /- /53 /- /- • • BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.011 A - - Wind reactions based on MWFRS • EXP:B Kzt:NA Des Ld: 45.00 Mean Height:43.30 ft HORZ(TL): 0.012 A - - C Brg Wid=22.4 Min Req=- NCBCLL:0.00 TCDL:6.0 psf Buiding Code: Creep Factor:2.0 Bearing D is a rigid surface. Soffit: 2.00 IBC 2018 Max TC CSI: 0.015 Members not listed have forces less than 375# BCDL:4.2 psi Load Duration:1.15 MWFRS Parallel Dist:0 to FJ2 TPI Std: 2014 Max BC CSI: 0.012 Maximum Top Chord Forces Per Ply(Ibs) Spacing:24.0" C&C Dist a:3.00 Rep Fac:No Max Web CSI: 0.326 Chords Tens.Comp. Loc,from endwall:NA FTIRT:4(0)/4(0) A-B 576 -577 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver:21.02.008.1108.20 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp_ Top chord 2x4 HF#2 D-C 577 -576 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 584 -t175 B-C 675 -716 578#( 310.00 plf)along top chord,from either D-B 891 -891 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 578 310.00 TC 0.00 1.86 578 310.00 BC 0.00 1.86 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The i overturning force at each end must be transferred between successive panels. The vertical connection y(CO PROF. required at each end is equal to the drag load in PLF 'C° SS, limes the truss height in feet. ,3 aG 1 N FF iO Truss must be installed as shown with top chord up. kr 63294PE 9 ..r� OREGON ~Ce SLY 14,2a. QI ssefl Ta" Renewal 613012024 11/28/2022 • **WARNING'. READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Cornponenls of Oregon,Inc. "IMPORTANTT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices prior to.performing these functions. Installers shall provide temporaryIso313s7-z11e bracing per BcSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restrain)of webs shall have bracing installed per BCSI sections 93,B7 or B10, as applicable. Appl plates to each face of tru s and position as shown above and on the Joint-Details, unless noted otherwise. (Refer to drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Building Components GroupInc.shall not be responsible for any deviation from this drawing,an failure to build the truss in confom)ance with ANSITTPI 1, or for handlig, shipping,.installation and bracing.of trusses. A seal on this drain or cover page 155 Harlem Ave listing this drawmg,indicates acceptance,of pro essBuilding-Designer nel engineenng responsibility solely for the design shown.The suitability and use of this drawing or any s cture is the responsibility of the ui ding esigner per ANSI/T I 1 Sec.2. North Building,4th Floor • For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AW C:awc.org Glenview,IL 60025 SEQN:305472 MONO Ply: 1 Job Number: 0722001 Cant R7175 JRet 1XL171750002 T110 li FROM:MG Qty: 4 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: IBP9 ... I ... 11/28/2022 12 0.25 • 1.5X4 A =3X5 B 3X5 1111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - 8 575.67 -577.41 - 0.014 0.015 2 2x4 HF#2 22.38" Plywd D - C 576.80 -575.84 - 0.012 0.012 2 2x4 HF#2 22.38" Diaph A - D 584.22 -625.19 0.011 0.009 0.020 2 2x4 HFStand+HFStud 23.48" -- 0 - B 891.04 -891.17 0.326 - 0.326 1 2x4 HFStand+HFStud 25.87" -- B - C 674.52 -715.51 0.247 0.005 0.252 2 2x4 HFStand+HFStud 23.09" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A 0.01' 43.18' 1.5X4 0.96 0.30 N 0.00" 11999 0.00" U999 0.01" 0.01" B 1.8T 43.14' 3X5 0.96 0.84 N 0.00" L/999 0.00" 1J999 0.01" 0.01" C 1.87' 40.93' 1.5X4 0.96 0.80 N 0.00" I/999 0.00" L/999 0.00" 0.00" D 0.01' 40.93' 3X5 0.96 0.95 N 0.00" 11999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases ---------- ------- [Oragstrut L-RJ[OC 24.00]IDF 1.608NM 1] [0ragstrut R-L][OC 24.00)[DF 1.601[NM 11 - Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.9 L[y--43.2][100%] -310 PLF @ 0.0 to-310 @ 1.9 L[y=43.2)(100%1 22 PLF @ 0.0 to 22 @ 1.9 Iy=46.31( 0%1 22 PLF @ 0.0 to 22 @ 1.9[y--46.31[ 0%) -310 PLF @ 0.0 to-310 @ 1.9 L[y=40.81[100%1 310 PLF 022 0.0 to 310 @ 1.9 L(y-40.8][100%] 18 PLF @ 0.0 to 18 CO 1.9 1y=35.8]( 0%I 18 PLF @ 0.0 to 18 @ 1.9[y=35.81( 0%) 310 PLF @ 0.0 to 310 @ 0.0[y=41.1](100%J -310 PLF @ 0.0 to-310 @ 0.0(y--41.1](100%] -310 PLF @ 1.9 to-310 @ 1.9[y=41.1][100%] 310 PLF @ 1.9 to 310 @ 1.9[y=41.11[100%1 Brg.#1 Vert.R= 98.7#Hor.R= 0.0# Brg.#1 Vert.R= 50.5#Hor.R= -0.04 • **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,km. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box488 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building c°"'Ol"s OR 97113 'Component Safety Information,by TPI and SBCA)f safety practices prior to performing these functions. Installers shall provide temporary (503)357.2118 bracing per SCSI.Unless noted otherwise,top chord shall have properlyattached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint o webs shall have bracing installed per BCSI sections$3,B7 0 610, A , as applicable. Appl plates to each face of truss and position as shown above and on the Joint-Details., unless noted otherwise. Refer to A LPI 1 V E drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of 1TW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the 'truss in conformance with ANSI/I-PI 1, or for handling, shipping installation aridbracing of trusses. A seal on this drawingor cover page 155 Harlem Ave !listing this drawing indicates acceptance of professional engmeeiing responsibility soletyTor the design shown.The suitabilit and use of this drawing for any structure is the responsibility of the Building'Designer pet ANSI/7PI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tptnst.org;SBCA:sbcacomponents.com;ICC:iccsate.org;AWC:awc.org Glenview-IL 80025 SEON:305474/ FLAT Ply: 1 Job Number.0722001 Curt R 71T5 JRei:1XL1717601102 T130 FROM MG City: 3 Tigard Senior Housing DiwNo: 332.22.0740.13045 Page 1 of 2 Truss Label: IBP10 I RTT 11/28/2022 II tA5X4 3X5 B T IN�i_I ' PU Millinlij s, III3X5 1111.5 4 H--1'8'2---{ 18"2 1'8"2 Loading Criteria(pai) Wind Criteria Snow Criteria (Pg.Pf in PSF) D.fUC81 Criteria •Maximum Reactions(lbs),or•=PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct - CAT: - PP Deflection in roc 1../dell IJ# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt 11.0(specified) Ce: - VERT(LL): 0.002 B 999 360 Loc R+ /R- /Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT CL: 0.002 B 999 240 BCDL: 9.00 Risk Category:II ( ) - 1- /40R /- l- W Snow Duration: - HORZ(LL): 0.011 A - - Wind reactions based on MWFRS Des LA: 45.00 EJ(P.B Kzt.NA HORZ(TL): 0.012 A - - C Brg Wid=20.1 Min Req=- NCBCLL: 0.00 Mean Height:33.32 ft TCDL:6.0 psi n9 Code: Creep Factor:2.0 Bearing g D is a rigid surface. Soffit: 2.00 IBC 2018 Max TC CS!: 0.012 Members not listed have forces less than 375# BCDL:4.2 psf Maximum To Chord Forces Per Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CS!: 0.010 P Ply(lbs) Spacing:24.0" C8C Dist a:3.00 ft Rep Fee:No Max Web CSI: 0.316 Chords Tens.Comp. Loc.from endwall:NA FT/RT:4(0)/4(0) A-B 518 -519 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver:21.02.00B.1108.20 Maximum Bot Chord Forces Per Ply(lbs) Lumber Chords Tens.Comp. Top chord 2x4 HF#2 D-C 519 -518 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply Pa) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 585 -622 B-C 675 -712 520#( 310.00 plf)along top chord,from either D-B 863 -863 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 520 310.00 TC 0.00 1.68 520 310.00 BC 0.00 1.68 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred Q PROF between successive panels. The vertical connection F required at each end is equal to the drag load in PLF . -''E. `TSB times the truss height in feet. 0�� aG I N F� 0 Truss must be installed as shown with top chord up. 1(/ 83294PE if 9 et 0 OREGON A �Lv 44,200a a Ssell Tan Renewal 6/30/2024 11/28/2022 "WARNING`" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tess Components of Oregon,Yee. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.8os468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Conrlius OR 97113 Component Safety Information by TPI and SBCA)f safely practices prior to performing these functions. Installers shall provide temporary (te3Us7-21ts bracing per B SI.Unless noted otherwise,top chord shall Have properly attached structural sheathing and bottom chord shall have a properly attache nod ceiling Locations shown for permanent lateral restraint o webs shall have bracinaiinstalled per BCSI sections 53,07 or 1 , �� as applicaOle. Apply plates to each face of truss and position as shown above and on the Join stalls, unless noted otherwise. Hafer to ALPINE drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI///7PI 1, or for handling shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional eng1meenng responsibility solelylor the design shown.The suitability and use of this drawing for any sfri/cture is the responsibility of the Building IJesigner per ANSUTPI 1 58c.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 5EON:305474 FLAT Pty: 1 Job Number: 0722001 Gust R7175 JRef,1XL171750002 1130 FROM:MG Qty: 3 Tigard Senior Housing DrwNo; Page 2 of 2 Truss Label: IBP10 11/282022 III 145X4 -3X5 B 1 mil TAI ■mil Dr III3X5 I111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 517.90 -518.54 - 0.011 0.012 2 2x4 HF#2 20.12" Plywd D - C 518.57 -517.86 - 0.009 0.010 1 2x4 HF#2 20.12" Diaph A - D 585.13 -621.98 0.010 0.008 0.019 2 2x4 HFStand+HFStud 23.45" - D - B 863.21 -863.32 0.316 - 0.318 1 2x4 HFStand+HFStud 25.25" - B - C 675.44 -712.29 0.247 0.005 0.253 2 2x4 HFStand+HFStud 23.45" - Joint x y Plate Cq JSI Method defY(L) deflY(T) defIX(L) deflX(T) A 0.01' 33.1T 1.5X4 0.96 0.29 N 0.00" U999 0.00" U999 0.01" 0.01" B 1.68' 33.17' 3X5 0.96 0.81 N 0.00" U999 0.00" U999 0.01" 0.01" C 1.68' 30.93' 1.5X4 0.96 0.76 N 0.00" L/999 0.00" U999 0.00" 0.00" D 0.01' 30.93' 3X5 0.96 0.89 N 0.00" L/999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases - [Dragstrut L-R][OC 24.00][DF 1.601[NM 1] -_-_ _ -------- [Dragstrut R-L]]OC 24.00J[DF 1.60)[NM 1] -- `------ =--- -_-_-_-= =--- -_-_-_ Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.7 L[y=33.311100%1 -310 PLF @ 0.0 to-310 i 1.7 L[y=33.31[100%1 22 PLF© 0.0 to 22(g2 1.7[y=36.31[ 0%] 22 PLF @ 0.0 to 22© 1.7[y=36.31( 0%1 -310 PLF @ 0.0 to-310 @ 1.7 L[y=30.81[100%] 310 PLF(4 0.0 to 310 @ 1.7 L[y=30.8][100%J 18 PLF© 0.0 to 18 @ 1.7[y=25.8J( 0%1 18 PLF© 0.0 to 18 el 1.7[y=25.811 0%] 310 PLF© 0.0 to 310 a 0.01y=31.1J[100%1 -310 PLF© 0.0 to-310 m 0.0[y=31.1)1100%) -310 PLF @ 1.7 to 310© 1.7[y=31.111100%) 310 PLF© 1.7 to 310 @ 1.7[y=31.1J[100%1 Brg.#1 Vert.R= 67.1#Hor.R= 0.0# Brg.#1 Vert.R= 67.1#Hor.R= -0.0# i '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components or Oregon,Inc "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Sox 468 Trusses require extreme care in fabricating,handdli ,shipping,installing and bracing. Refer to and follow the latest edition of pCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)for safety practices pnor to performing these functions. Installers shall provide temporary (503)357.2118 bracing low BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord,shall hayY a properly attached ngid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sectons 83,Bq7 or B10, as applicable. Apply plates to each face of tru. s and position as shown above and on the Joint Details, unless rioted otherwise. Neter to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,.installation and bracing off trusses. A seal on this drawingor cover page listing this drawing,indicates acceptance of professional engineng responsibility solelyTor the design shown.The suitabilit and use of this 155 Harlem Ave drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor - For more information see these web sites:Alpine:alpineitw,com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe,orq;AWC:awc.org Glenview.IL 60025 SEON:305452/ FLAT Ply: 1 Job Number: 0722001 Cost R 7175 JReft 1%1.171750002 7111 FROM:MG Qty: 70 Tigard Senior Haring DiwNo: 332.22.0740.13076 Page 1 of 2 Truss Label: 1E011 / RTT 11/28/2022 I111.5X4 A —3X5 B T 1. ��� I wi rp 1rzinAl s, =4X5 I111.5X4 • • 1--110"6— I 1'10'6 1'10'6 Loading Criteria rash Wind Criteria Snow Criteria (P9,P(in PSF) Defl/CSI Criteria •Maximum Reactions(Ibs),or•=PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in loc Udefl U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11,0(gpecifed) Ce: - VERT(LL): 0.002 B 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT CL: 0.002 B 999 240 BCDL: 9.00 Risk Category:II ( ) /- /40 /- /- EXP:B Kzt.NA Snow Duration: - HORZ(LL): 0.012 A - - Wind reactions ns based on MWFRS Des Ld: 45.00 HORZ(TL): 0.012 A - - C Brg Wid=22.4 Min Req=- NCBCLL:0.00 Mean Height:33.32#TCDL:6.0 psf 9 Code: Creep Factor:2.0 Bearing g D is a rigid surface. Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.015 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.012 Maximum Top Chord Forces Per Ply(Ibs) Spacing:24.0- CRC Dist a:3.00 fl Rep Fac:No Max Web CSI: 0.329 Chords Tens.Comp. Loc.from endwall:NA FT/RT:4(0)/4(0) A-B 576 -577 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver:21.02.008.1108.20 Maximum Bat Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord 2x4 HF#2 D-C 577 -576 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply fibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 583 -624 B-C 674 -715 578#( 310.00 plf)along top chord,from either D-B 900 -900 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 578 310.00 TC 0.00 1.86 578 310.00 BC 0.00 1.86 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred O PRO between successive panels. The vertical connection ,(�GR� Ftsi required at each end is equal to the drag load in PLF ..,‘,0 G 1 NI F -' CI times the truss height in feet. �r1 F'il ..1:Truss must be installed as shown with top chord up. 83294PE 9 .r3 :REGO,- N rs r 14. IPo N. Q/sf Targ3 Renewal 6/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components Si Oregon,Inc, "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Boa 46B Trusses require extreme care in fabricating handlino,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and'SBCA)for safety practices nor to performing these functions. Installers shall provide temporary (503)357-2118 bracing per SCSI.Unless noted otherwise,top chord shall have proerly attached structural sheathing and bottom chord shall have a propery attached rigid ceiling Locations shown for permanent lateral restraint o webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply Plates to each face of truss and position as shown above and on the JPinfDetails, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW B ild1ingQ Components Group Inc.shall not be responsible for any deviation from this drawing,an failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, instalion and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional engineering responsibility solelyTor the design shown.The suitability and use of 01is drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,41h Floor For more Information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEQN:305452 FLAT PM 1 Job Number: 0722001 Cost R7175 JRer:1X1171750002 Till FROM:MG ay: 70 Tigard Senior Housing Dre f'b Page 2 of 2 Truss Label: IBP11 ... / ... 11/26/2022 1.5X4 A =3X5g ■ ■II r ■ ., =4X5 III1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 575.89 -576.77 - 0.014 0.015 1 2x4 HF#2 22.38" Plywd D - C 576.81 -575.86 - 0.012 0.012 2 2x4 HF#2 22.38" Diaph A - D 583.26 -624.24 D.011 0.009 0.020 2 2x4 HFStand+HFSlud 23.45" - D - B 899.50 -899.61 0.329 - 0.329 1 2x4 HFStand+HFSlud 26.11" - B - C 673.59 -714.57 0.247 0.005 0.251 2 2x4 HFStand+HFSlud 23.45" - Joint x y Plate Cq JSI Method defY(L) de6Y(T) de6X(L) de6X(T) A 0.01' 33.1T 1.5X4 0.96 0.30 N 0.00" U999 0.00" U999 0.01' 0.01" B 1.87' 33.17' 3X5 0.96 0.85 N 0.00" U999 0.00" U999 0.01' 0.01" C 1.87' 30.93' 1.5X4 0.96 0.76 N 0.00" U999 0.00" L1999 0.00" 0.00" D 0.01' 30.93' 4X5 0.96 0.76 N 0.00" U999 0.00" 1J999 0.00" 0.00" Loads using option:User Modified Load Cases [Dragstrut L-R][OC 24 00)[DF 1.60)[NM 1] __-_ -- .......... [Dragstrut R-L][OC 24.00)[DF 1.60)INM 1] -_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-�___-_Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.9 L[y=33.31[100%1 -310 PLF @ 0.0 to-310 @ 1.9 L[y=33.3][100%] 22 PLF @ 0.0 to 22 @ 1.9[y=36.311 0%) 22 PLF @ 0.0 to 22 @ 1.9(y=36.3)[ 0%] -310 PLF @ 0.0 to-310 @ 1.9 L[y=30.8][100%] 310 PLF @ 0.0 to 310 @ 1.9 L[y=30.8][100%] 18 PLF @ 0.0 to 18 @ 1.9[y=25.8)1 0%] 18 PLF @ 0.0 to 18 @ 1.9(y=25.8)[ 0%] 310 PLF @ 0.0 to 310 @ 0.0[y=31.11[100%1 310 PLF @ 0.0 to-310 @ 0.0[y=31.1][100%] -310 PLF @ 1.9 to-310 @ 1.9[y=31.1][100%] 310 PLF @ 1.9 to 310 @ 1.9[y=31.1][100%) i Brg.#1 VeA,R= 74,6#Hor.R= -0.0# Brg.#1 Vert.R= 74.6#Hor.R= 0.0# I • 'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Componente of Oregon.Inc. "'IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses reuire extreme care in fabricating,handling,ship Ing,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 ComponentSafety Information,by TPI andSBCA)for safely practicesprior to performing these functions. Installers shall provide temporary 1503)357-2118 bracing per SCSI.Unless noted oTherwise,top chord shall Rave properly attached structural sheathing and bottom chord,shall hay ea pro4perly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sectons$3,Be7 or B10, as applicable. A pTy plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to drawings 160 -Z for standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI,TPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Hadem Ave listing this drawing,indicates acceptance of professional engineenng responsibility North Building.sole8lyTor the design shown.The suitability and use of this draw ng for any structure is the responsibility of the Building-Designer per ANSITTPI 1 Sec.2. g,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:305476/ FLAT Ply 1 Job Number: 0722001 Cost:117175 JRet1XL171750002 7131 FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.12843 Page 1 of 2 Truss Label: IBP12 / RTT 11/28/2022 w 3X5 III.X4A B T • 0 1,1 I g i 1 Ir- t II13X5 1111.5X4 F—1'0"14—I 1'094 • 1'0"14 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,P(In PSF) DefICSI Criteria •Maximum Reactions(Iba) TCLL: 25.00 Wind Std: ASCE 7-18 Pg:10.0 Ct: - CAT: - PP Deflection in loc L/de8 L!# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce: - VERT(LL): 0.002 B 999 360 Lac R. I R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.002 B 999 240 C - /- /- /43 I- /- BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.012 A - - Wind reactions based on MWFRS Des 45.00 EXP:B KZL NA HORZ TL: 0.013 A - - C B W id=12.9 Min Req DesNC Ld: : 0.00 Mean Height:33.32 k Building Code: C ( ) rigid surface. - 1 5(Truss) Soffit: 2.00 BCDL:6.0 psf IBC 2018 Max Creep CS: 2 0.006 Members D is listed BCOL:4.2 psf Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.005 Maximum Web Forces Per Ply(Ibe) Spacing:24.0' C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.279 Webs Tens.Crxrtp. Webs Tens. Comp. Loc.from endwall:NA FT/RT:4(0)I4(0) A-D 590 -614 B-C 680 -704 GCpi:0.18 Plate Type(s): D-B 763 -763 Wind Duration:0.00 WAVE VIEW Ver:21.02.00B.1108.20 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Loading Truss transfers a maximum horizontal load of 333#( 310.00 plf)along top chord,from either direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 333 310.00 TC 0.00 1.07 333 310.00 BC 0.00 1.07 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred D PRO between successive panels. The vertical connection �(�R�' FFSS required at each end is equal to the drag load in PLF C9 I a t times the truss height in feet. C� �aG eF� 02 Truss must be installed as shown with top chord up. iti 83294PE 9 ..r� OREGON r4 ELT 14.-C' o Ssell Tars' Renewal 6730/2024 II/28/2022 **WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Ina "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (803)357-2118 bracingper BCSI.Unless noted otherwise,top chord shall have roper) attached structural sheathingand bo``orti chord shall have a properly attachd rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing instlled per BCol sections B3,B7 or B10, as applicable. Apply plates to each face or truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE. drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine.a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/l PI 1, or for handling, shipping,,installs'on and bracingo trusses. A seal on this drawing or cover p 9e 155 Harlem Ave listing this drawing indicates acceptance of professional engineering responsibility solely Tor the design shown.The suitabil and use of Bus drawing for any s ructure is the responsibility of the Building-Designer per ANSUTPI 1 Sec,2. North Building,4th Floor For more information see these web sites:Alpine:aipineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:305476 FLAT Ply. 1 Job Number. 0722001 Gus:R7175 JRef IXL171750002 T13t FROM:MG Oty 1 Tigard Senior Housing DnwNo: Page 2 of 2 Truss Label: IBP12 ... I ... 11128/2022 =3X5 1111.5X4 A B I D�`y'C 1II3X5 1111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 330.64 -330.79 - 0.005 0.006 2 2x4 HF#2 12.88' Plywd D - C 330.82 -330.61 - 0.005 0.005 1 2x4 HF#2 12.88' Diaph A - D 590.14 -613.68 0.010 0.008 0.018 1 2x4 HFStand+HFStud 23.45" - D - B 762.67 -762.83 0.279 - 0.279 1 2x4 HFStand+HFStud 23.57" - B - C 880.30 -703.84 0.249 0.007 0.256 2 2x4 HFStand+HFStud 23.45" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) defIXM A 0.01' 33.1T 1.5X4 0.96 0.26 N 0.00" U999 0.00" L7999 0.01" 0.01" B 1.08' 33.1 T 3X5 0.96 0.70 N 0.00" U999 0.00" L/999 0.01' 0.01' C 1.08' 30.93' 1.5X4 0.96 0.78 N 0.00" L/999 0.00" 11999 0.00" 0.00" D 0.01' 30.93' 3X5 0.96 0.62 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [Dragstrut L-R][OC 24.00]IDF 1.60](NM 11 jDragstrut R-L][OC 24.00J1DF 1.601[NM 11 ----- _s-===-_-_ -_-_--__-_-_-=-=-Y�-=-- Load Case:1 User Modified:Na Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.1 L[y=33.3](100%] -310 PLF n_ 0.0 to-310 @ 1.1 L[y=33.3][100%J 22 PLF© 0.0 to 22© 1.1[y=36.3]( 0%j 22 PLF @ 0.0 to 22 @ 1.1[y=36.31[ 0%] -310 PLF @ 0.0 to-310 @ 1.1 L[y=30.81[100%J 310 PLF @ 0.0 to 310 @ 1.1 L[y=30.811100%] 18 PLF @ 0.0 to 18 1.1(y=25.8j[ 0%1 18 PLF @ 0.0 to 18 @ 1.1[y=25.8]( 0%] 310 PLF @ 0.0 to 310® 0.0[y 1.1 J[100%j -310 PLF© 0.0 to-310 @ 0.0[y=31.11[100%] -310 PLF @ 1.1 to-310 @ 1.1[y=31.1](100%] 310 PLF @ 1.1 to 310 @ 1.1[y=31.1][100%] Brg.#1 Vert.R= 42.9#Hor.R= -0.0# Brg.#1 Vert.R= 42.9#Hor.R= -0,0# "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! muss components of omson.ire. 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping installing and bracing Refer to and follow the latest edition of BCSI(Buildingg Comehus OR 97113 Component Safety Information,by TPI and SBCA)f safety practices prior to performing these functions. Installers shall provide temporary (503)357.2118 bracing per SCSI.Unless noted otherwise,top chord shall have properlyattached structural sheathing and bottom chord shall have a properly attached ngid ceiling.Locations shown for permanent lateral restraint of webs shall have bracingjnstalled per BCSI sections 63,B7 or B10, as applicable. Apply plates to each face truss and position as shown above and on the Joint Details, unless noted otherwise. (defer to drawings 160A-Z for tandard plate positions.Refer to lob's General Notes page for additional information. ALPINE Alpine,a division of ITW Bu11�il�din Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping installation and bracing of trusses. A seal on this drawingor cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engtneBeiing responsibility solelyTor the design shown.The suitabilty and use Of This drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building.4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 j SEON:3054781 FLAT Ply: 1 Job Number. 0722001 Curt R7175 JRN:IXL17t750002 T133 FROM:MG OM 1 Tigard Senior Housing DrwNo: 33222.0740.12358 Page 1 of 2 Truss Label: IBP13 / RTT 11/28/2022 III AX4 m3X5B I r, m fV ■■I-I—ii.'' 1•'— —••••1 r ate- —� III3X5 III 1.5X4 1'2-2-I f" 12"2 1'2'2 Loading Criteria(pat) Wind Criteria Snow Criteria (Pg,Pf In PSF) Del#CSI Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 11.00 Speed 96 mph Pf:11.0(specified) Ce: - VERT(LL): 0.002 B 999 380 Loc R+ I R- /Rh I Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.002 B 999 240 C - /- I- /47 /- I- BCDL: g-00 Risk Category:II Snow Duration: - HORZ(TL): 0.012 A - - Wind reactions based on MWFRS Kzt:NA Des Ld: 45.00 EXP:B HORZ(TL): 0.012 A - - C Brg Wid=14.1 Min R Mean Height 33.32 ft Reg= 1.5(Truss) NCBCLL:0.00 TCOL:6.0 psf Building Code: Creep Factor:2.0 Bearing D is a rigid surface. Soffit: 2.00 IBC 2018 MaxC CSI: 0.006 Members not listed have forces less than 375# BCDL:4.2 psi ax Maximum Web Forces Per Ply Load Duration:1.15 MWFRS Parallel Dist:0 to hl2 TPI Std: 2014 Max BC CSI: 0.006 (Ibs I RepFac:No Max Web CSI: 0.285 Webs Tens.Comp. Webs Tens. Comp. Spacing:24.0" C&C Dist a:3.00 ft Loc.from endwall:NA FT/RT:4(01/4(0) A-D 589 -615 B-C 680 -706 GCpi:0.18 Plate Type(s): D-B 778 -778 Wind Duration:0-00 WAVE VIEW Ver:21.02.00B.1108.20 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Loading Truss transfers a maximum horizontal load of 365 If( 310.00 plf)along top chord,from either direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(a) (PLF) Mbr Start End Case 1: 365 310.00 IC 0.00 1.18 365 310.00 BC 0.00 1.18 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred p PRp between successive panels. The vertical connection ,��G�� FC s. required at each end is equal to the drag load in PLF times the truss height in feet. 0 <JG(N FF Truss must be installed as shown with top chord up. I 83294PE y OREGON ssef(Tarp Renewal 6/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tess Components of Oregon.Ins. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.eo.4se • Trusses require extreme care in fayricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Buiidin Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fa safety pactices nor to performing these functions. Installers shall provide temporaryg (503)357-211e bracing per Bc�SI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ceiling.Locations shown for permanent lateral restraint of webs shall have bracing_installed per BCSI sections B3,B7 or B10, as applicat5la. Appl Plates to each face on truss and position as shown above and an the Joint-Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANS1/7 PI 1, or for handling shipping,.installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing Indicates acceptance of professional engmeenng responsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,401 Floor • For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:305478 FLAT Pty. 1 Job Number: 0722001 Chat R7175 JRek 1XL171750002 T133 FROM:MG Oty. 1 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: IBP13 ... I ... 11128/2022 III A X4 -3X5 B l = III3X5 III1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 362.98 -363.18 - 0.006 0.006 2 2x4 HF#2 14.12' Plywd D - C 363.21 -362.94 - 0.005 0.006 1 2x4 HF#2 14.12' Diaph A - D 589.48 -615.31 0.011 0.007 0.018 1 2x4 HFSIand+HFStud 23.45" - D - B 778.11 -778.25 0.285 - 0.285 1 2x4 HFStand+HFStud 23.72" - B - C 679.68 -705.51 0.249 0.007 0.256 2 2x4 HFStand+HFStud 23.45" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) A 0.01' 33.1T 1.5X4 0.96 0.27 N 0.00" 1/999 0.00" U999 0.01' 0.01" B 1.18' 33.1T 3X5 0.96 0.71 N 0.00' 1/999 0.00" U999 0.01" 0.01" C 1.18' 30.93' 1.5X4 0.96 0.78 N 0.00" 1/999 0.00' U999 0.00" 0.00" 0 0.01' 30.93' 3X5 0.96 0.64 N 0.00" U999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases [Dragstrut L-R][OC 24 00J[DF 1.60][14M 1] _-_ ------------------- -_ [Dragstrut R-L][OC 24.00](DF 1.60][NM 1] -_-_-_ _-_ ---_-'-----_-----a-= Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.2 L[y=33.311100%1 -310 PLF @ 0.0 to-310 @ 1.2 L[y=33.3][100%] 22 PLF 0.0 to 22 @ 1.2[y=36.311 0%] 22 PLF© 0.0 to 22 @ 1.2[y=36.3)[ 0%] -310 PLF @ 0.0 to-310 @ 1.2 L[y=30.8][100%] 310 PLF @ 0.0 to 310 @ 1.2 L[y=30.81[100%1 18 PLF @ 0.0 to 18(g 1.2(y=25.8)[ 0%] 18 PLF @ 0.0 to 18 @ 1.2[y=25.8]1 0%) 310 PLF @ 0.0 to 310 @ 0.0[y=31.1][100%] -310 PLF @ 0.0 to-310 @ 0.0[y=31.1][100%] -310 PLF m 1.2 to-310 @ 1.2(y=31.1J[100%] 310 PLF @ 1.2 to 310© 1.2[y=31.1](100%] Brg.#1 Vert.R= 47.1#Hor.R= -0.0# Brg.#1 Vert.R= 47.1#Hor.R= -0.09 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Thus component.ororegon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,handiin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Co. Ws OR 97113 Component Safety Information,by TPI andSBCA)for safety practicesM pnor to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have properlyattached structural sheathing and bottomchord shall havea properly attached rigid ceiling.Locations shown for permanent lateral resraint of webs shall have bracing installed per BCSI sections$3,B7 or B10, as applicable. Apply plates to each facepo sition truss and as shown above and on the Joint petails, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer tombs General Notes page for additional information. ALPINE Alpine,a division of ITW B ildinr1g�Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawingor cover page listing this drawing,indicates acceptance_0f professional enaameering responsibility solely-for the design shown.The suitabiiity and use of this 155 Hadem Ave drawing for any strcture is the responsibility of the Building-Designer per ANSIITPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orp;AWC:awc.orq Glenview,IL 60025 SEQN:305480! FLAT Ply: 1 Job Number. 0722001 FROM:MG Qty. 5 Tigard Senior HousingDrwNo:st 35 22074012888 02 ii12 DrwNo: 332.22.0740.t2888 • Page 1 of 2 Truss Label: IBP14 I RTT 11/2812022 111A --e3X5g 1.� I. g Ii.�■� Pr =4X5 1111.5X4 f--1'10'6—H 110'6 1'10'6 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pf In PSF) Def ICSI Criteria •Maximum Reactions(Ibs),or* PLF TCLL: 25.00 Wind Sid: ASCE 7-16 Pg:10.0 Ct - CAT: - PP Deflection in loc Udefl LMi Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt 11,0(specifed) Ce: - VERT(LL): 0.001 B 999 360 Loc R+ /R- 1 Rh I Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - :VERT CL 0.001 B 999 240 BCDL: 9.00 Risk Category:II ( ) - /- l- Snow Duration: - HORZ(LL): 0.009 A - - Wind reactions based on MWFRS Des Ld: 45.00 F>(P.B Kzt:NA HORZ(TL): 0.010 A - - C Brg Wid=22.4 Min Req=- NCBCLL: 0.00 Mean Height:43.06 ft Building Code: CreepFactor:2.0 BearingD is a rigid surface. TCDL:6.0 psf 9 Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.015 Members not listed have forces less than 375# Load Duration:1.15 MFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.012 Maximum Top Chord Forces Per Ply(Ibs) W Spacing:24.0" C&C Dist a:3.00 ft Rep Fat:No Max Web CSI: 0.307 Chords Tens.Comp. Loc.from endwall:NA FTIRT:4(0y4(0) A-B 576 -577 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver:21.02.00B.110820 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord 2x4 HF#2 0-C 577 -576 Sol chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 503 -544 B-C 593 -634 578#( 310.00 plf)along top chord,from either D-B 839 -839 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 578 310.00 TC 0.00 1.86 578 310.00 BC 0.00 1.86 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred between successive panels. The vertical connection QED PROFS required at each end is equal to the drag load in PLF , S,p times the truss height in feet. \cj G(NI /0 Truss must be installed as shown with top chord up. �O 83294PE 2 ' D \\�r OREGON ~(e 'ttLv 14,20 QC ....s........ &sell Tan c Renewal 6130/2024 11/28/2022 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! imas Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Son 468 Trusses require extreme care in fabricating handling,shipping.installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Sagfety Information,by TPI and SBCA)fo safety practices pnor to performing these functions. Installers shall provide temporary (503)357-211e bracing per BL:SI.Unless noted Otherwise,top chord shall have properly attached structGral sheathing and bottom chord shall have a progeny attache rigid ceiling Locations shown or permanent lateral res raint of webs shall have bracing installed per BCSI sections pa,B7 or 810, as applicable. Apply plates to each face or truss and position as shown above and on the JoinCpetails, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW BuUild'n Components Group Inc.shall not be responsible for any deviation from this drawing,anyfailure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping installation and bracing of trusses. A seal on this dra/Ino or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional eng neeiingg responsibility soiely7or the design shown.The suitabili5r and use of this drawing for any structure is the responsibility of the Building-Designer per ANSI/TP!1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:305480 FLAT Ply: 1 Job Number:0722001 Cast R7175 JRef.1XLl71750002 T112 FROM:MG Oty: 5 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: 1BP14 ... 1 ... 11128/2022 111A.SX4 -3X5 g ■� ■ pr =4X5 III1.5X4 Member MaxTen MaxComp Axial Bend CSI OLC Size Material Length Brace A - B 575.77 -576.77 - 0.014 0.015 1 2x4 HF#2 22.38" Plywd D - C 576.80 -575.73 - 0.012 0.012 2 2x4 HF#2 22.38" Diaph A - D 503.03 -544.01 0.007 0.008 0.015 2 2x4 HFStandtHFStud 20.34" - D - B 839.38 -839.48 0.307 - 0.307 1 2x4 HFStand+HFStud 23.30" - B - C 593.37 -634.35 0.217 0.004 0.221 2 2x4 HFStand+HFStud 20.34" - Joint x y Plate Cq JSI Method de9Y(L) defiY(T) defiX(L) deflX(T) A 0.01' 42.91' 1.5X4 0.96 0.30 N 0.00" U999 0.00" L1999 0.00" 0.00" B 1.87' 42.91' 3X5 0.96 0.80 N 0.00" U999 0.00" L7999 0.00" 0.00" C 1.87' 40.93' 1.5X4 0.96 0.76 N 0.00" U999 0.00" L/999 0.00" 0.00" D 0.01' 40.93' 4X5 0.96 0.76 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [Dragstrut L-R][OC 24 00][DF 1.60)(NM 1] _-_-- [Dragstrut R-L]OC 24.00][DF 1.60](NM 1) Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310© 1.9 L[y=43.0][100%] -310 PLF @ 0.0 to-310 C 1.9 L(y--43.0)[100%) 22 PLF(0 0.0 to 22 @ 1.9[y=46.1][ 0%1 22 PLF© 0.0 to 22 @ 1.9[y--46.1][ 0%) -310 PLF @ 0.0 to-310© 1.9 L[y=40.8][100%] 310 PLF @ 0.0 to 310 @ 1.9 L[y=40.8][100%) 18 PLF el 0.0 to 18 @ 1.9[y=35.8)1 0%] 18 PLF© 0.0 to 18 @ 1.9[y=35.8][ 0%) 310 PLF G 0.0 to 310 efg 0.0[y=41.111100%) -310 PLF @ 0.0 to-310 u 0.0[y=41.1][100%] -310 PLF Q 1.9 to-310 @ 1.9[y=41.1][100%] 310 PLF et 1.9 to 310 et 1.9[y=41.1)[100%] Brg.#1 Vert.R= 74.6#Hor.R= -0.0# Brg.#1 Vert.R= 74.6#Hor.R= 0.0# • • ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Toss Components of Oregon,Inc. "IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.aov468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fair safety practices prior to performing these unctions. Installers shall provide temporary (503)357.2116 bracing per BCSI.Unless noted otherwise,top chord shall have propery attached structural sheathing and bottom chord shall have_a prope attache rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3,B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the Joinf etails, unless noted otherwise. I#efer to ALPINE drawings 160A-Z for standard plate positions.Refer to jobs' General Notes page for additional in ormation. Alpine,a division of ITW BuildiniComponents Group Inc.shall not be responsible for any d viation from this drawing,any failure to build the - truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracin0 of trusses. A seal on this drawing or cover p qq@ 155 Harlem Ave listing ths drawing,indicates acceptance of professional enneennq responsibility solely or the design shown.The suitability and use MMus drawing for any structure is the responsibility of the Building-Designer per ANSI/TFI 1 Sec. . North Building.4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcaconponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:305482/ FLAT Ply: 1 Job Number. 0722001 Cwk R7175 JR11:1xL171750002 1113 FROM:MG City: 1 Tigard Senior Housing DrwNo; 332.22.0740.12311 Page 1 of 2 Truss Label: IBP15 I RTT 11282022 1 A5X4��_3X5 B T 1. I II 1 t-1 EN L 1.1 . I_ s, i, =4X5 1111.5X4 • I----1'915--f 1'9'15 { • 1'9'15 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pr in PSF) DefICBI Criteria •Maximum Reactions(lb.),or'=PLF TCLL: 25.00 Wind Sid: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce: - VERT(LL): 0.001 B 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.001 B 999 240 C' - /- /- /40 I- /- BCDL: 9.00 Risk Category:11 Snow Duration: - HORZ(LL): 0.009 A - - Wind reactions based on MWFRS Des Ld: 45.00 EXP.B Kzt NA HORZ(TL): 0.010 A - - C Brg Wid=21.9 Min Reg=- Mean Height 43.06 ft BearingD is a rigid surface. NCBCLL:0.00 Building Code: Creep Factor:2.0 TCOL:4.2 psf Soffit2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.014 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 WI Std: 2014 Max BC CSI: 0.012 Maximum Top Chord Forces Per Ply(lbs) Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.305 Chords Tens.Comp. Loc.from endwall:NA FT/RT:4(0)/4(0) A-B 565 -565 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver:21.02.O0B.1108.20 Maximum Sot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord 2x4 HF#2 D-C 565 -564 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(lbs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 503 -544 B-C 594 -634 567#( 310.00 pit)along top chord,from either direction,to supports where indicated.Diaphragm and D•B 832 -832 connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 567 310.00 TC 0.00 1.83 567 310.00 BC 0.00 1.83 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred D PROF between successive panels. The vertical connection �V-E FS required at each end is equal to the drag load in PLF '3% times the Truss height in feet. 0�5 aG l N F� Q Truss must be installed as shown with top chord up. wit/ 83294PE y 9'� ..r� OREGON ~(,j SLY 14,20 Qr 'sell Tar' Renewal 6/3 012 0 2 4 11/28/2022 'MARRING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Inns Components ot Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.lox 468 Trusses require extreme care in fabricating,handlin ,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI Building Cornelius OR B7113 Component Safety Information,by TPI and SBCA)for safety practices pnor to performing these functions. Installers shall provide tempora Is03)337a118 bracing per BCSI.Unless noted otherwise,top chord shall have roped attached structural sheathing and bottom chord shall have a pr petlly attached rigid ceiling Locations shown for permanent lateral restraint on webs shall have bracing installed per BCSI sections 83,B7 or B10, as applicable. Apply plates to each face o truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to drawings 16 A-Zfor standard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/7PI 1, or for handling, shipping, installs installation and bracing of trusses. A seal on.this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional englneenng respopnsibiittyv solely-tor the design shown.The suitability and use of this drawing for any sfrcture is the responsibility of the Building resigner per ANSI/TPI 1 58a2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEQN:305482 FLAT Ply: 1 Job Number. 0722001 Cast R 7175 JRet 1XL171750002 1113 FROM:MG Oly: 1 Tigard Senior Housing Dry/No: Page 2 of 2 Truss Label: IBP15 ... / ... 11/28/2022 1111.5X4 A -3X5 B ■ 1 iri ■■ ■ 1MIIIIMI ■1 s r 4X5 III 1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 564.50 -565.45 - 0.014 0.014 1 2x4 HF#2 21.94" Plywd 0 - C 565.49 -564.47 - 0.011 0.012 2 2x4 HF#2 21.94" Dtaph A - D 503.41 -543.59 0.007 0.008 0.015 2 2x4 HFStand+HFStud 20.34" - D - B 831.67 -831.77 0.305 - 0.305 1 2x4 HFStand+HFStud 23.10" - B - C 593.74 -633.92 0.217 0.004 0.222 2 2x4 HFStand+HFStud 20.34" - Joint x y Plate Cq JSI Method deflY(l) deflY(T) defiX(L) deflX(T) A 0.01' 42.91' 1.5X4 0.96 0.30 N 0.00" U999 0.00" L/999 0.00" 0.00" B 1.83' 42.91' 3X5 0.96 0.79 N 0.00" U999 0.00" U999 0.00" 0.00' C 1.83' 40.93' 1.5X4 0.96 0.76 N 0.00" L/999 0.00' U999 0.00" 0.00" D 0.01' 40.93' 4X5 0.96 0.76 N 0.00" U999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases _____ -_[Dragstrut L-R][OC 24.00][DF 1.601(NM 11 [Dragstrut R-L][OC 24 00][DF 1.60][NM 1) --- ----------------_____ --_-_-_-______ -�-_-_Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.8 L[y=43,01[100%] -310 PLF @ 0.0 to-310(a3 1.8 L[y 43.0][100%] 22 PLF @ 0.0 to 22 @ 1.8(y=46.1)[ 0%) 22 PLF @ 0.0 to 22 @ 1.8[y=46.1)[ 0%] -310 PLF @ 0.0 to-310 @ 1.8 L[y=40.8)(100%) 310 PLF @ 0.0 to 310 @ 1.8 L[y==40.81[100%1 18 PLF @ 0.0 to 18 @ 1.8(y=35.8j( 0%1 18 PLF @ 0.0 to 18 @ 1.8[y=35.81( 0%] 310 PLF @ 0.0 to 310 @ 0.0[)0=41.11100%] -310 PLF @ 0.0 to-310 @ 0.0[y=41.11[100%1 -310 PLF @ 1.8 to-310 @ 1.8[y=41.1](100%] 310 PLF @ 1.8 to 310 @ 1.8[y--41.1)[100%) Brg.#1 Vert.R= 73.1#Hor.R= -0.0# Brg.#1 Vert.R= 73.1#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling,shipping installing and bracing. Refer to end follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)tar safely practices plior to per loanCorneliusng these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted o'therwi e,top chord shall Rave properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instlled per BCSI sections 63,B7 or B10, as applicable. Appl plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Defer to drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. ALPINE Alpine,a division of ITW Buildin Compon nl8 Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIJ�PI 1, ore for handling, shipping,,installation and bracing.of trusses. A seal on this drawing.or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown.The suitabilitr and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEQN:3054841 FLAT Ply. 1 Jab Number. 0722001 Get R7175 JRer.1XL1 71 75 0 0 02 T114 FROM:MG Qty. 1 Tigard Senior Housing orwNo: 332.22.0740.12998 Pagel of 2 Truss Label: IBP16 / RTT 11/28/2022 ail AI15X4 A 3X5 B I I/ ;n I ■ ��lliJ a, 1113X5 1111.5X4 I---1'8'10--1 1'8'10 1'8'10 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) DeIVCSI Criteria •Maximum Raaotlens(Ms),or•.PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection k1 loc Udefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce: - VERT(LL): 0.001 B 999 360 Loc R+ I R- /Rh I Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - :VERT CL 0.001 B 999 240 - BCDL: 9.00 Risk Category:II VERT(CL): /40 /- l- EXP:B Kik NA Snow Duration: FIORZ(LL): 0.009 A - - Wind reactions based on MWFRS Des Ld: 45.00 Mean Height:43.06 ft HORZ(TL): 0.009 A - - C Brg Wid=20.6 Min Req=- • NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor:2.0 Bearing D is a rigid surface. • Soffit: 2.00 IBC 2018 Max TC CSI: 0.013 Members not listed have forces less than 375# BCDL:4.2 psf Maximum Top Chord Forces Per Ply(Ibs) Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.011 Spacing:24.0' CRC Dist a:3.00 ft Rep Fac No Max Web CSI: 0.296 Chords Tens.Comp. Loc.from endwall:NA FTIRT:4(0)/4(0) A-B 531 -531 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver:21.02.008.1108.20 Maximum Bet Chord Forces Per Ply(lbs) Lumber Chords Tens.Comp. Top chord 2x4 HF#2 D-C 532 -531 Bol chord 2x4 HF#2 • • Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply Ps) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 505 -542 B-C 595 -633 533#( 310.00 plf)along top chord,from either D-B 809 -609 • direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End '.. Case 1: 533 310.00 TC 0.00 1.72 533 310.00 BC 0.00 1.72 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load slated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred 13 PRO between successive panels. The vertical connection .(�GR. ��`94,, required at each end is equal to the drag load in PLF Gj t N i times the truss height in feet. C2N. � - FF,Q 02 Truss must be installed as shown with top chord up. 83294PE 9 .r� OREGON 4 If 14,10� ssell Tar + Renewal 8/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Muss Components or Oregon,inc. "'IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating hgndlin ,shipping,installing,and bracing. Refer to and follow the le est edition of BCSI(Building Comelus OR 57113 Component Safety Information,by TPI and SBCA)for safety practices nor to performing these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwi e,top chord shall have groperey attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. ALPINE" Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the asmwrmes,xr truss in conformance with ANSITTPI 1, or for handling, shippin installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance.f professional enameenng responsibility solely the design shown.The suitability and use of this drawing for any armature is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinsl.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEQN:305484 FLAT Ply: 1 Job Number: 0722001 Cost R 7175 JRet 1XL171750002 1-114 FROM:MG Qty. 1 Tigard Senior Housing Dom; Page 2 of 2 Truss Label: IBP16 .., 1 ... 11/28/2022 III 1"5X4 A =3X5 B Wal ■ i ,I II 1113X5 III1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 530.71 -531.50 - 0.012 0.013 2 2x4 HF#2 20.63" Plywd D - C 531.53 -530.68 - 0.010 0.011 1 2x4 HF#2 20.63" Diaph A - D 504.53 -542.30 0.007 0.008 0.015 2 2x4 HFStand*HFStud 20.34" - D - B 809.00 -809.11 0.296 - 0.296 1 2x4 HFStand+HFStud 22.55" -- B - C 594.85 -632.63 0.218 0.004 0.222 2 2x4 HFStand*HFStud Joint x y Plate Cq JSI Method dellY(L) deflY(T) deflX(L) deflX(T) • A 0.01' 42.91' 1.5X4 0.96 0.29 N 0.00" L/999 0.00" L/999 0.00" 0.00" B 1.72' 42.91' 3X5 0.96 0.77 N 0.00" U999 0.00" U999 0.00" 0.00" C 1.72' 40.93' 1.5X4 0.96 0.76 N 0.00" U999 0.00" U999 0.00" 0.00" D 0.01' 40.93' 3X5 0.96 0.97 N 0.00" 1/999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases _= == - __-_ _-_---_-------_-_---_-- [Dragstrut L-RJ[OC 24.00][DF 1.60][NM 1] (Dragstrut R-LJ[OC 24.00](DF 1.60)[NM IJ Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF tl 0.0 to 310 1.7 L[y=43.01[100%] -310 PLF @ 0.0 to-310 @ 1.7 l[y=43.0000%J 22 PLF i 0.0 to 22® 1.7[y=46.1][ 0%] 22 PLF tit 0.0 to 22 @ 1.7[y-46.1 J[ 0%) -310 PLF Q 0.0 to-310 @ 1.7 L[y=40.81[100%J 310 PLF @ 0.0 to 310 @ 1.7 l(y-40.8][100%) 18 PLF @ 0.0 to 18(O? 1.7[y=35.81 0%) 18 PLF© 0.0 to 18 @ 1.7[y=35.8J[ 0%) 310 PLF @ 0.0 to 310 @ 0.0[y=41.1 J[10O%] -310 PLF @ 0.0 to-310 @ 0.0[y--41.1][100%) -310 PLF© 1.7 to-310 @ 1.7[y=41.1][100%J 310 PLF© 1.7 to 310 @I 1.7[y=41.1J000%] Brg.#1 Vert.R= 68.8#Hor.R= -0.0# Brg.#1 Vert.R= 68.8#Hor.R= 0.0# • "'WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. '"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing, Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)ter safety practicesprior to performing these functions. Installers shall provide temporary (503)357-2118 bracing per SCSI.Unless noted Otherwise,top chord shall have properly attached structual sheathing and bottom chord shall have a properly attachd id ceiling.Locations shown for permanent lateral restraint o webs shall have bracing installed per BCSI sections B3,B7 or B10, as applica e. Apply plates to each face o truss and position as shown above and on the JoinCpetails, unless noted otherwise. Defer to A LPI N E drawings 160A-Z for sandard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Buildinggomponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the Miss in conformance with ANSI/7P! 1, or for handling,rishipping, installation and bracing o trusses. A seal on this drawingor cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engineering responsibility solely-for the design shown.The suitabilit i and use of this drawing for any structure is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor • For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 • SEON:305486I FLAT Ply: 1 Job Number:0722001 Cost R7175 JRe6:1XL1T1750002 7115 FROM:MG Oty: 2 Tigard Senior Housing DrwNo: 332.22.0740.13013 Page 1 of 2 Truss Label: IBP17 / RTT 11/28/2022 811.Sx4 A -.3X5B .F. ao ry r� I LS9 1113X5 1111.5X4 �- 1'2"14—'.I • ' 1'2"14 1'2"14 Loading Criteria(pat) Wind Criteria Snow Criteria (Pg,Pf In PSF) DeIIICSI Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in toe Udefl L/# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce: - VERT(LL): 0.002 B 999 360 Loe R+ I R- I Rh /Rw /U /RL BCLL 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.002 B 999 240 C - /- I- 150 1- /- BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.012 A - - Wind reactions based on MWFRS EXP:B Kzt:NA Des Ld: 45.OD HORZ(TL): 0.012 A • - C Brg Wid=14.9 Min Reg= 1.5(Truss) Mean Height:43.32 ft BuildingBearingD is a rigid surface. NCBCLL:0.00 TCDL:6.0 psf Code: Creep Factor:2.0 Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max It CSI: 0.007 Members riot listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Sid: 2014 Max BC CSI: 0.006 Maximum Top Chord Forces Per Ply(Ibs) Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.289 Chords Tens.Comp. Loc.from endwall:NA FT/RT:4(0)/4(0) A-B 382 -383 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver.21.02.00B.1108.20 Maximum Rot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord2x4HF#2 D-C 383 -382 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 589 -616 B-C 679 -706 384#( 310.00 pit)along top chord,from either D-B 788 -788 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record, Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 384 310.00 TC 0.00 1.24 384 310.00 BC 0.00 1.24 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred PR between successive panels. The vertical connection REO OFF,p required at each end is equal to the drag load in PLF '� G I F 6)0 times the truss height in feet. CO , 11 Truss must be installed as shown with top chord up. k/ 83294PE tr OREGON A(� 'ZLf 14,2000 to "sell Taoe� Renewal 6130/2024 11/28/2022 "'WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Taus Components of Oregon,Inc. 'IMPORTANT* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)Foi safety practices or to erforming the9a functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted Otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propefy attache rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 133,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a di ision of ITW Buildin CComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the .",e„ra,ws. truss In conformance with ANSli PI 1, or for handliondq shipping installation and bracing of trusses. A seal on this drawing or cover a 155 Harlem Ave listing this drawing,indicates acceptance of professional eng neenng responsibility soleglyTor the design shown.The suitability and use o Sus 155 drawing for any structure is the responsibility of the Building Designer per ANSI/TP!1 Sec.2. Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:Iccsate.orq;AWC:awc.orq Glenview.IL 60025 SEQN:305486 FLAT Ply: 1 Job Number:0722001 Cast 117175 JRN:1XL171750002 1115 FROM:MG City: 2 Tigard Senior Housing DnwNo: Page 2 of 2 Truss Label: IBP17 ... I ... 11/28/2022 1 4 111A,5X -3X5B D 7f 1113X5 I111.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 382.37 -382.61 - 0.006 0.007 2 2x4 HF#2 14.8r Plywd D - C 382.64 -382.33 - 0.008 0.006 1 2x4 HF#2 14.87" Diaph A - D 589.02 -616.22 0.011 0.007 0.018 1 2x4 HFStand+HFStud 23.45" - 0 - B 787.75 -787.89 0.289 - 0.289 1 2x4 HFStand+HFStud 23.84" - B - C 679.24 -706.45 0.249 0.006 0.255 2 2x4 HFStand+HFStud 23.45" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) delX(L) de8X(T) A 0.01' 43.1T 1.5X4 0.96 0.27 N 0.00" L/999 0.00" U999 0.01" 0.01" B 1.24' 43.17' 3X5 0.96 0.73 N 0.00" L/999 0.00" U999 0.01" 0.01" C 1.24' 40.93' 1.5X4 0.96 0.78 N 0.00" L/999 0.00" U999 0.00" 0.00" D 0.01' 40.93' 3X5 0.96 0.65 N 0.00" L/999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases ------------ -------- --_-_- --- [Dragstrut L-RJ(OC 24.00][DF 1.60J(NM 1] (Dragstrut R-LJ[OC 24.00)[DF 1.601[NM 1J -- Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF i 0.0 to 310 @ 1.2 L[y=43.31100%] -310 PLF @ 0.0 to-310 @ 1.2 L[y=43.31[100%1 22 PLF i@r 0.0 to 22( 1.2[y=446.31( 0%J 22 PLF g. 0.0 to 22 Q 1.2[y=46.31( 0%J -310 PLF @ 0.0 to-310 @ 1.2 L[y=40.811100%1 310 PLF 0.0 to 310 Q 1.2 L(y--40.8][100%] 18 PLF 0.0 to 18 @ 1.2[y=35.81( 0%J 18 PLF CO 0.0 to 18(§ 1.2 ty=35.8]( 0%] 310 PLF @ 0.0 to 310 fg 0.0[y=41.1([100%( -310 PLF @ 0.0 to-310 @ 0.0[y=41.111100%] -310 PLF @ 1.2 to-310 @ 1.2(y=41.1][100%] 310 PLF fg 1.2 to 310 fit 1.2 ty=41.1)(100%1 Brg.#1 Vert.R= 49.6#Hor.R= 0.0# Brg.#1 Vert.R= 49.6#Hor.R= -0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tess Commune orOregon,Ins. ""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Bo„488 Trusses require extreme care in fabricating,h nddlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cameos OR 97113 Component Safety Information,by TPI eSECA)foro safety practices pnor to performing these functions. Installers shall provide temporary l 3)357-21te bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachedrigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, .41416 . as applicable. Apply plates to each face o tru s and position as shown above and on the Join etails, unless not otherwise. Refer to ALPINE D drawings 16A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not,be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for haandling9 shipping, installation.and bracing of trusses. A seal on this drawin or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional enoeenng responsibility solely Tor the design shown.The suitabilityy and use of this drawing for any structurein is the responsibility of the Building-Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEQN:305488/ FLAT Ply 1 Job Number. 0722001 Cast R7175 JRat1XL171750002 T116. FROM:MG Oty: 1 Tigard Senior Housing DrwNo: 332.22.0740.124137 Page 1 of 2 Truss Label: IBP18 I RTf 11/28/2022 If 1.5X4 A e3X5B T. I I 1 o_ 17=_ �r III3X5 III1.5X4 • • I--1'3'10—{ • 13"10 1'3'10 Loading Criteria(paf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Cr - CAT: - PP Deflection in loc Udefl U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specfied) Ce: - VERT(LL): 0.002 B 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT CL: 0.002 B 999 240 BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.012 A • - Wind reactions based on MWFRS / EXP:B Kzt:NA Des Ld: 45.00 HORZ(TL): 0.012 A - - C Brg Wid=15.6 Min Req= 1.5(Truss) NCBCLL:0.00 Mean Height:psf Factor:2.0 ft TCDL:6.0 43.32Building Code: CreepBearing D is a rigid surface.Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.007 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.007 Maximum Top Chord Forces Per Ply(Ibs) Spacing:24.0" C&C Dist a:3.00 fl Rep Fac:No Max Web CSI: 0.292 Chords Tens.Comp. Loc.from endwall:NA FTIRT:4(0)J4(0) A-B 402 -402 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver:21.02.0013.1108.20 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord 2x4 HE#2 0-C 402 -402 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(lba) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 589 -617 B-C 679 -707 404#( 310.00 plf)along top chord,from either 0-B 798 798 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 404 310.00 TC 0.00 1.30 404 310.00 BC 0.00 1.30 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred €0 PROF between successive panels. The vertical connection R F`rS� required at each end is equal to the drag load in PLF '�� times the truss height in feet. ��9 .AG I N EF O Truss must be installed as shown with top chord up. kr 83294PE il p it ../ OREGON 4 'ZLY 14,20°0 Qr SSell Zan < Renewal 6/30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tress Components of Oregon.Ira. "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box466 Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Sgafety Information,by TPI and SBCA)for safety practices nor to performing these functions. Installers shall provide temporary (503p57.211b bracing per pcSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall hav a properly attached rigid ceiling.Locations shown or permanent lateral res aint or webs shal have bracingq installed per BCSI sections$3,B7 or B10 as applicable. Appl Plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildinl1Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,.installation and P bracingof trusses. A seal on this drawing or cover page listing this drawing,indicates acceptance of professio41 l enneenng responsibility solelyfor the design shown.The suitability and use of this 155 Harlem Ave draw rig for any structure is the responsibility of the Building Ueslgner per ANSIRPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEQN:3055488 FLAT Ply: 1 Job Number 0722001 Cost:R7175 JRef:1XL171750002 1116 FROM:MG Qty. 1 Tigard Senior Housing Dom: Page 2 of 2 Truss Label: IBP18 ... I ... 11/26/2022 I 4 II 1A.5X =3X5 B // 1113X5 III 1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 401.76 -402.04 - 0.007 0.007 2 2x4 HF#2 15.62" Plywd D - C 402.08 -401.72 - 0.006 0.007 1 2x4 HF#2 15.62" Dlaph A - D 588.52 -617.11 0.010 0.008 0.018 2 2x4 HFStand+HFStud 23.45' - D - B 797.68 -797.82 0.292 - 0.292 1 2x4 HFStand+HFStud 23.96" - B - C 678.77 -707.35 0.249 0.006 0.255 2 2x4 HFStand+HFStud 23.45' - Joint x y Plate Cq JSI Method dellY(L) deflY(T) deflX(L) delX(T) A 0.01' 43.1T 1.5X4 0.96 0.27 N 0.00" U999 0.00' 1.1999 0.01" 0.01" B 1.31' 43.1T 3X5 0.96 0.74 N 0.00" U999 0.00' U999 0.01" 0.01" C 1.31' 40.93' 1.5X4 0.96 0.78 N 0.00" U999 0.00" 1.1999 0.00" 0.00" D 0.01' 40.93' 3X5 0.96 0.66 N 0.00" 1./999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases [Dragstrut L-RXOC 24 00)(DF 1.60][NM 1] LDragstrul R-L][OC 24.00][DF 1.60][NM 1] -_- - -=_ _ ___-_-_-_-_-_-_-_-_-_-_-_-_ =_-_-_-__- Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 at 1.3 L[y=43.31[100%1 -310 PLF @ 0.0 to-310 @ 1.3 L[y=43.3][100%] 22 PLF 0.0 to 22 fp 1.3(y--46.3)[ 0%] 22 PLF tt 0.0 to 22 @ 1.3[y--46.3][ 0%) -310 PLF Q 0.0 to-310 at 1.3 L[y=40.8][100%] 310 PLF 0.0 to 310 @ 1.3 L[y=40.8][100%] 18 PLF @ 0.0 to 18 @ 1.3(y=35.8][ 0%] 18 PLF 0.0 to 18 @ 1.3[y=35.8]1 0%] 310 PLF @ 0.0 to 310 Ca 0.0(y=41.1][100%] -310 PLF @ 0.0 to-310(a3 0.0[y=41.1][100%] -310 PLF @ 1.3 to-310 @ 1.3[y=41.1][100%] 310 PLF ag 1.3 to 310 @ 1.3[y=41.1][100%) Brg.#1 Vert.R= 52.1#Hor.R= -0.O# Brg.#1 Vert.R= 52.1#Hor.R= 0.0# "WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inn. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Ras488 Trusses reuire extreme care in fabricating,handlin shipping,installing and bracing.. Refer to find follow the latest edition of SCSI(Building Cornelius OR 97113 ComponentSafety Information,by TPI and SBCA)for safety practices prior to perforfning these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall Have properly attached structural sheathingand bottom chord shall have a prop rty attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instlled per BCSI sections B3,B7 or B10 as applicable. Appl plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildinl1CComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ttu;;s in conformance with ANSI/7P! 1, or for handlings shipping,,installation and bracing of trusses. A seal on this drawingor cover page 155 Harlem Ave Wing this drawing,indicates acceptance of professional enqiineennp responsibility solelylor the design shown.The suitabilll and use of this drawing for any structure is the responsibility of the BuildingUesigner per ANSUTPI 1 Sec.2. North Building,4th Floor • For more Information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponen(s.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:3054901 MONO Ply. 1 Job Number: 0722001 Cast R7175 JRaf1XL171750002 T134 FROM:MG Qty. 1 Tigard Senior Housing Drallo: 332.22.0740.12764 TrussLabel: IBP7 Pagel of 2 abe 9 / RTT 11/1142022 0 0.25 1111.5X4 A =3X5g a ' Ii ' m N s, w3X5 111 4 1--1'10'6--i 110'6 1 10'6 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Us1UCSI Criteria A Maximum Reactions(Ibs),or'=PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct - CAT: - PP Deflection in loc Udell U# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pt 11.0(specif ed) Ce: - VERT(LL): 0.002 B 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.002 B 999 240 C' - /- I- /53 /- /- BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.012 A - - Wind reactions based on MWFRS EXP:B Kzt NA Des Ld: 45.00 HORZ(TL): 0.012 A - - C Brg Wid=22.4 Min Reg=- Mean Height:33.34 ft NCBCLL:0.00 TCDL:6.0 psf Building Code: Creep Factor:2.0 Bearing D is a rigid surface. Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.015 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h12 TPI Std: 2014 Max BC CS!: 0.012 Maximum Top Chord Forces Per Ply(Ibs) Spacing:24.0" C8C Dist a:3.00 Rep Fac:No Max Web CSI: D.330 Chords Tens.Comp. ft Loc.from endwatl:NA FTIRT:4(0)/4(0) A-B 576 -577 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver:21.02.00B.1108.20 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. _ Top chord 2x4 HF#2 - D-C 577 -576 Bot chord 2x4 HF#2 Webs 2x4:HF Standard r HF Stud: Maximum Web Forces Per Ply(lb.) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 597 -638 B-C 687 -728 578#( 310.00 plf(along top chord,from either D-B 931 -901 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 578 310.00 TC 0.00 1.86 578 310.00 BC 0.00 1.86 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load slated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred between successive panels. The vertical connection CEO PROF- required at each end is equal to the drag load in PLF • SAN times the truss height in feet. `Ed aG IN FF svo Truss must be installed as shown with top chord up. �C9 83294PE 9 .r� OREGON ~ 1Lr 14,p004 QC Gssell Tar(/t Renewal 6/30/2024 II/28/2022 "'WARNING`" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tess Components of Oregon,no. *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P,O.Box488 Trusses require extreme care in fabncalinq,hendli shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by 1 and SECA)few safety practices odor to performing these functions. Installers shall provide temporary (5031a47-2118 bracing pier BCCSI.Unless noted otherwise,top chord shall have properlyattached structural sheathingand bottom chord shall have a pro4perly attached ceiling.Locations shown fr permanent lateral resaint of webs shall have bracing instlled per BCSI sections 83,B7 or 510 as applicable. A pT plates to each face of truss and positionas shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE. drawings 160A-Z'or standard plate positions.Refer to job's eneral Notes page for additional information. Alpine,a division of ITW Bui!dirr Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the esrrx cwwrsr truss in conformance with ANSI/TPI 1, or for haandling, shipping installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance f profess nsl engfneenng responsibility solely-torthe design shown.The suitabili4'and use of this !drawing for any structure is the responsibilityNorth Building,of the Building uesigner per ANSI/TPI 1 Seo.2. g,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 • • SEON:305490 MONO Ply: 1 Job Number:0722001 Cust R7t75 JRel:1XL17t750002 1134 FROM:MG Oly: 1 Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: IBP19 ... I ... 1112882022 12 0.25 III1,5X4 A =3X5 B 3X5 IIf 1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - 8 575.69 -577.41 - 0.014 0.015 2 2x4 HF#2 22.38" Plywd 0 - C 576.80 -575.85 - 0.012 0.012 2 2x4 HF#2 22.38' Diaph A - D 597.11 -638.08 0.012 0.009 0.020 2 2x4 HFStand+HFStud 23.98" - D - 8 900.92 -901.05 0.330 - 0.330 1 2x4 HFStand+HFStud 26.32" - B - C 687.41 -728.39 0.252 0.005 0.257 2 2x4 HFStand+HFStud 23.59" - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) dellX(T) A 0.01' 33.22' 1.5X4 0.96 0.30 N 0.00" L/999 0.00" L/999 0.01" 0.01" B 1.8r 33.18' 3X5 0.96 0.85 N 0.00" L/999 0.00" U999 0.01" 0.01" C 1.87' 30.93' 1.5X4 0.96 0.80 N 0.00" L/999 0.00" U999 0.00" 0.00" D 0.01' 30.93' 3X5 0.96 0.94 N 0.00" 1/999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases --------------------_-----_- (Dragstrut L-RI[DC 24.00]1DF 1.60][NM 11 [Dragstrut R-L1[OC 24.00][DF I.601[NM 11 _-_-_-_-_-_-_-_-_-_-_-_-_-_-� ---- Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.9 L(y=33.31[100%] -310 PLF @ 0.0 to-310 @ 1.9 L[y=33.3j[100%I 22 PLF @ 0.0 to 22 @ 1.9(y=36.41( 0%I 22 PLF @ 0.0 to 22 @ 1.9[y=36.411 0%j -310 PLF @ 0.0 to-310 @ 1.9 L[y=30.B1[100%1 310 PLF @ 0.0 to 310 @ 1.9 L[y=30.811100%) 18 PLF @ 0.0 to 18 @ 1.9(y=26.B1( 0%I 18 PLF @ 0.0 to 18 @ 1.9[y=25.81( 310 PLF @ 0.0 to 310 @ 0.0[y=31.11(100%1 -310 PLF @ 0.0 to-310 @ 0.0(y=31.1][100%] -310 PLF @ 1.9 to-310 @ 1.9[y=31.1)[100%] 310 PLF @ 1.9 to 310 @ 1.9[y=31.11[100%1 Brg.#1 Vert.R= 98.7#Hor.R= -0.0# Brg.#1 Vert.R= 50.5#Hor.R= 0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! rNss Components or Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in faloricating,handling,shipping.installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performi ng these functions. Installers shall provide temporary 1503135T211s bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral resraint of webs shall have bracing installed per BCSI sections B3,B7 or B10. as applicable. Appl plates to each face of truss and position as shown above and on the JoiiUDetails, unless noted otherwise. F2efer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin3Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping, installation and bracing of trusses, A seal on this drawing or cover page 155 Harem Ave listing this drawing,indicates acceptance of professional enggi�neering responsibility solely/or the design shown.The suitability and use of this drawing for any strcture is the responsibility of the Building-Designer per ANSI/TPI 1 Sac.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:305492I MONO Ply: 1 Job Number: 0722001 Cusk R7175 JR0:1XL171750002 T135 FROM:MG Oy: 1 Tigard Senior Housing DrwNo: 332.22.0740.13170 Page 1 of 2 Truss Label: IBP20 / RTT 11/28/2022 00.25 ' iii ' IIIX4 A = B 3X5 iv A t r, 3X5 1111.5X4 I--1'10"6—4-1 1'10*6 1'10'6 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pf In PSF) DeflICSI Criteria •Maximum Reactions(Ibs),or•sPLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in loc L/defl Li# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specifled) Ce: - VERT(LL): 0.002 B 999 360 Loc R+ /R- /Rh I Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.002 B 999 240 C• - I- I- /53 6 /- BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.012 A - - Wind reactions based on MWFRS EXP:B Kzt:NA HO TL: 0.012 A - - C B Wid=22.4 Min R Des Ld: 45.00 Mean Height:33.39 ft ) NCBCLL:0.00 TCDL:6.0 psi Building Code: Creep Factor 2.0 Bearing D Is a rigid surface. Soffit: 2.00 BCDL:4.2 psi IBC 2018 Max TC CSI: 0.015 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 WI Std: 2014 Max BC CSI: 0.013 Maximum Top Chord Forces Per Ply Ps) Spacing:24.0• C&C Dist a:3.00 fl Rep Fac:No Max Web CSI: 0.334 Chords Tens.Comp. Loc.from endwall:NA FTIRT:4(0)!4(0) A-B 576 -577 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver:21.02.008.1108.20 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord 2x4 HF#2 D-C 577 -576 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 610 -651 B-C 700 -741 578#( 310.00 pit)along top chord,from either D-B 911 -911 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(8) (PLF) Mbr Start End Case 1: 578 310.00 TC 0.00 1.86 578 310.00 BC 0.00 1.86 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred QED PRO between successive panels. The vertical connection fC S required at each end is equal to the drag load in PLF GJ� G 1 1 F s/O times the truss height in feet. C2� fit, ,Q .!, Truss must be installed as shown with top chord up. id/ 63294PE 9 Cr OREGON 'Ly 14,20 C `**ell Tan'��Renewal 8/30f2024 I1/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tress components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.9ox468 Trusses require extreme care in fabricating,handling,shipping,Installing and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR B7113 Component Safety Information,by TPI and SBCA for safety practices prior to erforming these functions. Installe s shall provide temporary 1503)3a7ana bracing per BCSI.Unless noted otherwise,top chord shall(Save propery attached structural sheathing and bottom chordl shall have a propenY attached rigid ceiling.Locations shown for permanentp lateral restraint of webs shall have braacingq�installed per BCSI sections B3,B7 or 810, as applicaBle. Appl plates to each face o truss and position as shown above and on the JoinfOetalls, unless note otherwise. I#efer to ALPINE' drawings 160A-Z for sandard plate positions.Refer to jobs General Notes page for additional information. Alpine,a division of ITN BuildinaComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/I PI 1. or for handling shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing indicates acceptance of professional engineering responsibility soleQlyior the design shown.The suitability and use of this North drawing for any structure is the responsibility of the Building Designer per ANSITT 1 1 Sec.2. Building.4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:305492 MONO Ply: 1 Job Number.07'22001 Cuet R7175 JRet 1XL171750002 7135 FROM:MG Oty: I Tigard Senior Housing DrwNo: Page 2 of 2 Truss Label: IBP20 ... I .,. 11/28/2022 12 0.25 III1.5X4 A 3X5g �= Iii' 1 TA 3X5 III1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 575.70 -577.40 - 0.014 0.015 2 2x4 HF#2 22.38" Plywd D - C 576.80 -575.86 - 0.012 0.013 1 2x4 HF#2 22.38" Diaph A - D 610.00 -650.97 0.012 0.009 0.021 2 2x4 HFStand+HFStud 24.48" - D - B 910.86 -910.99 0.334 - 0.334 1 2x4 HFStand+HFStud 26.78" - B - C 700.29 -741.28 0.257 0.005 0.261 2 2x4 HFStand+HFStud 24.09' - Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) de6X(T) A 0.01' 33.26' 1.5X4 0.96 0.30 N 0.00" L1999 0.00" L/999 0.01" 0.01" B 1.87' 33.22' 3X5 0.96 0.86 N 0.00" U999 0.00" 1./999 0.01" 0.01" C 1.87' 30.93' 1.5X4 0.96 0.80 N 0.00" U999 0.00" U999 0.00" 0.00" D 0.01' 30.93' 3X5 0.96 0.94 N 0.00" L/999 0.00" L/999 0.00" 0.00" Loads using option:User Modified Load Cases ----- ------ -- [Dragstrul L-R][OC 24.001[DF 1.60][NM 1] [Dragstrut R-L][OC 24.001(DF 1.60][NM 1] ----`-------�_- ----_-_ ------_-_ Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 10 310 @ 1.9 L[y=33.3][100%] -310 PLF @ 0.0 to 310 @ 1.9 L[y=33.3][100%] 22 PLF @ 0.0 to 22 @ 1.9[y=36.41 0%1 22 PLF @ 0.0 to 22 @ 1.9[y=36.41( 0%1 -310 PLF @ 0.0 to-310 @ 1.9 L[y=30.811100%] 310 PLF @ 0.0 to 310 @ 1.9 L[y=30.811100%] 18 PLF @ 0.0 to 18 @ 1.9 1y=25.81( 0%1 18 PLF @ 0.0 to 18 @ 1.9[y=25.81( 0%] 310 PLF @ 0.0 to 310 @ 0.0[y=31.1](100%] -310 PLF @ 0.0 to-310 @ 0.0(y=31.1][100%] -310 PLF @ 1.9 to-310 @ 1.9[y=31.1][100%] 310 PLF @ 1.9 to 310 @ 1.9[y=31.111100%1 Brg.#1 Vert.R= 98.7#Hor.R= -0.0# Brg.#1 Vert.R= 50.5#Hor.R= 0.0# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Mu "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.505488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing Refer to and follow the latest edition of SCSI(Building Camels exoe OR 97113 Component Sagfety Information,by TPI and SBCA)f safely practices or to perforining these functions. Installers shall provide temporary (503)357-211s bracing per BGSI.Unless noted otherwise,top chord shall have properfyattached structural sheathing and bottom chord shall have a prop lr y attached rigid ceiling.Locations shown for permanent lateral restraint o webs shall have bracingg ins lied per BCSI sections 53,B7 or B10, as applicable. AppTy plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to A LPI N E drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITW Building_Components Group Inc.shall not.be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawingor cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional en meennou responsibility solely-for the design shown.The suitabil and use of this North Building,drawing for any structure is the responsibility of the Building-Design:r per ANSI/TPI 1 Sec.2. g•4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SEQN:305494/ MONO Ply. I Job Number 0722001 Curt R 7175 JRer.1XL1717500e2 T136 FROM:MG City: 1 Tigard Senior Housing DrwNo: 332.22.0740.12844 Page 1 of 2 Truss Label: IBP21 I RTT 11/28/2022 12 0.25 1111.5X4 A m3X58 • tr���� T H i m w3X5 111.5X4 F—1'10'6--I 110'6 1'10"6 Loading Criteria(psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Def#CSI Criteria •Maximum Reactions fibs),or"=PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct - CAT: - PP Deflection in hoc L/defl LI# Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11,0(specified) Ce: - VERT(LL): 0.002 B 999 360 Loc R+ /R- /Rh /Rw /U /RL_ _ BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.002 B 999 240 c" - /- /- /53 /- /- BCDL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.012 A - - Wind reactions based on MWFRS Des Ld: 45.00 EXP.B Kzt:NA HORZ(TL): 0.013 A - - C Brg Wid=22.4 Min Req=- Mean Height:33.43 ft NCBCLL: Building Code: Creep Factor:2.0 Bearing D is a rigid surface. Soffit: 2.000 TCDL:4.2 psf BCDL:4.2 psf IBC 2018 Max TC CSI: 0.015 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.013 Chord Maximum Top Chord Forces Per Ply Ohs) Spacing:24.0" CSC Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.337 Chords Tens.Comp. Loc.from endwall:NA FTIRT:4(0)/4(0) A-B 576 -577 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver:21.02.009.1108.20 Maximum Bot Chord Forces Per Ply(lbs) Lumber Chords Tens.Comp. Top chord 2x4 HF#2 D-C 577 -576 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal bad of A-D 623 -664 B-C 713 -754 578#( 310.00 p1f)along top chord,from either D-B 921 -921 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 578 310.00 TC 0.00 1.86 578 310.00 BC 0.00 1.66 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred Ep PROF- between successive panels. The vertical connection �G� FrSS required at each end is equal to the drag load in PLF c0G 1 N F /O times the truss height in feet. O\ �a F/ 1- Truss must be installed as shown with top chord up. �4/ 6329aPE 9 .r� OREGON r4 `VL.14,2fie C - e'en Tao - Renewal 6130/2024 1 11/28/2022 '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Thus Components of Oregon.in0. ""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Sox488 Trusses require extreme care in fabricating,handling,shipping,installinoand bracing. Refer to and follow the latest edition of SCSI Building Cornelis OR 97113 Component Safety Information,by TPI and SBCA)Mr safety pradtices t Hor to perfofming these functions. Installers shall provide temporary (503)357-2118 bracing per BCSI.Unless noted otherwise,top chord shall have roper) attached structural sheathingand bottom chord shall have a ro y attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing instlled per BCSI sections B3,B7 Or 81O, as applicable. Apply plates to each face o truss and position as shown above and on the JointDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for sandard plate positions.Refer to job's General Notes page for additional information. Alpine.a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSVTPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawingor cover page 155 Harlem Ave listing this drawing indicates acceptance of professional enacLineenngg responsibility solely for the design shown.The suitabilit and use of this drawing for any srriicture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.orq Glenview,IL 60025 SE-ON:305494 MONO PM 1 Job Number 0722001 Cost R7175 JR&:1 XL171750002 7136 FROM:MG City: 1 Tigard Senior Hawing DrwNo: Page 2 of 2 Truss Label: 19921 ... 1 ... 11/28/2022 12 0.25 I111A.5X4 =3X5 a, =3X5 III1.5X4 Member MaxTen MaxComp Axial Bend CSI GLC Size Material Length Brace A - B 575.71 -577.40 - 0.014 0.015 2 2x4 HF#2 22.38" Plywd D - C 576.79 -575.88 - 0.012 0.013 1 2x4 HF#2 22.38" Diaph A - D 622.89 -663.85 0.013 0.009 0.022 2 2x4 HFStand+HFStud 24.98" - D B 920.87 -921.00 0.337 - 0.337 1 2x4 HFStand+HFStud 27.24" --- B - C 713.18 -754.16 0.261 0.005 0.266 2 2x4 HFStand+HFStud 24.59" -- Joint x y Plate Cq JSI Method def1Y(L) deflY(T) deflX(L) deflX(T) A 0.01' 33.30' 1.5X4 0.96 0.30 N 0.00' U999 090" U999 0.01" 0.01" 8 1.87' 33.26' 3X5 0.96 0.87 N 0.00" U999 0.00" 11999 0.01" 0.01" C 1.87' 30.93' 1.5X4 0.96 D.80 N 0.00' U999 0.00" U999 0.00" 0.00" D 0.01' 30.93' 3X5 0.96 0.94 N 0.00" U999 0.00" U999 0.00" 0.00" Loads using option:User Modified Load Cases [Dragstrut L-RJ[OC 24.00][DF 1.60][NM 1] [Dragstrut R-L](OC 24.00](DF 1.60j(NM 1] Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF @ 0.0 to 310 @ 1.9 L(y=33.4][100%] -310 PLF @ 0.0 to-310 @ 1.9 L[y=33.4[[100%] 22 PLF @ 0.0 to 22 @ 1.9[y=36.4g 0%] 22 PLF @ 0.0 to 22 @ 1.9[y=36.4j( 0%j -310 PLF @ 0.0 to-310 @ 1.9 L[y=30.81[100%11 310 PLF @ 0.0 to 310 @ 1.9 L[y=30.81[100%] 18 PLF @ 0.0 to 18 @ 1.9[y=25.81 0%j 18 PLF @ 0.0 to 18 @ 1.9[y=25.81( 0%] 310 PLF @ D.0 to 310 @ 0.0(y=31.1 j[700%j -310 PLF @ 0.0 to-310 17 0.0[y=31.1)1100%] -310 PLF @ 1.9 to-310 @ 1.9(y=31.1 j[100%) 310 PLF @ 1.9 to 310 @ 1.9[y=31.11[100%] Brg.#1 Vert.R= 98.7#Hor.R= -0.0# Brg.#1 VerLR= 50.5#Hor.R= -0.0# ____ "WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Trues Components of Oregon.Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabriratin ,handlin shipping,installing and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)toy safety practices prior to performing these functions. Installers shall provide temporary 1503)361-zt 16 bracing r BCSI.Unless noted otherwise,top chord shall have roper) attached structural sheathing and bottom chord,shall have a properly attached ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sectons B3,B7 or B10, as applicable. Appl plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to job's General Notes page for additional information. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,,installation and bracing of trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional engmeenng responsibility solely-for the design shown.The suitability and use of this North Building,drawing for any structure is the responsibility of the Building-Designer per ANSIITPI 1 Sec.2. g,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.org;AWC:awc.org Glenview,IL 60025 SEON:3054.961 FLAT Ply: 1 Job Number: 0722001 Cust R7175 JRat1X11 7115 0 0 02 T137 FROM:MG Oty: 9 Tigard Senior Housing OrwNo: 332.22.0740.12968 Pagel of 2 Truss Label: IBP22 / RTT 1128/2022 I111A 4 -3X5B T as ii irjammil a, w4X5 1111.5X4 --1'10"6--{ 1'10"6 1'10'8 Loading Criteria Iwo Wind Criteria Snow Criteria (Pg,Pf in PSF( Defl/CSI Criteria ♦Maximum Reactions(Ibs),or•=PLF TCLL: 25.00 Wind Std: ASCE 7-16 Pg:10.0 Ct: - CAT: - PP Deflection in loc Udell Lift Gravity Non-Gravity TCDL: 11.00 Speed: 96 mph Pf:11.0(specified) Ce: - VERT(LL): 0.002 B 999 380 Loc R+ /RI" I Rh /Rw 1 U I RL BCLL: 0.00 Enclosure:Closed iu: - Cs: - VERT(CL): 0.002 B 999 240 C• - /- /- /40 /- /- BCOL: 9.00 Risk Category:II Snow Duration: - HORZ(LL): 0.013 A - - Wind reactions based on MWFRS NA Des Ld: 45.00 E)(P.B Kt: HORZ(TL): 0.013 A - - C Brg Wid=22.4 Min Req=- NCBCLL:0.00 Mean Height:33.45 R Building Code: Creep Factor:2.0 Bearing D is a rigid surface. Soffit: 2.00 BCDL:4.2 psf IBC 2018 Max TC CSI: 0.015 TCDL:6.0pal Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.013 Maximum Top Chord Forces Per Ply(Ibs) RepFec:No Max Web CSI: 0.341 Chords Tens.Comp. Spacing:24.0" C&C Dist a:3.00 ft Loc.from endwall:NA FTIRT:4(0)/4(0) A-B 576 -577 GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Via:21.02.008.1108.20 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord 2x4 HF#2 D-C 577 -576 Bot chord 2x4 HF#2 I Webs 2x4:HF Standard+HF Stud: Maximum Web Forces Per Ply(Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss transfers a maximum horizontal load of A-D 624 -665 B-C 714 -755 578#( 310.00 plf)along top chord,from either D-B 931 -931 direction,to supports where indicated.Diaphragm and connections are to be designed by Engineer of Record. Drag Loads:Force(#) (PLF) Mbr Start End Case 1: 578 310.00 TC 0.00 1.86 578 310.00 BC 0.00 1.86 Additional Notes Blocking panels shall be attached to the shear wall and roof diaphragm for the drag load stated, Provide lateral restraint for end webs against buckling. The overturning force at each end must be transferred D PRO between successive panels. The vertical connection C�� F- , required at each end is equal to the drag load in PLF \y� GIN S- times the truss height in feet. .a F Truss must be installed as shown with top chord up. 83294PE -1- OREGON A0 "LLT 14,20� m °eel,Tan 4- Renewal el30/2024 11/28/2022 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss conacnerw of Oregon.Inc. "IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Buildin Canel a OR 97113 Componen Safety Information,by TPI and SBCA)Mr safety practices prior to rforming the9a functions. Installers shall provide tempos 15031357 211a bracing per BCSI Unless noted otherwise,top chord shall have propery attached structural sheathin and bottom chord shall have a properly attached rigid ceiling Locations shown permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10 as applicable. AOYppr plates to each face o1 truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z7arstandard plate positions.Refer to job's General Notes page for additional information. ALPINE* Alpine,a division of ITW Buildin CCompon nts Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,M RN COMMIT truss in conformance with ANSI/7P! 1, or forhandling, shipping,,installation and bracingof trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing, acceptance of tessional engateenng responsibility solelyor the design shown.The suitability and use of obis North Building ,for any structure is the responsibility- the Building"Designer per ANSI/TPI 1 Sec.2. 4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.orq;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview,IL 60025 SEON:305496 FLAT Ply. I Job Number. 0722001 Cunt R 7175 Met 1X1171750002 T137 FROM:MG OM 9 Tigard Senior Housing DneNo: Page 2 of 2 Truss Label: IBP22 ... / ... 11/28/2022 III 1A.5X4 w 3X5 B I.11.111111111111r • • • ■I ■ 1��■1 BI• =4X5 III1.5X4 • Member MaxTen MaxComp Axial Band CSI GLC Size Material Length Brace A - B 575.93 -576.76 - 0.014 0.015 1 2x4 HF#2 22.38' Plywd D - C 576.80 -575.90 - 0.012 0.013 1 2x4 HF#2 22.38' Diaph A - D 623.80 -664.78 0.013 0.009 0.022 2 2x4 HFStard+HFStud 25.02" - D - 8 930.99 -931.10 0.341 - 0.341 1 2x4 HFStand+HFSfud 27.55'• - B - C 714.13 -755.10 0.262 0.005 0.267 2 2x4 HFStand+HFStud 25.02' -• Joint x y Plate Cq JSI Method deflY(L) deflY(T) deflX(L) deflX(T) • A 0.01' 33.30' 1.5X4 0.96 0.30 N 0.00" U999 0.00' U999 0.01- 0.01" B 1.87' 33.30' 3X5 0.96 0.88 N 0.00" L/999 0.00" U999 0.01" 0.01" C 1.87' 30.93' 1.5X4 0.96 0.76 N 0.00" 1/999 0.00" U999 0.00" 0.00' D 0.01' 30.93' 4X5 0.96 0.78 N 0.00" L/999 0.00" U999 0.00" 0.00' Loads using option:User Modified Load Cases _-_-_-_-_-_ [Dragstrut L-R][OC 24 00][DF 1.60][NM 1] (Dragstml R-L][OC 24.00][DF 1.60][NM 1] __-_-_�=___-_-_-_-_-_-_-_Load Case:1 User Modified:No Load Case:2 User Modified:No Repetitive Factors Used:No Repetitive Factors Used:No 310 PLF ig 0.0 to 310 fp 1.9 L[y=33.41[100%1 -310 PLF fg 0.0 to-310 Q 1.9 L[y=33.41[100%1 22 PLF @ 0.0 to 22 @ 1.9[y=36.4]1 0%] 22 PLF @ 0.0 to 22 @ 1.9[y=36.411 0%] -310 PLF(g 0.0 to-310 @ 1.9 L[y=30.8][100%] 310 PLF @ 0.0 to 310 a 1.9 L[y=30.8)(100%] 18 PLF(t 0.0 to 18 fp 1.9[y=25.8]1 0%] 18 PLF @ 0.0 to 18® 1.9[y=25.81 0%] 310 PLF 0 0.0 to 310© 0.0(y=31.1][100%] -310 PLF(g 0.0 to-310 Q 0.0[y=31.1][100%] -310 PLF(d 1.9 to-310 fp 1.9[y=31.11(100%1 310 PLF @ 1.9 t0 310 0 1.9[y=31.11[100%] Brg.#1 Vert.R= 74.6#Hor.R= -0.0# Brg.#1 Vert.R= 74.6#Hor.R= 0.0# "'WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components dOrepon.Inc. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fag/loafing,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Comus OR 97113 Component Safety Information,by Tel and SBCA)for safety practices prior to performingp these functions. Installers shall provide temporary (503)357.2118 bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottorrlchord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83,B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions.Refer to lob's General Notes page for additional information. Alpine,a division of ITN Buildin1 Components Group Inc.shall not he responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI TPI 1, or for handling, shippingg installation and bracingof trusses. A seal on this drawing or cover page 155 Harlem Ave listing this drawing,indicates acceptance of professional encOineenng responsibility solely-tor the design shown,The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. North Building,4th Floor For more information see these web sites:Alpine:alpineitw.com;TPI:tpinst.org;SBCA:sbcacomponents.com;ICC:iccsafe.orq;AWC:awc.org Glenview.IL 60025 � '� lL7. ReI i- nforcrii� e l 1 027-'' T—Reinforcement This detail is to be used when a Continuous Lateral Restraint (CLR) or T-Reinf. \ is specified on a truss design but an alternative web L-Reinforcement: or • reinforcement method is desired. L-Reinf. Apply to either side of web narrow face. Notes: °Attach with IOd (C.I28"x3.0",min) nails at 6 c.c. Reinforcing member is a minimur BOX of web This detail is only applicable for changing the specified CLR member length. shown on single ply seated designs to T-reinforcement or \ L-reinforecement or scab reinforcement. • j \ Alternative reinforcement specified in chart below nay be conservative. / A For minimum alternative reinforcement, re-run design with appropriate ---- reinforcement type. Use scabs instead of L- or T- reinforcement on webs with intersecting X truss joints, such as K-web i'oints, that may interfere with proper application along the narrow face of the web. T-Reinf. L-Reinf. Web Member Specified CLR Alternative Reinforecement Scab Reinforcement: Size Restraint T- or L- Reinf. Scab Reinf. 2x3 or 2x4 1 row 2x4 1-2x4 Apply scabs) to wide Face of web. 2x3 or 2x4 2 rows 2x6 2-2x4 No core than (1) scab per face. Attach with 10d (O.128"x3.0-,min) rails 2x6 I row 2x4 1-2x6 at 6" o.c. Reinforcing member is a 2x6 2 rows 2x6 2-2x4(IN) minilnurn. 80% of web member length. 2x8 I row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6<31E) Scab Reinf. T-reinforcement, L-reinforcement, or scab reinforcement to be same species and grade or better than web comber unless specified / otherwise or Engineer's sealed design. (40 Center scab on wide face of web. Apply (l) scab to each i face of web, • • <���p PROF.& VARNINGI READ AND FOLLOW ALL MITES a THIS DRAWING! �0 4/aotivq.PI _L PEE REF CLR SubSt. IMPORTANT FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS C T. .. require extreme ban fro tnq.handling. shipping,installing. d b -.q. Refer to oral (V 88294PE UL PSF DATE 01/02/19 follow the1 t [ pe of 6L I these ea q Cars t s r ty I ! tor_by n 1 al noon' v f ty /y . U ctc es ed o t �Se,f ormhtq orFunctions rove Installersprlph t provide t Do y Prating d o KIT. wL / Unless noted otherwise, tee chord shall Hobe properly ottacned st- cturol snentn q arid hotter, Hord 8�.. LL PSF DRWG BRCLBSUE0119 Illhbkshod hove a properly attached rigid ceiling. LccotgnO shown For eernonent lateral restraint of webs O shed hive bradrq inst%t'per DCSI sec Uc=s U. B)or BID.as appncnble. Apply pintos to noon face ALPINE truss and portion a fhawn andar and to the ioant Betn.le..nleee Hated of r..Ee B L PSF Refer t0 drawings .aUn-Z for standard plate positions. Alpine, o division of ITV Building Components Group Inc. shop not be re ponsible for any deviation f. � �RECioIV �T� LD, R.:�E this drawinc,any failure to build the truss In conformance with ANSIITPIs:,or for handling,shppirp. L+ AN ITW COMPANY Instano tier L br Gang of trusses. 3 tq, 0' A not on this drawing or cover pope listing this y,imitates acceptance of prefesslorol G LY 14,20 �Q/ _ 165 Harlem Ave engineering responcs ty solely For the design shown. Thy suitability and vse of this drawing S FAC. North Bidding.4th Floor for any structure is the responstdity of the Building Designer per ANSI/TIN I Sect. Sell Tanv ---. Blended.IL 60025 For more informaton see this Job's general notes pope led these web sites. IN'• ALPINE,wsw.slpine'twco ! TPhe www.tpinst b r org, SBCA:wow scoconponerts.coi OCT.Wewdccsofe,org Renewal 6/30/2024 -- _ 11128/2022 Comrgentar , Def'lection and Camber, Camber may be bull- II-to trusses -to compensate L = Span of Truss (inches) for the vertical deflection -that results from -the D = Depth of Truss at Deflection Point (inches) application of loads, Providing camber has the following advantages, Recommended Truss Deflection Limits • Helps to ensure level ceilings and floors after dead loads are applied. Truss Type L/D Deflection Limits • Facilitates drainage to avoid ponding on flat or Live Load Total Load low slope roofs. Pitched Roof Trusses 24 L/240 (vertical) L/180 (vertical) • Compensates for different deflection Floor of Room-In-Attic 24 L/360 (vertical) L/240 (vertical) characteristics between odjacent trusses. Trusses • Improves appearance of garage door headers Flat or Shallow Pitched 24 L/360 (vertical) L/240 (vertical) and other long spans that can appear to "sag." Roof Trusses • Avoids "dips" in roof ridgelines at the transition Residential Floor Trusses 24 L/360 (vertical) L/240 (vertical) from the gable to adjacent clear span trusses. Commercial Floor Trusses 20 L/480 (vertical) L/240 (vertical) - In accordance with ANSI/TRI 1 the Building Designer, through the Construction Documents, shall provide the• Scissors Trusses 24 0.75" (horizontal) 1.25" (horizontal) location,, direction, and magnitude cf all loads attributable i to pending that may occur due to the design of the roof drainage system. The Building Designer shall also specify Truss Type Recommended Camber any dead lead, live load, and in-service creep deflection Pitched Trusses 1.00 x Deflection from Actual Dead Load criteria for flat or low-slope roofs subject to ponding leads. Sloping Parallel 1.5 x Vertical Deflection from The amount of camber is dependent on the truss type, Chord Trusses Actual Dead Load span, loading, application, etceteras. Floor Trusses (025 x Deflection from Live Load) + More restrictive limits for allowable deflection and Actual Dead Load slenderness ratio (L/D) may be required to help control vibration. Flat Roof Trusses (0.25 x Deflection from Live Load) + (1.5 x Design Dead Load Deflection) The following tables are provided as guidelines for limiting deflection and estimating camber. Conditions or Note The actual dead toad may be considerably less than codes may exist that require exceeding these the design dead load. recommendations, or past experience may warrant using more stringent limitations. ���EoPRopFSs VARNIND READ M10 FOLLOW ALL NOTES ON THIS IIRAVINGI l^�C' ��GIN �O :.•EF _I- LL--/CA MB aa[NP0RTMIT FURNISH THIS DRAWING TO ALL C04TRACTORS INCLUDING THE INSTALLERS V T u -s a b tl g,handling, OC g t lu ny d Iny Wrier to83294PE follow thelatest d of BM Bud y C p t Safety Infer-notion. by 1-PI d OLO f f ty ��� DATE 16/0:/ 4 pu dims e tow f g to functions.av Installers stall provide ntemporary bracing y eon. iRWG DCFLCAMB1014 Unless noted tF top chordshallei p . grope I attached a et sheathing cry i Sotto. rr.l shall II h properlyue attached rigid le L3 07 5 shown for- 'e t lateral f t f b:. e shoo have bracing iontcse soe SCSI settlers 13, H) - to ale bOp Applyotplates t each taco ALPINE truss anddrawings En /for s above and the ,anttennis, unleee optedatperwie. Refer to dro.mgs l6aa-Z for standard prate posiYuns. Alpine,o division of ITV Building Components Group Inc. shall not be responsible for any devlbtion f. OREGON this drawing, any failure to build the truss in conformance with ANSIiTPI:.or for handling,shipping. �!1 L+ AN ITWCOMPANV Installation a bracing of trusses. 5 A swot on this drawing.e cover pope Dstig tins droshe Indcotes Acceptance of proiessWNl G wLY 14,2G 9Q/ 514 Earth City Expressway ;nor any 1p ucttre Is th sresp far the design luldin The sWr eery eM 1p1 of this drawee 4 It Ta Suite 242 inr any 1 dew Is tin rxsY Flinty ai tin DaMdYq TDelc:r per AHSGTPI 1 .:1 se n Earth City,MO 83045 For more Information see e this Job's general notes page and these web sites: ALPINE:wawelpineita.con; TPlwww.tpinstorgl SBCA, www.sbcondustry.erg•ICC•www.iccsafe org Renawal 6/30/2024 1I/28/2022