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Plans /Live & /ate cr /1 51212f9. 9024o r `TIGARD 44\1 r .p pc Quad by Planning Date:. -1,R 1q 0 10' 20' 'r►itial' ' L I II _ _ 165 _ _ 165 1 SCALE: 1"-=20' r___ 155.37' TREE PLANTING NOTES(Nott.Lot 3 was lot 8 in the previously approved Urban Forestry Plan) 1.NEW TREES THAT ARE PLANTED 70 MEET TIME EFFECTIVE CANOPY REQUIREMENTS SMALL ' ^, CONFORM TO THE APPUCABLE STANDARDS IN THE TIGARD URBAN FORESTRY MANUAL THEY A 1 5 A I in( 0 1) SHALL BE PLANTED IN ACCORDANCE WITH THE AMERICAN NATIONAL STANDARDS INSTITUTE I I� J (ANSI)STANDARDS FOR TREE PLANTING(A300,PART 8)AND ADDITIONAL STANDARDS ADOPTED r--- ,_ �— I �.. BY THE OREGON LANDSCAPE CONTRACTORS BOARD.NURSERY STOCK SHALL MEET THE I I I N ,a - F[' ' REQUIREMENTS OF THE AMERICAN ASSOCIATION OF NURSERYMEN FOR NURSERY STOCK(ANSI ` +�e Z60 I)FOR GRADE NO I OR BETTER.DOUBLE STAKE TREES IF NEEDED FOR STABILITY DURING THE I ESTABLISHMENT PERIOD. AUG^'I r 2 8 2019 01^y 2.ROOT BARRIERS SHALL BE INSTALLED ACCORDING TO THE MANUFACTURER'S SPECIFICATIONS WHEN A STREET TREE IS PLANTED WITHIN 5'OF ANY HARD SURFACE,PAVING,OR UTIUTY BOX. 0) 3 If NEEDED,IRRIGATION IO BE DESIGN/BUILD BY THE LANDSCAPE CONTRACTOR Pf _ \d y�L. q A/f yY LF 4.If NEEDED,SPECIES SUBStrUIONS SHALL BE COORDINATED WITH THE PROJECT ARBORIST TO (T1 ^ v ;'8� tor-,64¢`a P ENSURE EQUIVALENT CANOPY COVER IN ORDER TO AVOID MODIFICATION OF THE PREVIOUSLY . re,�Q I� e,g. i v I S I )N, APPROVED URBAN FORESTRY PLAN. L,." The project arborist has reviewed this plan and certifies that the trees and tree protection are I accurately represented in accordance with Ow previously approved Urban Forestry Plan. Morgan Nolen,ISA Board Certified Master Arborist(PN.63.458),ISA Tree Risk Assessor Qualified I I Date.May 25,2019 I Phone Number:972 40P935.4 I 11/17.‘ f ...44.L,_ ,-,:,,,..-.,;;,-,' -:-,r 12'x 10'-: PATIO L L/T 4 7 •■ —0— 15 —.. GRAND I �, 13ft6in lOJ FIREPLACE 0 In I NTILEVER ra EASTERN REDBUD/CERCIS CANADENSIS 168FFH I LTJ (DIAMETER SPREAD 25) _�,_,. ■/111111tirI I r )OREGON MATE OAK/IXrtRCUS GARRVNU ■ ►' 2626 I o ( , (DIAMETER SPREAD SO') I L`_,J MI _ ■ 4 ft m Water Service ■11111111 I■ Drainage ------> I - 8` PUE Erosion __Ja, I Grade , DINN 166GFH l0) I Lot Area: 7160 SF ( I ,, Bldg Coverage: 1179SF E0 Q Total Impervious: 1810 SF Coverage: 17% / 26% Total „ I, �I. SD SS A _ �:_ - - - - • 13' P J E R H ll 'O.' 1.1 E 5' 165 ` SID1165 41.00' 3o ft 14. EASE� " r ., 165 i....—.area— aa.■a B E L VO I R C T Q„ ', i DATE 08/15/2018 ELDERBERRY RIDGE • REVISION WESTLAKE 7 DRAWN BY TIGARD, OREGON CONSULTANTS INC. DAB 14994 SW BELVOIR CT ENGINEERING • SURVEYING • PLANNING CHECKED BY JAB LOT SETBACKS 15159 SEIPA1FQUA PARKWAY, SUITE 150503 684-0652 JOB NO. LOT 3, 7160 SF TIGARD, OREGON 97224 FAX (505) 624-0157 1306-006 „ 1licj if s 13CCVaa er Mzrz-dtcr o0240 RECEIVED JUN 1 3 2019 CITY OF TIGARD BUILDING DIVISION I 60.8” H H"-+:1 °I I- 43'6" (- 10' -.1 I i I I 1 I I I 1I 1 1 I I 1 I i T CO m B • m �— 0 07 0 0 L 0 co O clm 1 r O _____ m co - _-- 1 °° UI < -, Cl T f 8 _ vm _1:cn. D T0 0 M m . 1 Crao ° - EJ1 __ .. yr, I F1GE 1 I — % F---8'8" -I- 42' -I- 10' Customer: PARR FOREST GROVE .- 33 1\1 oo Desc. : Pion 2626 B No Vlt mnste 0 Cl i-' CO ADDRESS: ITT CO z Designed by: BILLY BREESE C•- Z N O 0 •• ���so PROF�`SS O�5 "GINFz i0 ((/ 83294PE 9 lc /.-„ Alpine,an ITW Company 8801 Folsom Blvd.,Suite 107 Sacramento,CA 95826 OREGON ALPINE' Phone:(800)877-3678(916)387-0116 Fax:(916)387-1110 "A4 `ti+r�a,Zoe" I.0� a.NITW coN.unvv sacseals@itwbcg.com A„ ell Tan' 02/19/2019 Renewal 6130/2020 Site Information: Page 1: Customer: Truss Components of Oregon, Inc. Job Number: 0219024 Job Description: -PARR FOREST GROVE-Plan 2626 B No Vlt maste Address: HILLSBORO,OR Job Engineering Criteria: Design Code: IRC 2012 View Version: 18.02.01.0118.17 JRef#: 1WIR71750009 Wind Standard: ASCE 7-10 Roof Load(pdf): 25.00-10.00-0.00-7.00 Wind Speed(mph): 120 Floor Load(psf): None This package contains general notes pages,25 truss drawing(s)and 7 detail(s). Item Seal# Truss Item Seal# Truss 1 050.19.1423.16293 SDG 2 050.19.1408.00550 SD1 3 050.19.1408.48333 SD2 4 050.19.1409.09853 SD3 5 050.19.1409.25143 SD4 6 050.19.1410.02017 Cl 7 050.19.1410.17877 C 8 050.19.1411.11047 CGE 9 050.19.1412.23517 BGE 10 050.19.1412.56347 B 11 050.19.1413.30330 DGE 12 050.19.1414.15850 DG 13 050.19.1414.54233 AG 14 050.19.1110.25042 A 15 050.19.1415.16583 EJ2 16 050.19.1415.52550 EJ1 17 050.19.1415.57397 EJG 18 050.19.1416.14630 F1GE 19 050.19.1414.07543 Fl 20 050.19.1416.23173 F 21 050.19.1416.44940 FGE 22 050.19.1110.24995 SJ3 23 050.19.1110.25011 SJ2 24 050.19.1110.25027 SJ1 25 050.19.1420.49337 FT1 Printed 2/19/2019 4:07:12 PM 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 AF&PA. 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. Page 1 of 2 ! 1 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. Des Ld =total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. 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. 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 immediate vertical Deflection, 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(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. References: 1. AF&PA: American Forest& Paper Association, 1111 19th Street, NW, Suite 800, Washington, DC 20036; www.afandoa.orq. 2. ICC: International Code Council;www.iccsafe.orq. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.alpineitw.com. 4. TPI: Truss Plate Institute, 218 North Lee Street, Suite 312, Alexandria, VA 22314;www.tpinst.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719;www.sbcindustrv.co Page 2 of 2 t , SEQN:232838 SPEC Ply: 2 Job Number: 0219024 Cust:R7175 JRef:1WIR71750009 T25 FROM:BB Qty: 1 -PARR FOREST GROVE-Plan 2626 B No VIt maste DrwNo: 050.19.1423.16293 Truss Label: SDG JAK / RTT 02/19/2019 I S s 2 Complete Trusses Required 8' 14'4"9 19'0"12 23'1"2 27' 35' I- 8' 6,4„9 I 4,8„3 I 4,0„6 I 3,10"14-1 8, -I =5X7 =3X5 1111.5X4 =3X5 =5X5 C D E F G T12 _ 6 V II 4X8(B3) T 11IN T3 v W2 a, 1 B H 1 6.. A i 0 MW z 9 � I 5X5(A1) 1111.50X4 =4X5 M=4X8[16] =3X5 1111.5X4 .5X5 A 35' i F1' 1 8' 6'4"9 4'8"3 4'0"6 3'10"14 I 8' 1 1' 8' 14'4"9 19'0"12 23'1"2 27' 35' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl!CSI Criteria A Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.339 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.685 E 607 240 B 2889 /- /- /- /157 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.074 C - - H 4089 /- /- /- /249 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.149 C - - Wind reactions based on MWFRS Mean Height:20.25 ft B Br Width=5.5 Min Req2.4 NCBCLL:0.00 Code I Misc Criteria Creep Factor:1.5 9 = TCDL:6.0 psf H Br Width=5.5 Min Req3.4 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.884 9 = TPI Std: 2007 Max BC CSI: 0.898 Bearings B&H are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.50 ft Rep Fac:Varies by Ld Case Max Web CSI:0.628 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 B-C 151 -2727 E-F 274 -4647 C-D 216-3843 F-G 265 -4226 Lumber Purlins D-E 274-4647 G-H 246 -3860 Top chord 2x4 HF#2:T3 2x4 HF#1&Bet.: In lieu of structural panels use purlins to brace all flat Bot chord 2x6 HF#2 TC @ 24"OC. Webs 2x4:HF Stud+HF Standard::W2 2x4 HF#2: Maximum Bot Chord Forces Per Ply(lbs) Wind Chords Tens.Comp. Chords Tens. Comp. Nailnote Wind loads and reactions based on MWFRS. B-0 2387 -127 L-K 4261 -266 Nail Schedule:0.120"x3",min.nails 0-N 2387 -128 K-J 3388 -211 Top Chord:1 Row @12.00"o.c. N-M 3907 -222 J-H 3398 -211 Bot Chord:1 Row ©9.25"o.c. M-L 3907 -222 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(lbs) Webs Tens.Comp. Webs Tens. Comp. Special Loads ---(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) C-N 1738 -105 L-F 556 13 -- TC:From 72 plf at -1.00 to 72 plf at 19.06 N-D 81 -897 F-K 17 491 TC:From 36 plf at 19.06 to 36 plf at 27.00 D-L 989 69 K-G 1233 79 TC:From 72 plf at 27.00 to 72 plf at 36.00 BC:From 4 f at -1.00 to 4 BC:From 14 p f at 0.00 to 14 plf at 19.06 ��lf at 0.00 �EO PROFESS BC:From 4 BC:From 7 plf at 35.00 to 4 lf at 19.06 to 7 plf at 36.00 lf at 35.00 �� r1C' N FF ,0 TC: 757 lb Conc.Load at 27.04 �� ti32g4PE11 9 BC:1733 lb Conc.Load at 19.06 f'C „ow,-BC: 338 lb Conc.Load at 20.94,22.94,24.94,26.94 BC: 123 lb Conc.Load at 29.00 BC: 119 lb Conc.Load at 31.00 BC: 116 lb Conc.Load at 33.00 OREGON Plate Shift Table 13 ALV 14,26 t JT Plate Chord JT Plate Chord 0, LY Tao�`� No Size Shift Bite No Size Shift Bite [16] W4X8 S 2.25 Renewal 6/30/2020 02/19/2019 "'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 C031357 21 OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext 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 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 standard plate positions. 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,,N°,,,a,, truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of prooessionalq engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;WI:www.tpinst.org;SBCA:www.sbcindustry. Sacramento,CA 95826 com;ICC: www.iccsafe.orq 9 T SEQN:232840 COMN Ply: 1 Job Number: 0219024 Cust:R7175 JRef:1W IR71750009 T20 FROM:BB Qty: 1 -PARR FOREST GROVE-Plan 2626 B No Vlt maste DrwNo: 050.19.1408.00550 Truss Label: SD1 JAK / RTT 02/19/2019 5'3"4 I 10' 17'6" 25' I 29'8"12 I 35' 5'3"4 4'8"12 7'6" 76" 4'8"12 5'3"4 6X6 III 1.5X4 =6X6 D E T2 F ¢ T 12 6 V '1.5X4 ,41.5X4 C W5 G to W3 rn in 1 0 B H a A f I in 5X5(B10R) -----3X5 m 6X8 =3X5 a 5X5(B10R) 36' 1 I_1' I 10' _I 76" I 7'6" 10' 11'H 10' 17'6" 25' 35' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.240 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.518 E 804 240 B 1588 I- /- /716 /51 /93 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.097 J - - H 1588 I- /- /716 /51 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.201 J - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:20.75 ft Code/Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req= 2.6 TCDL:6.0 psf H BrgWidth=5.5 Min Req=2.6 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.953 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.878 Bearings B&H are a rigid surface. RepFac:Yes Max Web CSI:0.472 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.50 ft Loc.from endwall:Any FT/RT:2(0)l4(0) Maximum Top Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 B-C 577-2702 E-F 583 -2853 Lumber C-D 531 -2417 F-G 531 -2417 D-E 583-2853 G-H 576 -2702 Top chord 2x4 HF#2:T2 2x4 HF SS: Bot chord 2x4 HF#2 Webs 2x4:HF Stud+HF Standard::W3,W5 2x4 HF Maximum Bot Chord Forces Per Ply(lbs) #2: Chords Tens.Comp. Chords Tens. Comp. Loading B-L 2317 -433 K-J 2131 -316 L-K 2131 -308 J-H 2317 -441 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Maximum Web Forces Per Ply(lbs) Webs Tens.Comp. Webs Tens. Comp. Purlins C-L 149 -424 K-F 870 -143 In lieu of structural panels use purlins to brace all flat D-K 870 -143 J-G 149 -424 TC@24"OC. E-K 141 -864 Wind Wind loads based on MWFRS with additional C&C member design. -S4PRop 0,5 �ar,iNF �O ly 83294PEI. 9 f OREGON ia` �/LY 14,20� r .9$ell Tan's Renewal 8/30/2020 02/19/2019 `*WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! MISS Components ofOregon,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 CORNELIUSOR 97113 Component Safety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-21118 Ext bracing per BCSI.Unless noted o herwise,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. Refer to A IPL N E drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN RW COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro essrona 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 ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org Sacramento,CA 95826 r SEQN:232843 COMN Ply: 1 Job Number: 0219024 Cust:R7175 JRef:1WIR71750009 T6 FROM:BB Qty: 1 -PARR FOREST GROVE-Plan 2626 B No Vlt maste DrwNo: 050.19.1408.48333 Truss Label: SD2 JAK / RTT 02/19/2019 53"4 II 12' 17'6" I 23' I 28'8"12 I 35' 6'3"4 5'8"12 56"-I 56" 5'8"12 6'3"4 =5X5 =3X5 =5X5 D E F T it w li T 12 6 I/ 1111.50/4 ///1.5X4 C G D • ED pr, CD B H a: A ?., .. at 1 �5X5(B10R) =3X5 =3X5 =3X5 =3X5 =3X5 '5X5(B1OR) A 35' 1' 7' 7' 7' 7' 7' 1' 7I— I ' I 14' 21' I 28' I 35' I '{ Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in roc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.215 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.447 E 934 240 B 1623 /- /- /722 /56 /109 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.092 J - - H 1623 /- /- /722 /56 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.192 J - - Wind reactions based on MWFRS Mean Height:21.25 ft B Br Width=5.5 Min Req2.7 NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 9 = TCDL:6.0 psf H Br Width=5.5 Min Req2.7 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.773 9 = Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.871 Bearings B&H are a rigid surface. RepFac:Yes Max Web CSI:0.374 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.50 ft Loc.from endwall:AnyFT/RT:2(0)/4(0) Maximum Top Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver.18.02.01.0118.17 B-C 557-2765 E-F 519 -2044 Lumber C-D 630-2632 F-G 629 -2632 D-E 519-2044 G-H 557 -2765 Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Stud+HF Standard::W2,W7 2x4 HF Maximum Bot Chord Forces Per Ply(lbs) #2: Chords Tens.Comp. Chords Tens. Comp. Loading B-N 2364 -409 L-K 2170 -289 N-M 1933 -272 K-J 1933 -280 Bottom chord checked for 10.00 psf non-concurrent M-L 2170 -289 J-H 2364 -417 bottom chord live load applied per IRC-12 section 301.5. Maximum Web Forces Per Ply(lbs) Purlins Webs Tens.Comp. Webs Tens. Comp. In lieu of structural panels use purlins to brace all flat C-N 171 -489 K-F 446 -52 TC @ 24"OC. N-D 675 -157 F-J 675 -157 Wind D-M 446 -52 J-G 171 -489 Wind loads based on MWFRS with additional C&C member design. 4'EkEO PROF4 5 O� aG1NFF ,O te !(/ 83294PE 9 a OREGON .A SLY 14,20� i 4. LY Tac t Renewal 6/30/2020 02/19/2019 "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 CORNE7- OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-212118 Ext 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 insailed per BCSI sections B3,B7 or B10, as applicable. Appplates to each face of truss and position as shown above and on the Join(Details, unless noted otherwise. (tefer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,w my mMPnm truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of processional 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/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA: www.sbcindustry.com;ICC: www.iccsafe.org Sacramento,CA 95826 S SEQN:232845 COMN Ply: 1 Job Number: 0219024 Cust:R 7175 JRef:1WIR71750009 T24 FROM:BB Qty: 1 -PARR FOREST GROVE-Plan 2626 B No Vlt maste DrwNo: 050.19.1409.09853 Truss Label: SD3 JAK / RTT 02/19/2019 7'3"4 14' 21' 27'8"12 35' I- T3"4 6'8"12 7' 6'8"12 I 7'3"4 --6X6 -6X6 D T2 -I- 12 12 6 I/ 3X5 3X5 C F (a) W4 W6 r— W2 B G a. A i il rn a .,,, H M L K 1 �5X5(B10R) 1111.5X4 =3X5 =3X5 =3X7 1111.5X4 '5X5(B10R) A 35 1' 7'3"4 6'8"12 7' 6'8"12 7'3"4 1' 1' I 73"4 14' 21' 27'8"12 I 35' I "{ Loading Criteria(psf) ,Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl1CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.217 L 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.429 L 971 240 B 1682 I- /- /726 /60 /125 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.104 I - - G 1682 /- /- /726 /60 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:21.75 ft HORZ(TL):0.205 I - - Wind reactions based on MWFRS NCBCLL:10.00 TCDL:6.0 psf Code 1 Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req=2.8 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.919 G Brg Width=5.5 Min Req=2.8 TPI Std:2007 MaxC CSI: Bearings B&G are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 ax0.905 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.50 ft Rep Fac:Yes Max Web CSI:0.787 Loc.from endwall:AnyFT/RT:2(0)/4(0) Maximum Top Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 B-C 546-2899 E-F 501 -2223 Lumber C-D 504-2232 F-G 546 -2899 D-E 508-1849 Top chord 2x4 HF#2:T2 2x4 HF#1&Bet.: Bot chord 2x4 HF#2 Webs 2x4:HF Stud+HF Standard::W2,W4,W6 2x4 Maximum Bot Chord Forces Per Ply(lbs) HF#2: Chords Tens.Comp. Chords Tens. Comp. Bracing B-M 2485 -389 K-J 1847 -228 M-L 2484 -390 J-I 2484 -397 (a)Continuous lateral restraint equally spaced on L-K 1847 -228 I-G 2485 -397 member. Loading Maximum Web Forces Per Ply(lbs) Bottom chord checked for 10.00 psf non-concurrent Webs Tens.Comp. Webs Tens. Comp. bottom chord live load applied per IRC-12 section C-L 186 -721 E-J 483 -103 301.5. L-D 487 -73 J-F 186 -726 Purlins In lieu of structural panels use purlins to brace all flat TC @ 24"OC. .p PROF Wind �4� F`rS Wind loads based on MWFRS with additional C&C �� GINF "Q member design. (4 83294PE�iQ 9 OREGON A` ''LY 14,20°4 m SBell Tar`� Renewal 6/31/2020 02/19/2019 **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 CO3)357 US OR 67113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted o-therwise,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 JoingDetails, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the �„1�„O,w,K, truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of orofessionar 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 ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 T C SEAN:232848 COMN Ply: 1 Job Number: 0219024 Cost:R7175 JRef:1WIR71750009 T18 FROM:BB Qty: 1 -PARR FOREST GROVE-Plan 2626 B No Vlt maste DrwNo: 050.19.1409.25143 Truss Label: SO4 JAK / RTT 02/19/2019 8' 16' 19' _I 27' I 35 8' 8' 3' 8' 8' I 1115X7 1115X7 D T2 E 1 T • 12 6 1/ )53X5 %(a) F ,n ra Alio, t. iiii Wt )���'' ////p7/////(a)/// w7 i a. A •• 8 •• „ & H a5�B1OR) 1111.5X4 =3M X5 =3X5=3X7 1111.5X4 ra5X5(B1` i 1 35' "i F'1I 8' 8 3' �- 8' 8 11'-I 8' 16' 19, 27' 35' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria •Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.212 L 999 360 Loc R+ /R- /Rh /Rw /U /RL BOLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.407 L 999 240 B 1742 /- /- /728 /65 /141 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.115 I - - G 1742 /- /- /728 /65 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:22.25 ft HORZ(TL ) 0.221 I - - Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req=2.9 TCDL:6.0 psf G BrgWidth=5.5 Min Req=2.9 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.972 TPI Std:2007 Max BC CSI: 0.939 Bearings B&G are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.50 ft Rep Fac:Yes Max Web CSI:0.340 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 B-C 551 -3045 E-F 490 -2255 Lumber C-D 492-2263 F-G 551 -3044 D-E 494-1853 Top chord 2x4 DF-L#1&Bet.:T2 2x4 HF#2: Bot chord 2x4 HF#2 Webs 2x4 HF#2:W1,W7 2x4 HF Stud+HF Standard: Maximum Bot Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. Bracing B-M 2617 -379 K-J 1851 -182 (a)#3 or better scab reinforcement.Same size&80% M-L 2616 -379 J-I 2615 -387 length of web member.Attach with 10d Box or Gun L-K 1851 -182 I-G 2617 -386 nails(0.128"x3",min.)@ 6"OC. Loading Maximum Web Forces Per Ply(lbs) Bottom chord checked for 10.00 psf non-concurrent Webs Tens.Comp. Webs Tens. Comp. bottom chord live load applied per IRC-12 section C-L 222 -855 E-J 495 -138 301.5. L-D 498 -90 J-F 222 -858 Purlins In lieu of structural panels use purlins to brace all flat TC©24"OC. ikE°PROFS Wind 'e `SS Wind loads based on MWFRS with additional C&C ��� �li4Gthie ,O9 member design. g3294PE /r OREGON Ac `VLY14,2044 0 (..,•S' 414Y Tar'A Renewal 6/30/2020 02/19/2019 **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 COR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (5003)03)357OR 357-2118 Ext 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 B10, as applicable. Applplates to each face of truss and position as shown above and on the Join(Details, unless noted otherwise. Defer to A LPI N E drawings 160A-Z for standard plate positions. 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 trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro7esstonaf engineering responsibility solely for the design shown. The sui(ability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- For more information see this lob's general notes page and these web sites:ALPINE: www.alpineitw.com;TPI:www.tpinst.orq;SBCA: www.sbcindustry.com;ICC:www.iccsafe.orq Sacramento,CA 95826 iii T SEQN:232929 COMN Ply: 1 Job Number: 0219024 Cust:R7175 JRef:1WIR71750009 T1 FROM:BB Qty: 4 -PARR FOREST GROVE-Plan 2626 B No Vit maste DrwNo: 050.19.1410.02017 Truss Label: Cl JAK / RTT 02/19/2019 6'2"5 ( 11'10"3 17'6" 123'1"13 , 28'9"11 _, 35' 6'2"5 5'7"13 57"13 57"13 5'7"13 6'2"5 5X5 F S: T 1111.5X4 1111.5X4 12 075 E Ga3X5 6 V H J D n g 3X5 3X5 C 1 `o B J 1 A $ +. i $ C\K 5X5(81) 1111:X4 =3X77[12] .H0308 =3X7[19] 1111.5X4 =5X5(B1) A 35' 1 F1'I 6'2"5 I 5'7"13 , 11'3"11 5'7"13 6'2"5 _ 1"..16'2"5 11'10"3 23'1"13 28'9"11 35' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/deft L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.184 G 999 360 Loc R+ /R- /Rh /Rw I U /RL BOLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.397 G 999 240 B 1638 I- /- /727 /69 /153 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.064 L - - J 1638 I- l- /727 /69 I- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.138 L - - Wind reactions based on MWFRS Mean Height:22.63 ft B Br Width=5.5 Min Req1.7 NCBCLL:10.00 Code I Misc Criteria Creep Factor:1.5 9 = TCDL:6.0 psf J Br Width=5.5 Min Req1.7 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.808 9 = TPI Std:2007 Max BC CSI: 0.771 Bearings B&J are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.50 ft Rep Fac:Varies by Ld Case Max Web CSI:0.523 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver:18.02.01.0118.17 B-C 569-2767 F-G 627 -2400 Lumber C-D 526-2397 G-H 534 -2261 D-E 534-2261 H-I 526 -2397 Top chord 2x4 HF#2 E-F 627-2400 I-J 569 -2767 Bot chord 2x4 DF-L#1&Bet. Webs 2x4:HF Stud+HF Standard::W4,W5 2x4 HF #2: Maximum Bot Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. Plate Shift Table B-P 2373 -393 N-M 1541 -154 JT Plate Chord JT Plate Chord P-O 2374 -393 M-L 2374 -393 No Size Shift Bite No Size Shift Bite O-N 1541 -154 L-J 2373 -392 [12] W3X7 1.25 L 1.25 [19] W3X7 1.25 R 1.25 Loading Maximum Web Forces Per Ply(lbs) Bottom chord checked for 10.00 psf non-concurrent Webs Tens.Comp. Webs Tens. Comp. bottom chord live load applied per IRC-12 section E-O 177 -465 F-M 977 -245 301.5. O-F 977 -245 M-G 177 -465 Truss supports 200#mech unit;unit centered at 17-6-0;supported by BC;unit width 2-0-0;supported by 4 trusses. izO PROP Wind •4 ss Wind loads based on MWFRS with additional C&C ���� �lrNAGiNIe. ,O9 member design. 83294PE OREGON 15 'ycr 14,Zed' m `e$eII Tan 4s Renewal 6/30/2020 02/19/2019 **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.Box468 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)tSr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2116 Ext bracing per SCSI.Unless noted olherwise,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 bracinginstalled per BCSI sections B3,B7 or B10, as applicable. Applylates 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. 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 AN NW COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of oro7essionaf engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI: www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq Sacramento,CA 95826 r • SEQN:232850 COMN Ply: 1 Job Number: 0219024 Cost:R7175 JRef:1WIR71750009 T2 FROM:BB Qty: 8 -PARR FOREST GROVE-Plan 2626 B No Vlt maste DrwNo: 050.19.1410.17877 Truss Label: C JAK / RTT 02/19/2019 6'2"5 + 11'10"3 + 17'6" + 23'1"13 + 28'9"11 + 35' 6'2"5 57"13 57"13 5'7"13 5'7"13 6'2"5 5X5 F T g 3X5 8 3X5 E G a 3X5 12 03X5 W4 H 6 O 4 u- m �.1.5X4 .s�1.5X4 io W3 (a) (a) m W5 B J 1 5X5(B10R) =3X5 m 5X7 =3X5 m 5X5(B1OR) r 35' i I_1'I 9'0"4 8'5"12 8'5'12 9'0"4 11' 9'0"4 17'6" 25'11"12 35' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.211 M 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.456 M 914 240 B 1626 /- /- /727 /69 /153 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.096 L - - J 1651 /- /- /727 /69 /- EXP:B Kzt:NA HORZ TL:0.207 L - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Hei ht:22.63 ft ( ) 9 NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req=2.7 TCDL:6.0 psf J Brg Width=5.5 Min Req=2.7 Soffit: 2.00 BCDL:4.2sf Bldg Code: IRC 2012 Max TC CSI: 0.936 P Bearings B&J are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.982 Spacing:24.0" C&C Dist a:3.50 ft Rep Fac:Varies by Ld Case Max Web CSI:0.397 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 B-C 579-2769 F-G 498 -1845 Lumber C-D 567-2489 G-H 575 -2417 D-E 575-2348 H-I 568 -2558 Top chord 2x4 HF#2 E-F 498-1845 I-J 579 -2836 Bot chord 2x4 HF#2 Webs 2x4:HF Stud+HF Standard::W3,W4,W5 2x4 HF#2: Maximum Bot Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. Bracing B-N 2373 -403 M-L 2036 -294 (a)Continuous lateral restraint equally spaced on N-M 2003 -286 L-J 2431 -402 member. Loading Maximum Web Forces Per Ply(lbs) Bottom chord checked for 10.00 psf non-concurrent Webs Tens.Comp. Webs Tens. Comp. bottom chord live load applied per IRC-12 section N-E 398 -77 M-G 211 -688 301.5. E-M 211 -673 G-L 428 -77 Truss supports 200#mech unit;unit centered at F-M 1165 -261 21-9-12;supported by BC;unit width 2-0-0;supported by 4 trusses. Wind �ilEp PROF"FS Wind loads based on MWFRS with additional C&C 4( '3% member design. .f Ali.1G,NE OZ 1(/ 83294PE 9 OREGON 13 `SLY 14,2E6e c *eel,Tar's Renewal 6/30/2020 02/19/2019 **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 shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CO3)357-21 OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted olherwise,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. Appy 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. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,apy failure to build the ,,,,ITW COMPANY truss in conformance with ANSI/TPI 1,or for handlin shipping,installation and bracing of trussesA seal on this drawing or cover page, listing this drawing indicates acceptance of pro essronaT 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 ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEQN:232853 GABL Ply: 1 Job Number: 0219024 Cust:R7175 JRef:1WIR71750009 T5 FROM:BB Qty: 1 -PARR FOREST GROVE-Plan 2626 B No VIt maste DrwNo: 050.19.1411.11047 Truss Label: CGE JAK / RTT 02/19/2019 I176I 35' I 17'6" 17'6" i.1.6" 1'4" - (T ) m5XX5 iiii M7 • 12 33X5 i 0 - 13X5 6 1/ J* i 4 V (a) (a) (e) io M12j 4 B �'4ul14 AD 1 A - L - 0 9 3 L _ i f - - : AE iiiiiiii iii - AR 3X5(B1) .5X5 = r SEQN:232830 GABL Ply: 1 Job Number: 0219024 Cust:R7175 JRef:1WIR71750009 T15 FROM:BB Qty: 1 -PARR FOREST GROVE-Plan 2626 B No Vlt maste DrwNo: 050.19.1412.23517 Truss Label: BGE JAK / RTT 02/19/2019 9'6" I 19' I 9,6" 9,6" 1-----2'10"--f-1'4"-I (TYP) =4X5 HT 12 11 6 V . r in i N to - ro d • to B N I A t 11 a a 0 a a I'r h Q c 0 /////1 1///// - 3X5(B1) =3X5(B1) k 19' 19' F'1 19' .1'"I Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs),or'=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.033 I 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.087 I 999 240 B• 230 /- /- /84 /8 /17 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.014 L - - N' 230 /- /- /84 /8 /- EXP:B Kzt:NA :0. Des Ld: 42.00 Mean Height:20.63 ft HORZ(TL) 033 L - - Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 B Brg Width=62.5 Min Req=- TCDL:6.0 psf BldgCode: IRC 2012 Max TC CSI: 0.232 N Brg Width=62.5 Min Req=- Soffit: 2.00 BCDL:4.2 psf Bearings B&R are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.500 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.086 Members not listed have forces less than 375# Loc.from endwall:AnyFT/RT:2(0)/4(0) Maximum Top Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 B-H 161 -602 H-N 161 -602 Lumber Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Chords Tens.Comp. Webs 2x3 HF#2 B-N 939 0 Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 0-0-0 top chord outlookers and cladding load not to exceed 0.01 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep x 3.5"wide periodically along top edge,only in the area above the let-in studs.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches. Do not notch at plates,or in overhang or heel(first)panels. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. ��*ED PROpz, Wind Wind loads based on MWFRS with additional C&C ��y ��G IN FFA'3% c2 member design. cr 83294PE '9 Additional Notes Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4OREGON studs of the same grade. See DWGS A12030ENC101014,GBLLETIN1014,& �(, `LLY 14,260 �0 GABRST101014 for gable wind bracing well Tar requirements. Renewal 6/30/2020 02/19/2019 "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.Box468 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)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face 0fptruss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to ALPINE' drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,,,,,,COMPANY. truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and braci ,, ng of trussesA 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 drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10 For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.corn:ICC:www.iccsafe.org Sacramento,CA 95826 1 SEQN:232832 COMN Ply: 1 Job Number: 0219024 Cust:R 7175 JRef:1W IR71750009 T14 FROM:BB Qty: 4 -PARR FOREST GROVE-Plan 2626 B No Vit maste DrwNo: 050.19.1412.56347 Truss Label: B JAK / RTT 02/19/2019 5'0"4 9'6" I 13'11"12 19 H 5'0"4 4'5"12 4'5"12 5'0"4 4X5 D 12 6 k'1.5X4 01.5EX4 io •. 1O in io in B F _LI A i M 3X5 61) .3G7 .3X5(61) 1 19' A I'"1' I 9'6" -I 9'6" H 9'6" 19' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.054 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.112 G 999 240 B 900 /- /- /412 /40 /81 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.024 G - - F 818 /- /- /369 /32 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.049 G - - Wind reactions based on MWFRS Mean Height:20.63 ft B Br Width=5.5 Min Req1.5 NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 9 = TCDL:6.0 psf F Br Width=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.348 9 Req= Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.739 Bearing B is a rigid surface. RepFac:Yes Max Web CSI: 0.247 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Loc.from endwall:Any FT/RT:2(0)/4(0) Maximum Top Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 B-C 325-1311 D-E 291 -971 Lumber C-D 279 -971 E-F 348 -1318 Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Webs 2x4:HF Stud+HF Standard: Chords Tens.Comp. Chords Tens. Comp. Loading B-G 1096 -237 G-F 1106 -236 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section Maximum Web Forces Per Ply(lbs) 301.5. Webs Tens.Comp. Webs Tens. Comp. Wind C-G 155 -413 G-E 158 -423 D-G 473 -115 Wind loads based on MWFRS with additional C&C member design. ,sesiXEo PROFS CD 0_ aGiNFF �O to 83294PE It OREGON SLY 14,20e's e �eeeII Tar Renewal 613012020 02/19/2019 *"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)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext 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 bracing installed per BCSI sections B3,B7 or B10, .466\as applicable. Applplates 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. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ANr, O,,,pA,,,. truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and braci �,, ng of trussesA seal on this drawing or cover pa e listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suit-ability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEQN:232855 GABL Ply: 1 Job Number: 0219024 Cust:R7175 JRef:1WIR71750009 T19 FROM:BB Qty: 1 -PARR FOREST GROVE-Plan 2626 B No Vit maste DrwNo: 050.19.1413.30330 Truss Label: DGE JAK / RTT 02/19/2019 5'6" I 11' 5'6" 5'6" H 1,4"H (TYP) 210"- =4X5 I :16 (0 <h illiii. l A =diiiiiiiiiiiiiii H i i i i I ////N //// m3X5(81) m3X5(81) A- 11' 11' H'1 II 1 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs),or*=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.011 L 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.025 F 999 240 B* 284 /- /- /100 /- /20 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.006 J - - H* 284 /- /- /100 /- /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:15.00 ft HORZ(TL ) 0.012 J - - Wind reactions based on MWFRS NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:1.5 B Brg Width=32.5 Min Req=- TCDL:6.0 psf BldgCode: IRC 2012 Max TC CSI: H Brg Width=32.5 Min Req=- Soffit: 2.00 BCDL:4.2 psf 0.176 Bearings B&J are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.171 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:0.041 Maximum Bot Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 B-N 528 0 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 0-0-0 top chord outlookers and cladding load not to exceed 0.01 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep x 3.5"wide periodically along top edge,only in the area above the let-in studs.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches. Do not notch at plates,or in overhang or heel(first)panels. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. � _ PROFESS' Wind 0%5 4GINFt. HOZ Wind loads based on MWFRS with additional C&C �� 83294PE 9 member design. /- Additional Notes Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require OREGON reinforcement at 70%of the length tabulated for 2X4 C studs of the same grade. /` �Ly 14,204 See DWGS A12015ENC101014,GBLLETIN1014,& eee11 Tart`� GABRST101014 for gable wind bracing requirements. Renewal 6/30/2020 02/19/2019 **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 CO3)357 US OR 97113 Component Safety Information,by TPI and SBCA)tsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent 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. Defer to A ALPINE E drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,apy failure to build the , ,,,MOAN,' truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and braci ,, ng of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro-fessional engineering responsibility solely for the design shown. The suitability 8801 Folsom Blvd.,Suite 10 and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. For mom information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.corn,TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq Sacramento,CA 95826 a SEQN:232857 COMN Ply: 1 Job Number: 0219024 Cust:R7175 JRef:1WIR71750009 T28 FROM:BB Qty: 1 -PARR FOREST GROVE-Plan 2626 B No Vit maste DrwNo: 050.19.1414.15850 Truss Label: DG JAK / RTT 02/19/2019 5'6" _I 11' 'i 5'6" 5'6" =4X5 B HOHle112AiiiIiiiiihhb.... /S 6 V 'in io C e L _ E D �� =3X5(A1) 3X5 03X5 =3X5(A1) r 11' 1 511"8 51" 511"8 I' I 3'11"8 7'0"8 11' H Loading Criteria(psf) !Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl!CSI Criteria ♦Maximum Reactions(lbs) TOLL: 25.00 'Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/deft L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.027 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.054 D 999 240 A 1205 /- /- /33 /- /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.007 D - - C 990 /- /- /25 /- /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:15.00 ft HORZ(TL):0.014 D - - Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 A Brg Width=5.5 Min Req=2.0 TCDL:6.0 psf C BrgWidth=5.5 Min Req1.6 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.397 = Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.439 Bearings A&C are a rigid surface. RepFac:Varies byLd Case Max Web CSI: 0.279 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Loc.from endwall:Any FT/RT:2(0)/4(0) Maximum Top Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 A-B 0-1552 B-C 0 -1535 Lumber Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x6 HF#2 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4:HF Stud+HF Standard: A-E 1319 0 D-C 1304 0 Special Loads E-D 1060 0 (Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) Maximum Web Forces Per Ply(lbs) TC:From 72 plf at 0.00 to 72 plf at 11.00 Webs Tens.Comp. Webs Tens. Comp. BC:From 7 plf at 0.00 to 7 plf at 8.56 BC:From 14 plf at 8.56 to 14 plf at 11.00 E-B 546 0 B-D 513 0 BC: 261 lb Conc.Load at 0.56,2.56,4.56,6.56 8.56 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind 11E13 PROP Wind loads and reactions based on MWFRS. 4' ss O�5 1GINFl� �O 11/ 83294PE 9 tc moi' . OREGON 13 "L�r G 14,2046 0 C s$eII Tan's Renewal 6/30/2020 02/19/2019 **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 CO3)357 US OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiliong Locations shown for Permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applica be. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. (2efer to ALPINE drawings 160A-Zfor standard plate positions. 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,COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of pro-fesstonai 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 ANSIJTPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org Sacramento,CA 95826 i. R SEQN:232834 EJAC Ply: 1 Job Number: 0219024 Cust:R7175 JRef:1WIR71750009 T16 FROM:BB Qty: 1 -PARR FOREST GROVE-Plan 2626 B No VI(maste DrwNo: 050.19.1414.54233 Truss Label: AG JAK / WIT 02/19/2019 F- 4 + 8' H 4' 4' 1111.5X4 C S 12 6 12 y4B8 le' "v A ....411111111111111111 _t_ E 5A - =� E D 4X5(A1) 1114X8[5] w4X5[8] r 8' i �". 4' + 4' H 4' 8' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.032 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.065 E 999 240 A 2169 /- /- /- /105 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.011 C - - D 1733 /- /- /- /88 /- EXP:B Kzt:NA HORZ TL:-0.021 C - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:20.35 ft ( ) NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:1.5 A Brg Width=5.5 Min Req=2.3 TCDL:6.0 psf D BrgWidth=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.317 Req= Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.694 Bearing A is a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.920 Members not listed have forces less than 375# 0/4 0 Maximum Top Chord Forces Per Ply(lbs) FT/RT:2 Loc.from endwall:Any ( ) ( ) Chords Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 A-B 122-2337 Lumber Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x6 DF-L SS Chords Tens.Comp. Chords Tens. Comp. Webs 2x4:HF Stud+HF Standard: A-E 2048 -101 E-D 1981 -99 Special Loads -----(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) Maximum Web Forces Per Ply(lbs) TC:From 72 plf at 0.00 to 72 plf at 8.00 Webs Tens.Comp. Webs Tens. Comp. BC:From 7 plf at 0.00 to 7 plf at 8.00 E-B 1791 -46 B-D 113 -2259 BC: 817 lb Conc.Load at 0.56,2.56,4.56,6.56 Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [5] W4X8 S 4.25 [8] W4X5 2.25 R 2.00 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section '�(G���PROpk.. 301.5. Wind �s5 _AG I N E., 0 Wind loads and reactions based on MWFRS. Lf[/ 83294PE 9 Right end vertical not exposed to wind pressure. 00 ' .r� OREGON ~ `VLY 14,20� 0 4esell Tao'c Renewal 6/30/2020 02/19/2019 **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.Box4ee Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building CO3)357 US OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted o herwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propefly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing insalled 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. (tefer to ALPINE' L drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the OWPAW truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and braci ,, ng of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of proressionaT engineering responsibility solely for the design shown. The suitability 8801 Folsom Blvd.,Suite 10' and use of this drawing for any structure is the responsibility of the Building Designer per ANSITTPI 1 Sec.2. For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 a s SEQN:232828/ T12 EJAC Ply: 1 Job Number: 0219024 Cust:R7175 JRef:1WIR71750009 FROM:BB Qty: 4 -PARR FOREST GROVE-Plan 2626 B No Vlt maste DrwNo: 050.19.1110.25042 Truss Label: A JAK / RTT 02/19/2019 III 1.5X4 CD T 12 6 �/ io `) v m B f A1111r( '—� F E _ 3X5(61) 1.5X4[7] 1 8' H1' I 8, Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA B 430 /- /- /216 /- /93 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.022 F - - E 338 /- /- /174 /35 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:20.25 ft HORZ(TL):0.045 F - - Wind reactions based on MWFRS NCBCLL:10.00 TCDL:6.0 psf Code 1 Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req= 1.5 E BrgWidth=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.822 Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.508 Bearing B is a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.086 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#1&Bet. Bot chord 2x4 HF#2 Webs 2x4 HF#2 Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [7] W1.5X4 S 2.25 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. ike0 PRO, . Right end vertical not exposed to wind pressure. aGINFF �O [(/ 83294PE 9 OREGON 11/LY 14,244 m .98 ell Tar'c Renewal 8/30/2020 02/19/2019 "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)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propey attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3,B7 or B10, as applicable. Applplates 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. Alpine,a division of ITW BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the MO,,,,,,,s, truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of proressronat engineering responsibility solely for the design shown. The suit-ability and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 f x SEQN:232826 CAJA Ply: 1 Job Number: 0219024 Cust:R 7175 JRef:1 WIR71750009 T4 FROM:BB Qty: 1 -PARR FOREST GROVE-Plan 2626 B No Vit maste DrwNo: 050.19.1415.16583 Truss Label: EJ2 JAK / RTT 02/19/2019 5'10"3 5'10"3 C T .t T 6 12 N if) (T M CO B A i All y8 D _ 3X5(61) 1 8' 1 1--r I- 8' I Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.007 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.018 D 999 240 B 360 I- I- /192 /- /69 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.011 D - - C 192 I- /- /76 /30 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL:0.024 D - - D 123 /- /- /68 /- /- ( ) Mean Height:19.71 ft Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 TCDL:6.0 psf B Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.594 C Brg Width=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.479 RepFac:Yes Max Web CSI:0.000 D Brg Width=- Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. ,c4� P Ep ROFS f 83294PE 9 CC OREGON /3` "Lcr 14,Zed' 0 * eels Tao's Renewal 6/3012020 02/19/2019 "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, rl handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building CORNE7-21 OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ex 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 B10, as applicable. AppTy 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. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN ITW ODNIPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of professional engineering responsibility solely for the design shown. The suitability 8801 Folsom Blvd.,Suite 10" and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org Sacramento,CA 95826 C • SEQN:232824 CAJA Ply: 1 Job Number: 0219024 Cust:R7175 JRef:1W IR71750009 T7 FROM:BB Qty: 1 -PARR FOREST GROVE-Plan 2626 B No Vlt maste DrwNo: 050.19.1415.52550 A Truss Label: EJ1 JAI( / RU 02/19/2019 3103 3'10"3 C T 126 T N (V d1 1 B N �+�// 1 /1P ya D 3X5(81) r 8' 1 I--1' I 8' -I Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSl Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.004 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.014 D 999 240 B 286 /- /- /162 /- /48 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.005 D - - C 130 /- /- /58 /16 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:19.21 ft — HORZ(TL):0.014 D - - D 119 /- /- /64 /- /- NCBCLL:10.00 Code I Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS TCDL:6.0 psf B BrgWidth=5.5 Min Req1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.273 = Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.447 C Brg Width=1.5 Min Req=- D Brg Width=- Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. IkEp PROFS &5 ,t,INF� %O „[(// 83294PE 9 /„..-J OREGON C 4 SLY 14,20°c4 m *8011 Tar'c Renewal 6/30/2020 02/19/2019 "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 and SBCA)Mir safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext 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 bracingg installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. (2efer to ALPINE L drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the u,,,, „H, truss in conformance with ANSI/TPI 1,or for handling,shi ,,0,u ppingp,installation and bracing of trussesA 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 dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" Sacramento,CA 95826 For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.ona;SBCA: www.sbcindusiry.com;ICC:www.iccsafe.org SEQN:232822 CAJA Ply: 1 Job Number: 0219024 Cost:R7175 JRef:1WIR71750009 T13 FROM:BB Qty: 1 -PARR FOREST GROVE-Plan 2626 B No Vlt maste DrwNo: 050.19.1415.57397 Truss Label: EJG JAK / RTT 02/19/2019 1'10"3 H '1 1'10"3 12 6 7 C T II NB ill T 1 6 Ac 1.8_ D 3X5(B1) 1 8' 1 8' 1' I- 1 8' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.004 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.011 D 999 240 B 210 /- /- /- /17 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.003 D - - C 102 I- I- /1 I- /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL:-0.009 D - - D 116 I- l- /7 I- /- ( ) Mean Height:18.56 ft Wind reactions based on MWFRS NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:1.5 TCDL:6.0 psf B Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.203 C Brg Width=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.469 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.000 D Brg Width=- Min Req=- P 9 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Special Loads -----(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 72 plf at -1.00 to 72 plf at 1.85 BC:From 4 plf at -1.00 to 4 plf at 0.00 BC:From 7 plf at 0.00 to 7 plf at 8.00 BC: 28 lb Conc.Load at 2.00 BC: 34 lb Conc.Load at 4.00 BC: 78 lb Conc.Load at 6.00 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind ItEp PROF Wind loads and reactions based on MWFRS. 4' S+s Op aG%N FF �O 4 83294PE 41 7 OREGON 13 C G "Lirt4,20� 1.0 Wee11 Tan' Renewal 6/30/2020 02/19/2019 **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.Box468 Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building COR 97113 Component Safety Information,by TPI andSBCA)fasafety practices prior to performing these functions. Installers shall provide temporary (5003)3)3 357-257-211 18 Ext 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 bracinq 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 JoinrDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the , ,ry,�,yn. y truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and braci ,, ng of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of proressionaT engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10 For more information see this lob's general notes page and these web sites: ALPINE: www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 0 f SEAN:232859 GABL Ply: 1 Job Number: 0219024 Cust:R7175 JRef:1W IR71750009 T29 FROM:BB Oty: 1 -PARR FOREST GROVE-Plan 2626 B No VII maste DrwNo: 050.19.1416.14630 Truss Label: F1GE JAK / RTT 02/19/2019 1'4"--{ (TYP) F T 12 61/ N M T A 61 12 ■ ■ 1 ■ ■r-iissms j_ G 3X5(B1) I 5'11"8 I 5'11"8 H 5'11"8 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs),or"=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.000 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.001 E 999 240 A" 103 /- /- /47 /33 /26 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.003 E - - Wind reactions based on MWFRS EXP:B Kzt:NA HORZ TL:-0.004 E - - A Br Width=71.5 Min Des Ld: 42.00 Mean Height:15.00 ft ( ) 9 Req g Code I Misc Criteria CreepFactor:1.5 Bearing A is a rigid surface. NCBCLL:10.00 TCDL:6.0 psf Soffit: 2.00BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.040 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.043 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.026 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep X 3.5" periodically along top edge.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches.Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. fop PROp Wind N. GINF SAO Wind loads based on MWFRS with additional C&C (, 0,GINE- . �+ Z member design. L41 83294PE 9 Right end vertical not exposed to wind pressure. 0.01" Additional Notes Provide lateral wind bracing per Alpine wind bracing OREGON details or per engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 14 ..7, 14,Zer d► m studs of the same grade. See DWGS A12015ENC101014,GBLLETIN1014,& *eell Tar GABRST101014 for gable wind bracing requirements. Renewal 8/30/2020 02/19/2019 **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 CO3)357 US OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted oyherwise,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 bracingins-ailed per BCSI sections B3,B7 or B10, as applicable. AppTy plates to each face of truss and position as shown above and on the JoinfrDetails, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions. 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,RN/COMPANYtruss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of protessionaT 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 ANSIfTPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10 For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.corn,ICC: www.iccsafe.orq Sacramento,CA 95826 7• A SEQN:232861 MONO Ply: 1 Job Number: 0219024 Cust:R7175 JRef:1WIR71750009 T27 FROM:BB Qty: 6 -PARR FOREST GROVE-Plan 2626 B No Vlt maste DrwNo: 050.19.1414.07543 Truss Label: Fl JAK / RTT 02/19/2019 III 1.5X4 BC 12 6 C,7 lr_ ■ 3X5(B1) 1111.5X4[7] 5'11"8 F 511"8 511"8 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DefIICSI Criteria A Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA A 259 /- /- /128 /- /49 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.009 E - - D 256 /- /- /133 /9 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.020 E - - Wind reactions based on MWFRS Mean Height:15.00 ft A Br Width=- Min Re NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 9 g=- TCDL:6.0 psf D Br Width=- Min Re Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.539 g g Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.264 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.297 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Stud+HF Standard: Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [7] W1.5X4 S 2.25 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C membergdesign. �� �p PROF S Right end vertical not exposed to wind pressure. 1� �` 0e.:9‘ �G%NFR /O /..616' 83294PE 9 .e� OREGON r(� vt/LY 14,2* t0 ....eel,Tan' Renewal 6/30/2020 02/19/2019 "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.Box468 Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building COR 97113 Component Safety Information,by TPI and SBCA)fit safety practices prior to performing these functions. Installers shall provide temporary (5003)3)3 357 US 57-2116 Ext 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 bracinginstalled per BCSI sections B3,87 or B10, as applicable.e. AppTy plates to each face of truss and position as shown above and on the JoinftDetails, unless noted otherwise. Defer to ALPINE- Alpine, drawings 160A-Z for standard plate positions. a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the PNnW WMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA 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 dawing for any structure is the responsibility of the Building Designer per ANSI/I-PI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI: www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq Sacramento,CA 95826 • f SEQN:232863 MONO Ply: 1 Job Number: 0219024 Cust:R7175 JRef:1WIR71750009 T23 FROM:BB Qty: 2 -PARR FOREST GROVE-Plan 2626 B No Vlt maste DrwNo: 050.19.1416.23173 Truss Label: F JAK / RTT 02/19/2019 1111.5X4 CD T —I— P P 12 6I/ _N O EE M 90 M B AdIIIIIIIIIIIII 1 A I/ '' F E III 1.5X4[8] 3X5(B1) A 5'11"8 A I--T. IH 5'11"8 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA B 344 /- /- /173 /- /57 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.008 F - - E 248 /- /- /129 /9 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:15.00 ft HORZ(TL):0.017 F - - Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 B Brg Width=3.5 Min Req= 1.5 TCDL:6.0 psf E BrgWidth=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.509 Req TPI Std:2007 Max BC CSI: 0.257 Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.279 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Stud+HF Standard: Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [8] W1.5X4 S 2.25 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. ��c:p PROFESS 0,p oG1NFF �O 4,/ 83294PE 9 OREGON 13(0, "/LY 14,20� t sell Tan's Renewal 6/30/2020 02/19/2019 "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 (5 003)357 US and bracing. Refer to and follow the latest edition of BCSI(Building C3) OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary 357-2119 Ext bracing per BCSI.Unless noted dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propefly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. AppTy 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. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN mvOC.wwwr truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of oro essronaf 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 ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEAN:232865 GABL Ply: 1 Job Number: 0219024 Gust:R7175 JRef:1WIR71750009 T22 FROM:BB Qty: 1 -PARR FOREST GROVE-Plan 2626 B No Mt maste DrwNo: 050.19.1416.44940 Truss Label: FGE JAK / RTT 02/19/2019 1'4" (TYP) F T 12 6 i N_ to V p3 ' M 11 A _�N : u G 3X5(61) '♦♦♦/ 4'5"8 -{ 1' I 45"8 4'5"8 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria •Maximum Reactions(lbs),or*=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.000 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.001 D 999 240 G" 121 I- I- /57 /48 /34 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.002 E - - Wind reactions based on MWFRS Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):-0.002 E - - G Brg Width=53.5 Min Req=- Mean Height:15.00 ft Code 1 Misc Criteria CreepFactor:1.5 Bearing B is a rigid surface. NCBCLL:10.00 TCDL:6.0 psf Soffit: 2.00BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.129 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.032 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.024 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep X 3.5" periodically along top edge.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches.Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. gp PROP sstWind �'( IN Sj Wind loads based on MWFRS with additional C&C � r1G FF 0 member design. ((/ 83294PE 419 Right end vertical not exposed to wind pressure. Additional Notes Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require OREGON reinforcement at studs of the samegOof rade the length tabulated for 2X4 �GS "LLy 14,201 i .0 See DWGS A12015ENC101014,GBLLETIN1014,& gell Tan GABRST101014 for gable wind bracing requirements. Renewal 6/30/2020 02/19/2019 **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.Box468 Trusses require extreme care in fabricating,handlin shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building CO3)357 US OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properllry attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face oftrussand position as shown above and on the JointfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the r, Q,,Npq,n truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and braci �„ ng of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of prosessionat engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10 For more information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.corn,TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq Sacramento,CA 95826 • • SEQN:232820/ T9 CAJA Ply: 1 Job Number: 0219024 Cust:R7175 JRef:1 W IR71750009 FROM:BB Qty: 1 -PARR FOREST GROVE-Plan 2626 B No Vit maste DrwNo: 050.19.1110.24995 Truss Label: SJ3 JAK / RTT 02/19/2019 C 6 12 rn f:13 M t L A -i( D 3X5(B1) 1, 1'11"4 -1- 31015 -j 1'11"4 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSP) Defl/CSI Criteria A Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.002 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.004 D 999 240 B 271 /- /- /123 /- /69 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.007 D - - D 78 /- /- /38 /11 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.012 D - - C 178 /- /- /64 /31 /- Mean Height:19.71 ft Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 TCDL:6.0 psf B BrgWidth=5.5 Min Re 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.510 q= TPI Std:2007 Max BC CSI: 0.277 D Brg Width=1.5 Min Req= - Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. c3.0O PROFS 67 4,4 soP 83294PE 9 OREGON `ZCY 14,204 G*Oell Taf' Renewal 6/30/2020 02/19/2019 "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 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)f6'r safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext 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 ins-talled per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the JointfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN MN COMPAW truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro-fessionar engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEQN:232818/ T10 CAJA Ply: 1 Job Number: 0219024 Gust:R7175 JRef: 1WIR71750009 FROM:BB Qty: 1 -PARR FOREST GROVE-Plan 2626 B No Vlt maste DrwNo: 050.19.1110.25011 Truss Label: SJ2 �+ JAK / RTT 02/19/2019 C 12 1I 6 N in N 0) N B 6q w maimmII D 3X5(61) 1'11"4 — 1 1'11"4 { 1'10"15 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.001 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.001 D 999 240 B 240 I- /- /114 /1 /48 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.002 D - - D 34 /- /- /21 /1 /- EXP:B Kzt:NA :0. Des Ld: 42.00 Mean Height:19.21 ft HORZ(TL) 003 D - - C 115 I- /- /41 /19 /- NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS TCDL:6.0 psf B Brg Width=5.5 Min Req1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.210 D BrgWidth=1.5 Min TPI Std: 2007 Max BC CSI: 0.072 Req =- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. 4'�Ep PROP-SS O�5 aGiNFF 9O 83294PE 9 OREGON `lty 14,20$ . Ge$ell Tar's Renewal 6/30/2020 02/19/2019 "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 shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CO3)3 7 21 OR 97113 Component Safety Information,by TPI and SBCA)f6'r safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ex 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 B10, as applicable.e. Apply plates to each face of truss and position as shown above and on the JoinDetails, unless noted otherwise. Defer to ALPINE' drawings 160A-Z for standard plate positions. 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,,,,.,COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org Sacramento,CA 95826 9 * SEQN:232816/ T11 CAJA Ply: 1 Job Number: 0219024 Cust:R7175 JRef:1 W IR71750009 FROM:8B Qty: 1 -PARR FOREST GROVE-Plan 2626 B No VII maste DrwNo: 050.19.1110.25027 Truss Label: SJ1 JAK / RTT 02/19/2019 12 C 1 61 - . N in B - ,1 i 4)i wzmiiiml A r-7.41 L ,1 ► D =3X5(61) 1'11"4 1, 1'11"4 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA B 190 I- I- /99 /3 /27 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.000 C - - C 39 /- /- /13 /8 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):-0.001 C - - D 28 I- I- /16 /- /- Mean Height 18.71 ft Wind reactions based on MWFRS NCBCLL:10.00 Code I Misc Criteria Creep Factor:1.5 TCDL:6.0 psf B BrgWidth=5.5 Min Req1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.096 = Load Duration:1.15 MW FRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.024 C Brg Width=1.5 Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.000 D Brg Width=1.5 Min Req=- Bearing B is a rigid surface. Loc.from endwall:AnyFT/RT:2(0)/4(0) Members not listed have fomes less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 , WAVE VIEW Ver:16.01.00C.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. •SCEP PROFESS ON5 �GiNF� tO 4it 83294PE 9 OREGON C G �W 14,20 S8en Tan's Renewal 6/30/2020 02/19/2019 '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 CORNELI21 OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted o"therwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propefly attached rigid ceiling. Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Appplates 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. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the IN MN COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of proiessionau engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 t• • SEQN:232867 HIP_ Ply: 1 Job Number: 0219024 Cust:R7175 JRef:1W IR71750009 T26 FROM:BB Qty: 2 -PARR FOREST GROVE-Plan 2626 B No Vit maste DrwNo: 050.19.1420.49337 Truss Label: FT1 JAK / RTT 02/19/2019 112,4,4 '4A I• a8 :: I ;; I ; Iasi 1810 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl!CSI Criteria ♦Maximum Reactions(lbs),or"=PLF TCLL: 25.00 Wind Std: NA Pg:25.0 Ct: - CAT: - PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: NA mph Pf:21.2 Ce: - VERT(LL):0.000 - - 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:NA Lu: - Cs: - VERT(TL): 0.000 K 999 240 A` 1 /- /- /- /- /- Category:NA BCDL: 7.00 Snow Duration: - HORZ(LL):0.000 - - - A Brg Width=226 Min Req=- EXP:NA Kzt:NA HORZ TL:0.000 E - - BearingA is rigid surface. Des Ld: 42.00 Mean Height:NA ft ( ) a 9 NCBCLL:0.00 TCDL:NA psf Code/Misc Criteria Creep Factor:1.5 Members not listed have forces less than 375# Soffit: 2.00 BCDL:NA psf Bldg Code: IRC 2012 Max TC CSI: 0.001 Load Duration:1.15 MWFRS Parallel Dist:NA TPI Std:2007 Max BC CSI: 0.001 Spacing:24.0" C&C Dist a:NA ft Rep Fac:No Max Web CSI:0.003 Loc.from endwall:NA FT/RT:2(0)/4(0) I:NA GCpi:NA Plate Type(s): Wind Duration:NA WAVE VIEW Ver:18.02.01.0118.17 Additional Notes This"Hip Frame"may be used in place of purlins on the hip plane to brace the flat top chord of hip trusses.See detail drawing HIPFRAME1014 or HIPFR1801014 for additional information. Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Stud+HF Standard::W1,M4 2x4 HF #2: Plating Notes All plates are 1.5X4 except as noted. itEpSto PROP. OGINF6. �O £j 4' 83294PE 9 OREGON Ly14,20d� s *sell Renewal Tan' Renewal 8/3012020 02/19/2019 **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,handling,shipping,installing (5 03)357 US and bracing. Refer to and follow the latest edition of SCSI(Building CO3) OR 97113 Component Safety Information,by TPI anc7 SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary 357-2118 Ext 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 B10, as applicable. Applplates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to A ALPINE" drawings 160A-Z for standard plate positions. 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 trussesA seal on this drawing or cover page listing this drawing indicates acceptance of proTessionar 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 ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10 For more information see this lob's general notes page and these web sites: ALPINE: www.alpineitw.com;TPI: www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org Sacramento,CA 95826 Gable Stud Reinforcement Detail ` ASCE 7-10: 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or. 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or' 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 ) 2x4 Brace (1) 1x4 'L' Brace E CI) 2x4 'L' Brace E (2) 2x4 'L' Brace EE (1) 2x6 'L' Brace E C2) 2x6 'L' Brace NO, Bracing Group Species and Grades: Gable Vertical No Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A: S #1 / #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Spruce-Pine-Fir Hem-Fir SPF *1 / *2 Standard *2 Stud - S r #3 4' 7' 7' 9' 8' 3' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' *3 Stud *3 Standard CD U • O Stud 4' 7' 7' 8' 8' 2' 9' 7' 9' 11' 11' 5' 8' 10' 9' 5' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' HStandard 4' 7' 6' 7' 7' 0' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' Do •las Fir-Larch Southern Pineww■ 0) #1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' *3 J SP #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Stud Standard Standard #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14° 0' 14' 0' 14' 0' cv DFL Stud 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 2' 6' 7' 8' 2' 8' 9' 11' 1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' Group BI _U #1 / #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' Hem-Fir ) _ SP I�r #3 5' 3' 9' 3' 9' 9' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' *1 I. Btr L Y l l i F Stud 5' 3' 9' 3' 9' 7' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' R1 w O I r Standard 5' 3' 8' 1' 8' 7' 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern PineENE #1 5' 9' 9' 6' 9' 10' 11' 3' 11' 8' 13' 4' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' *1 *1 SP #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' *2 *2 #3 DFLStud 5' 5' 5' 5' 8' 6' 8' 6' 9' 1' 9' 1' 11' 0' 11' 0' 11' 5' 13' 1' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRB (Stress Rated Board). Q1 c-i ■EEFor 1x4 So. Pine use only Industrial 55 or Standard 5' 3' 7' 6' 8' 0' 10' 0' 10' 9' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards. Group B #1 / #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values may be used with these grades. d SPP #3 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes: u' U- H F Stud 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion Is L/240. I l Standard 5' 9' 9' 4' 9' 11' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 35 plf over X #1 6' 4' 10' 6' 10' 10' 12' 4' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load). d SP #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load from 4' 0' outlookers #3 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. D F L Stud 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 9' 8' 8' 9' 3' 11' 7' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Symm r Attach 'L' braces with 10d (0.128'x3.0' min) nails. T T T About jt:. li •isle Truss it li I * )K For (1) 'L' brace, space nails at 2' o.c. 1 / In 18' end zones and 4' o.c. between zones. Diagonal brace optbrn 11°1:i r` 31f 31�or (2) braces, space nailseatee 3' o.c. vertical length may be In 18' end zones and 6' once between zones. doubled when diagonal 'L' bracing must be a minimum of 80% of web brace Is used. Connect member length, diagonal brace for 335* ' ' at each end. Max web Br4`'� Gable Vertical Plate Sizes total length Is 14', `' Vertical Length No Splice 2x4 DF-L *2 or Less than 4' 0' 1X4 or 2X3 better diagonalGreater than 4' 0', but 2X4 Vertical length shown bracer single less than 1t' 6' in table above. ' / or double cut ;) 11.-%%11: 1 �,N` Greater than ll' 6' 9X4 % ' 45' (as shown) at + Refer to common truss deal n for '/' upper end. ill ■ w sal ■ ■' , and heel lates. X ■YYYY�■��� ■ ■ • ��■ peak, splice, P 1� ontinuous Bearing Refer to the Building Designer for conditions Connect diagona at not addressed by this detail. mid•oint of vertical web. Refer to chart above for max gable vertical length. aVARNING ■READ AND FOLLOW ALL RTES ON THIS IRAVD1i ``��0 �FL+ dwDPORTANr..PUNISH THIS DRAWING TO ALL caITRACTDRS DELUDING THE INSTALLERS. REF ASCE7-10-GAB12015 .�V SSl Trusses require extreme care h fabricating,handling,shipping,installing and bracing. Refer to and aG1NFtc /O follow the latest edition of SCSI(Budding Component Safety Information,by TPI and SBCA)for safety DATE 10/01/14 practices prior to perfor J g these functions. Installers shall provide temporary�bracing per DCSL C /Q 'L Unless noted otherwise,top chord shall have properly attached structural sheatitg and bottom chord DRWG A12015ENC101014 4/ •-294PE p ei shall have a properly attached rigid ceii g. Locations shown for permanent lateral restraint of webs cr shall have bracing installed per I sectIons B3,H7 ar BU,ns npplk:nMe. Apply dates t°'°" face of truss and position as shown above and on the Joint Details,unless noted otherwise. ��,--v�•_I I �1 Refer to drawings 160A-Z for standard plate positions. OP Components�. yaleobcsnot behall fo� deviation AN ITN•• this drawing,divisionof build the uconformance withNS Pi,ora' shipping, MAX, TOT. LD. 60 PSF Installation 4 bradrg of trusses. A weal on this drawing or cover npe listing this drawing,indicates acceptance of professional OREGONy.rely farptM >,er per and m of this sawing .!L for anysgMstlretM resporoWNy oP t3r Bulking Designer per ANSI/TPl I Sect. /" "lJa r•3 'I !I'; .,'. For more information see this Job's general notes page and these web sites MAX, SPACING 24.0' . ALPINE wirealpineitecoml TPD www.tphstargl SBCA.www.sbcYMustry.orgi ICC'wwwJccsafe.org raell Tall' Renewal 8/30/2020 Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or. 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or' 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4Brace (1) 1x4 'L' Brace x (1) 2x4 'L' Brace ■ (2) 2x4 'L' Brace Mk (1) 2x6 'L' Brace I0 (2) 2x6 'L' Brace 1111 Bracing Group Species and Grades! Gable Vertical No Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group Ai C #1 / #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' S' 14' 0' 14' 0' 14' 0' 14' 0' Spruce-Pine-Fir Hem-Fir }) rkl / *2 Standard *2 Stud - SPF #3 4' 4' 7' 2' 7' B' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' *3 Stud *3 Standard • O IJ Stud Standard 4' 4' 7' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' HF 4' 4' 6' 2' 6' 7' 8' 2' 8' 9' 12' 10' 13' 9' 14' 0' 14' 0' Douglas Fir-Larch Southern P111010* W #1 4' 10' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' k3 k3 J SP #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Stud anStdel Standard Standard #3 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' cu DFL Stud 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' Standard 4' 4' 5' 9' 6' 1' 7' 7' 8' 2' 10' 4' 11' 1' 11' 11' 12' 10' 14' 0' 14' 0' Group Bi U S P F #1 / #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' Hen-Fir #3 5' 0' 8' 10' 9' 3' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' #1 E. Btr Y H F Stud 5' 0' 8' 9' 9' 2' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' kl 01 O f l Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Dou.las Fir-Larch Southern Pine=Ex #1 5' 6' 9' 1' 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' ® kl SP #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' ® *2 #3 5' 1' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRH (Stress-Rated Board). Q) .--i D F L Stud 5' 0' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' ww■For Ix4 So. Phe use only Industrial 55 or Standard 5' 0' 7' 0' 7' 5' 9' 4' 10' 0' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards. Group B S2 #1 / #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values may be used with these grades. d SPF #3 5' 6' 9' 8' 10' 1' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes; u' U H F Stud 5' 6' 9' 8' 10' 1' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion is L/240. OI� Standard 5' 6' 8' 8' 9' 3' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 70 plf over X #1 6' 0' 10' 0' 10' 4' 11' 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psf IC Dead Load). Ci SP #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load from 4' 0' outlookers #3 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. r—+ DFL Stud 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 6' 8' 1' 8' 7' 10' 9' 11' 6' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Symm l�^^ Attach 'L' braces with 10d (0.128'x3.0' min) nails. T About jt: 31( For (1) 'L' brace. space nails at 2' o.c. ti Ii I in 18' end zones and 4' o.c. between zones. Diagonal brace option. UI 31E31Ein 1 (2) 'L' braces space Halls at 3' o.c. In 19' end zones and 6' o.c. between zones. vertical length may bedoubled when diagonal 'L' bracing must be a minimum of 80X of web brace is used. Connectr� ;� member length. diagonal brace for 385k 'L' 4 * Gable Vertical Plate Sizes at each end. Max web Bracetotal length Is 14'. ■ Vertical Length No Splice 2x4 DF-L k2 or ■ Less than 4' 0' 1X4 or 2X3 better diagonal , Greater than 4' 0', but2X4 Vertical length shown brace; single _ ■ less than ll' 6' h table above. or double cut ;) ,i,� Greater than 11' 6' ro3X4 (ns shown) at + Refer to common truss des n for upper end. ■ ■ w. ■ ■ e ■�h ■ ■ / ��■�■�■�■_�11�■�■��� ■ ■ `�, peak, splice, and heel plates. 1 anthuous Bearing Refer to the Butding Designer for conditions Connect diagona at not addressed by this detail, ml•.oint of vertical web. Refer to chart above for max gable vertical length. PRO aWARNMBa READ AND iOLLg"ALL ISTTES ON THIS IRAWBe3 REF ASCE;-10-GAB12030 ``��O FF I NPOtTAHTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ,CV SSl Trusses require extreme care in Fabricating,handling,shipping,g,Installs g and bracing Refer to and O follow the latest edtbn of BCSI(Bull g Component Safety Information,by WI and IBCA)for safety DATE 10/01/14 �f practices prior to perfor*.g these fv.ctlons. InstnUers shall provide temporary brachio per BCSI C /i Unless noted otherwise,tap chord shall hove properly attached structural aheatmkp and bottom chord !y . wl shall have a properly attached rigid cetbg. Locations shown for permanent lateral restraint of webs DRWG A12030ENC101014 ,e _ l .i— shall have bracing installed per BM sections 13,37 or 310,as applicable. Apply plates to each face �' �j'+''—I I I '-1 I of truss and tion as shown above section.: positions. t Petals.unl.ss notal otherwise. V Refer to drawings160A-Z for standard AN ITW e A Vie.a dvlsbnfnf 11W Bullarg Components Orate Inc shwa not be responsible for any deWntbn from ) build the tra�ss A,confarnnnce with ANSVTPI 1,or far hanaung,shipping, MAX. TOT. LD. 60 PSF installation t bracing of trusses. OREGON A seal on this drawing or cover pap listing this drawing,Indicates acceptance of professional A ��er on111 its for the desgn shown. The suitability and I of ca. drnwYg 89 L: for any b the resporu6Bhty of the B&*,g Designer per AISI/TPI 1 Seca 4C __WC' J For more Information sew this Job's general notes page and these web sites. MAX. SPACING 24.0' t ALPINE.m.alpinNtw.coml WI.www.tpinst.orgl SBC m.sbckWustry.orgi ICC.miccsafe.org C. ALPINE. Tai n')/I 0/1n t Renewal 8730/2020 1 CLR reinforcing Vemoer Suostitution T-Reinforcement This detail is to be used when a Continuous Lateral Restraint (CLR) 0i" 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. ,� Attach with 10d <0.128'x3,0',min) nails , at 6' o.c. Reinforcing member Is Notes: a minimum 80% of web member length. This detail is only applicable for changing the specified CLR shown on single ply sealed designs to 1-reinforcement or L-reinforecement or scab reinforcement. � >< Alternative reinforcement specified in chart below may be conservative. mo For minimum alternative reinforcement, re-run design with appropriate X reinforcement type. 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 more than <1) scab per face. MI Attach with 10d <0.128'x3,0',min) nails 2x6 1 row 2x4 1-2x6 at 6' o.c. Reinforcing member Is a 2x6 2 rows 2x6 2-2x4(310 minimum 80% of web member length. 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6(310 Scab Reinf. 1-reinforcement, L-reinforcement, or scab reinforcement to be same species and grade or better than web member unless specified otherwise on Engineer's sealed design. III GIO Center scab on wide face of web. Apply (1) scab to each face of web. MN MEI PRO ""'" 'S D um FR10V ALL TNOTESRACT°'THIS DING THE TC LL PSF REF CLR Subst, � 0 FF se D TANrsw FURNISH THIS DRMI61 TO ALL ALL NRACTDT N THIS IW IG TIE IraralERS. `C,.(�G ysO follow the latest t editionquire `of ecsl~e;�°l reopen handling,at s shipping,�s°or 'ton 1:ng y WI bracing.SCA)Referor st'ond •f TC DL PSF DATE 10/01/14 A practkes prior to perfnyNng these functions. InstaUerc stall provide porar bra per BCSL S. ,• 0 Unless noted othnMse,top chord shall have properly attached structural sheat*vrq a`nd bottom chord BC DL PSF DRWG BRCLBSUB1014 as shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs h shall have bracing ivetnlled per BESI sections B3,H7 or Mars, oppUcablw. Apply plates to each face ��/�h�1 � (— Reefer to danwpositi60Aa-i forstandard platepositions.Rwdtb t Dials,unless noted athers�:<. BC LL PSF Alpine, Building a division of ITV Bding components Group Inc.shall not be responsible for any deviation from TOT. LD. PSF AN RW'• this drawing,any failure to build the truss h conformance with ANSI/TPI 1,or for handing,shipping, installation L bracing of trusses. OREGON A seal on this drawingg a page:ere:his drang Indicates acceptance; f professional �, 389 L= for an` `y ArueMre tfie'esyvo harry'of re Boling Designer per ARSI/rP1 1 Sec.z DUR. FAC. 4Q - ~ ALPDC ee,apineltacon)a1PUrawtpMt.org�cal wnaee..`sbclntlpage uustray..orr gi these seUJCc`s fe.org SPACING $ell Tan Renewal 8/30/2020 ASCE 7-101 120 mph, 30' Mean Height, Closed, Exposure C Common Residential Gable End Wind Bracing Requirements - Stiffeners 120 mph, 30ft, Mean Hgt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6' - no stud bracing required 100 mph, 30ft. Mean Hgt, ASCE 7-10, Enclosed, Exp D, or 100 mph, 30ft. Mean Hgt, ASCE 7-10, Part, Enclosed, Exp C, H Greater than 4'6' to 7'6' in length Kzt = 1.00, Wind TC DL=5.0 psf, Wind BC DL=5.0 psf, provide a 2x6 stiffback at mid-height and brace stiffback -to roof' diaphragm every 6'0' (see detail below or Lateral chord bracing requirements refer to DRWG A12030ENC101014), Top' Continuous roof' sheathing Bot: Continuous ceiling diaphragm H Greater than 7'6' to 12'0' max: provide a 2x6 stiffback at mid-height and brace See Engineer's sealed design referencing this detail to roof' diaphragm every 4'0' (see detail below or for lumber, plates, and other Information not shown refer to DRWG A12030ENC101014), on this detail, ) Optional 2x L-reinforcement attached Nails' 10d box or gun (0.128"x3',min) nails. to stiffback with 10d box or gun (0.128' x 3', min,) nails @ 6' o.c. I x rMit, 2X4 Blocking nailed to 45° sheathing and each truss �♦ H `1`,\ 11111® ® U U I__ iii® . 2X4 DF-L #2 H/2 or better liil diagonal brace. Attach each end X II for 560#. iiiiiI 1 ■ ■ 1:111._ ; z wiimil ■�■�■■mmt■t■�I. ■ ■ ■ ontinuous Bearing — 2x6 #2 Stiffback attached to each Stud w/ (4) 10d box or gun (0.123' X 3', min.) nails. aVABNDNIia BEAD AND FOLLOW ALL KITES ON MIS BRAVDAO s0 oF -,11cIPTNIT.s FURNISH THIS DRAWING TO ALL=TRACT=INCLUDING TIE INSTALLERS. REF GE WHALER ;IiVikS‘IS> Trusses require extreme carr h fabricat g,handling,•h'pprw,installing and bracing. Refer to and DATE 10/01/14 ` 0 follow the latest edltbn of SCSI(Building Component Safety Information,by TPI and SBCA)for safety practices prior to perfornhg these functions. Installers shall provide temporaryy�bracing per BCSL V ?. Unless noted otherwise,top chord shall have properly attached structural sheathng and bottom chord DRWG GABRST101014 l,(f 9 . shall have a properly attached rldd ceiling. Locations shown for permanent lateral restraint of webs . _+ shallhavebrad,pinstalled per BIOSI sections B3,B7 or 810,as applicable. Applyplates to ead,face �jI 's of truss and position as shorn above and on the Joint Detols,unless noted otMMse. -��. ( 1 Refer to drawing's 16OA-Z for standard plate positions. AIpYe,a division of ITV OdldYq Conpommts Group Inc.shall not be responsible for any deviat on from AN RW m e ties drawing.any faire to build the truss h canfarnonce with ANSI/TPI 1,or far handing,slpplrp, installation I bradrp of trusses. MAX, TOT. LD, 60 PSF OREGON A seal on this drawing or awry papa listing ties drawing,Indicates°"eptn"`e of profe"br'al free ervspv til y 1M design dgen The Nr per and uu of tile d'a*g s 89 L: for eny b tFe responsibility of the Riling Designer ANSI/TPI 1 Sect G �_. k.'• '' '. for more infornatlon see this Job's general notes page and these web sites, r ALPIE.nrealpi.Ita.conl TPD www.tphstorgl SBC&sww.sbchdustryergl ICC.irmiccsafe.org MAX, SPACING 1 'Sett Tali ' M I l !'n,Renewal 6/30/2020 4 Gable Detail For Let-in Verticals Gable Truss Plate Sizes r About O Refer to appropriate Alpine gable detail for minimum plate sizes for vertical studs. II6 Refer to Engineered truss design for �� +� {� Ig peak, splice, web, and heel plates. O ®If gable vertical 2Xplates overlap, use a single pinta that covers the total area of ap �` the overlapped plates to span the web. Gable tI Leng hl Examples 4ty•. d 2X4 2X8 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing © Member Member © Oii1 Toe-Hatt - Dr - End-nail C<_ © Q To convert from 'V to 'T' reinforcing members, Provide connections for uplift specified on the engineered truss design. multiply 'T' increase by length (based on appropriate Alpine gable detail). Attach each 'T' reinforcing member with End Driven Nails Maximum allowable 'T' reinforced gable vertical IOd Common (0.148'x 3.',min) Nails at 4' o.c. plus length is 14' from top to bottom chord. (4) nails in the top and bottom chords. 'T' reinforcing member material must match size, R-id Shenthln• Toennlled Nails, specie, and grade of the 'V reinforcing member. 10d Common (0.148'x3',min) Toenails at 4' o.c. plus 4 Nail hI (4) toenails in the top and bottom chards. Web Length Increase w/ T Brace 'T' Relnf. 'T' 'T. This detail to be used with the appropriate Alpine gable detail for ASCE Mbr. Size Increase Reinforcing wind load. 2x4 30 Member ASCE 7-05 Gable Detail Drawings Example 2x6 20 A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Wind Speed = 120 mph Goble Nails A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Mean Roof Height = 30 ft, Kzt = 1.00 Truss Spaced At ASCE 7-10 & ASCE 7-16 Gable Detail Drawings Gable Vertical = 24'o.c. SP #3 4' o.c. A11515ENC100118, AI2015ENC100118, A14015ENC100118, A16015ENC100118, 'T' Reinforcing Member Size = 2x4 A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, 'T' Brace Increase (From Above) = 30% = 1.30 A1153OENC100118, A1203OENC100118, A1403OENC100118, A1603OENC100118, (1) 2x4 'V Brace Length = 8' 7' AI803OENC100118, A2003OENC100116, A2003OEND100118, A2003OPED100118, Maximum 'T' Reinforced Gable Vertical Length S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, 1.30 x 8' 7' = 11' 2' S18015ENC100118, S20015ENC100118, S20015EN0100118, S20015PED100118, 511530ENC100118, 512030ENC100118, 514030ENC100118, 516030ENC100118, ri 4 Nall 0 hl S18030ENC100118, S20030ENC100118, S20030END100118, S20030PED100118 il Ceiling See appropriate Alpine gable detail f or maximum unreinforced gable vertical length. PRO AAVARNDNC�READ AND FOLLOW ALL NOTES ON THIS DRAVDEI REF LET-IN VERT ��� F aDFONTANTww Fl 4ISH THIS GRAVING TO ALL CONTRACTORS DELUDING THE INSTALLERS. �V SSl Trusses require extrene care in fabricating,handling,shipping.Installing and bracing. Refer to and IG,1G,N E . /O9 ppralow the latest edition of BCSI esrotea otherwise,pperforming these sla�i�.ve InstallerConponent sly i ad ll provide brfety Information,by TPI and acg angnd per br DCSLom rd 40 for safety DATE 01/02/2018 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs DRWG GBLLETIN0118 shall have bracbg Installed per SCSI sections B3,a7 or 510,as applicable. Apply plates to each face 2 1 `i"� of truss and position as shown above and on the Joint Details,unless noted otherwise. /�-+1`1 o Refer to drawings 160A-Z for standord plate positions. Alpine,a division of ITV Bulling Components Group Inc.shall not be responsible for any deviation from AN RW this drawing,any failure to build the truss in conformance with ANSI/TPI 1,or for handling,shipping, MAX. TOT. LD. 60 PSF installation t bracing of trusses. O434c149rtO A seatontNes dimming or cover for ddscdogn thisOmen The drawing, y acceptancenuse oft lis drawing DUR. FAC. ANY Suite 20D foram y of the Dulling Designer per NISI/TPI 1 Sse2. \‘lest( eil/16na �°t (k, 043 For more information see this Job's general notes page and these web site.. MAX. SPACING 24.0' ALPINE.www.alpineltw.coni TAB www.tpinstorgl SPCA.www.sbcindustry.orgi ICC.imaccsafeorg ll Tao Renewal 6/30/2020 I�, CLR Reinforcing Mernoer Substitution T-Reinforcerient 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-Reinforcerlentl or reinforcement method is desired. L-Reinf. ,• �, Apply to either side of web narrow face. ,� Notes: Attach with 10d (0.128'x3,0',min) nails , at 6' o.c. Reinforcing member is a minimum 80% of web This detail is only applicable for changing the specified CLR member length. shown on single ply sealed designs to T-reinforcement or L-reinforecement or scab reinforcement. , Alternative reinforcement specified in chart below may be conservative. , I� V` For minimum alternative reinforcement, re-run design with appropriate reinforcement type. MIN MIN Use scabs instead of L- or T- reinforcement on webs with intersecting truss Joints, such as K-web Joints, that may Interfere with proper X A application along the narrow face of the web. T-Reinf, L-Reinf. Web Member Specified CLR Alternative Reinforecement Scab Reinforcertent: Size Restraint T- or L- Reinf, Scab Reinf. 2x3 or 2x4 1 row 2x4 1-2x4 Apply scab(s) to wide face of web. 2x3 or 2x4 2 rows 2x6 2-2x4 No more than (1) scab per face. Attach with 10d (0.128'x3.0',min) nails 2x6 1 row 2x4 1-2x6 at 6' o.c. Reinforcing member is a 2x6 2 rows 2x6 2-2x40$0 minimum 80% of web member length. 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6(310 Scab Reinf. T-reinforcement, L-reinforcement, or scab reinforcement to be same species and grade or better than web member unless specified otherwise on Engineer's sealed design. 111(310 Center scab on wide face of web, Apply (1) scab to each face of web, ME ®HARIORAs READ AND FILEN ALL I4ITEs EN THIS BRAVING TC LL PSF REF CLR Subst. ssIICERTAWTss FURNISH TICS BRAVING TO ALL LrnTRACToIS DELUDING THE INSTALLERS. .o PROS Trusses repadre.ztrens core In fabricating.handing,shipping,Installing and bracing. Refer to and 4t¢ PROP - follow the latest edticn of SCSI(adding Cohpanent Safety Informatcn.by TRI and?RCA)for safety TC DL PSF DATE 01/02/19 �+ dices prior to p.rformohp these functbsrs. Installers shell provld.tenporary� per BCSL \c? t note'ath.r.N..•tap chord.hen h e.properly nota°,.'•permanent 1 teth.p into f ebbs BC DL PSF DRWG BRCLBSUB0119 ''ww y shall have a properly nodded rl Id sectionsLB3,B7n shorn for cable. inter t testto a of webs idd 1 l[iD 1 '.� shall have and position Installed per SI and D3.37 or Bo.o.opplksbl.. Apply pt.*..to each foe. .' 1- 1 of truss and position a..hoen above and s the.lol+t Details,unless noted otherwise. BC LL PSF ce f Refer to drawings I60A-Z for standard plot.poslgons. /r n. AIpM..dwbn of'wt.=Conpan.nts Gawp Inc..1"*" eat be responNble far an deviation fro" TOT. LD. PSF AN C�AAPMNY ods dation,arty bracing f the truss h confornonce with ARSI/TPI I.or for hanalsq ohIppkq, t Installation n 1.brecra of trusses. A seal on this drawl;or over pope Rseothis s AvnAq,bdeetes oeuptance of professional 13723 Riverport, ive f er tlr le)'solely for the awshown. TI show »Deslpner.utawbrI Isola ser drawing OUR. FAC. Gary re.panWlkY BJIJV Per ORE i OHe.• M 3043 For more Intonation see tn is Job's gere/rotes page and these web sites, SPACING 13 to T lin,www.tpohstorpl SRCA.m.sbcoK dtryorpr ICC,ww.k wcsafe.orD G `uLY 14,ZG� �0 i &Sell Tan n,.1 n'IA 1 ddenewal 8/30/2020 % Hip Frame Details .Hip Frame B - T W4X4, Min, II 24. �� _�� • W-�• Common ITyp : : Tr sses W1,5X3 �1 : /'/hili// Stepped Hip ■IIMIIMIWIIIIIIRr;MIEMI111■ Sytem Trusses 2x4 Purlins �,r1l1�1���1�1�1` _2x4 Chords , , , , 1 , ,■I� /�� �i\ #1 HiSetback I,''����� I,'I• Imo, p I _ _ i�Ei� Pitched and Sheathed AiIliliI Millia.�...�...�MEM= Chord Area a Hip Frame* lli I . B - Bottom Chord W3X4, Min, o- Attach hip frame to flat chords of stepped hips at all overlapping points with 2-l0d (0,148'x3') W3X4, Min, Hip Frame, 'R' common nails. Bottom chord of' hip frame to be attached to #1 hip with 10d common (0.148'x3') %nails @ 6' o,c, maximum spacing. Hip frame stops at plumb cut of Hip Frame jacks to maintain pitch continuity. Section B-B * Hip frame lumber is SPF, So. Pine, HF, \\(:: . or DFL Standard, Stud grade, or better. y See Engineer's sealed design for setback, lumber, plating, loading, and duration factor required. Hipframe chords may be trimmed upto 2' to fit, y Stepped Hip purlins must be intact and properly attached. Ii-- Setback I- System Trusses Use this detail for: ASCE 7-10 & ASCE 7-16, 140 mph, 30' M,H„ Enclosed, Exp C, or Hip Frame - provided by truss manufacturer. ASCE 7-10 & ASCE 7-16, 120 mph, 30' M.H., Enclosed, Exp D, or Hip frame is designed to provide bracing for flat ASCE 7-05, 110 mph, 30' M,H„ Enclosed, Cat II, Exp C, top chords of hip frame system where Indicated. Residential, Wind TC DL=4.2 psf, Kzt=1,00 Structural panels must be properly attached directly To hip frame purlins. rseVARRI!)#a HEAD AND FITLLOV ALL RTES Ill THIS DRAWING OFFS'SORS IPCLUDING THE INSTALLERS. Truss.e mINPLRTAxa.n. r,h Fabr tYp,�hnrdllrp hALL p stn a d a to andfollow the latest edition of SCSI REF HIP FRAME G1NE . �9, ption,by WI and SIICA7 for safety prractics etp�ratoo piu°n'opp thee s enation`.ve Insilding tallrly od ea fety a° apoorarl irac by r H Sa oraDATE 01002/2018 -294P'" y shall lave a property attached ripd ceUhp. Lx¢tions slwsn for permanent lateral restraht of sebsDRWG HIPFRAME0118 I ,, . snae navebracinghstol.dp.raCS[secs33, or310,asapplicable. Appyplatstoeachface�.g of truss and positionassho.n aboveand on the Joint Detaes,unlessnotedotherslse.� a_. I I J L Refer to drawing's 160A-Z for dabarMord plate positions. � ITW.• this Alpine, n oof ITV f ure to bullrl thing ae�truss h fInc ornonce Mtn ANSe I/TPre[spionorbfor hnndin deviation frau //��pp��//�� installation I bracing of trusses. g•s�tPdng. "Y39T'.fR(n1f�J A seal on this drawing or cover pope listing this drawing,indicates acceptance of professional lYeY{7OrtDr for any strucinre Is the r.spone Yty of the BWI�Designer per ANSI/TPI 1 Sect. (0 �SfyNpB`�. <Q43 For more hfornation see this Job's general notes page and these web sites ALPDF,wwsalphsitw.ccn,TPD sww.tpinstorg,SBCM www.sbcindustry.orpl IC wwwjccsafe.orp sel�Ta�� Renewal 6/30/2020