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t r City of Tigard \1� -k0 ti. _- 4V .J a Approved Pians I� By __. Date to f°� I• 18' 10" i`°H 5' -'+'-'6,-+N+-8• —'"H+"`",4"—7' —'"I OFFICE COPY T \ I -\1 LC GE I / T t - - r_- • - m � 3 3 �, W / / I .fid 1 —.—�--_✓ i 1 '_ i i i i G 9Z�lW 3.5_8 -a _ I r"8 o I _ '\--- D \ D HVAC PLT FRM m N m o p .L. I1G . a ® m CD '" r W c0 1 1 1 c c-) co co 0 , : 1 1 I ` \� 1 1 I 1 1 i 1 1 It i 1 i 1 i I x w H-1 8' 10" —±H-.-H-5' _-H6'5.' + 5' -1- 11 '8" I 7' —"I f 49'6" 1 m.S1-a-•o Li — DO 3(6b -7(.QZ0. 5I3 1--1/4-a-v\5• --e\. Ln Approved plans shall be on job site. Customer: PARR FOREST GROVE .- a) o oo Desc. : RvrSde 3137 B 6" HEEL lot o 0 CO ADDRESS: 7620 Sw Hansen In 71 m r z Designed by: BILLY BREESE 1-- z m 0 t ,, ��EO PROFS `meq G�NF s+,0 Alpine,an ITW Company O a F+ Z 8801 Folsom Blvd.,Suite 107 19575 9 /� Sacramento,CA 95826 ,Ir ' A LPI N E Phone:(800)877-3678(916)387-0116 e- �� nNnwco COMPANY Fax:(916)387-1110 11/27/201'I sacseals@itwbcg.com OREGON 0-1 Oi .D,W9 9r- • Renews 6/30/2021 Site Information: Page 1: Customer: Truss Components of Oregon,Inc. Job Number: 1019160 Job Description: -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot Address: 7620 Sw Hansen In,TIGARD,OR Job Engineering Criteria: Design Code: IRC 2015 IntelliVIEW Version: 18.02.01 through 18.02.01A JRef#: 1 WQK71750003 Wind Standard: ASCE 7-10 Wind Speed(mph): 120 Roof Load(psf): 25.00-10.00-0.00-7.00 Building Type: Closed Floor Load(psf): None This package contains general notes pages,24 truss drawing(s)and 4 detail(s). Item Seal# Truss Item Seal# Truss 1 331.19.0846.44571 AGE 2 331.19.0846.44523 A 3 331.19.0846.44601 BG 4 331.19.0846.44102 B 5 331.19.0846.44211 B1 6 331.19.0846.44773 B2 7 331.19.0846.44164 B1GE 8 331.19.0846.44118 CGE 9 331.19.0846.44165 C 10 331.19.0846.45162 CG 11 331.19.1500.05620 D 12 331.19.1500.05667 D1 13 331.19.1500.05636 D2 14 331.19.0846.44195 F 15 331.19.0846.44445 EGE 16 331.19.0846.44212 E 17 331.19.0846.44398 El 18 331.19.0846.44367 GGE 19 331.19.0846.44149 G 20 331.19.0846.44647 H 21 331.19.0846.44772 I 22 331.19.0846.44570 11 23 331.19.0846.44446 11G 24 331.19.0846.44725 R1 25 A12015ENC10101 26 A12030ENC10101 4 4 27 GABRST101014 28 GBLLETIN0118 Printed 11/27/2019 3:00:25 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 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.afandpa.org. 2. ICC: International Code Council;www.iccsafe.org. 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.sbcindustry.co Page 2 of 2 SEQN:244219/ GABL Ply: 1 Job Number: 1019160 Gust:87175 JRef:1WQK71750003T5 / FROM:BB Qty: 1 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44571 Truss Label: AGE JAK / GWH 11/27/2019 7'6" 15' 7'6" 7'6" _ f-1'4"H (TYP) F- 3,6" H =4X5 F 12 I 4 VinT i i L.,--- : i ,,, : r B J cn ,...ill ..----------------1-------1-------- ----3X5(B1) - 3X5(61) r 15' i 15' F`1' I- 15' I 1'-H 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:23.1 Ce:1.2 VERT(LL): 0.038 0 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.063 E 999 240 B* 186 /- /- /73 /22 /8 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.015 I - - J* 186 /- /- /73 /22 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:19.58 ft HORZ(TL ) 0.026 I - - Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:2.0 B Brg Width=54.0 Min Req=- TCDL:4.2 psf J BrgWidth=54.0 Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.250 Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.277 Bearings B&M are a rigid surface. RepFac:Varies byLd Case Max Web CSI: 0.051 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-F 224 -611 F-J 224 -611 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-J 536 -100 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" at 48"o/c 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,unless specified otherwise. Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. ���EO PROS�SS Gable Studs0�5 13,G I igE -0 Provide lateral wind bracing per Alpine wind bracing 19575 y details or per engineer of record.2X3 studs require %r reinforcement at 70%of the length tabulated for 2X4 k studs of the same grade. 1'� Al / Additional Notes OREGON See DWGS A12030ENC101014,GBLLETIN0118,& TA vin.20,194b O GABRST101014 for gable wind bracing and other O(D w.%A- requirements. Renews 6130/2021 **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,handlingshipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building CO3)357OR 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 bracin installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face oftruss 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 Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the nr�nw mMPANY 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 prolessronaf engineering responsibility solely for the design shown. The suifability 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.org Sacramento,CA 95826 r SEQN:244221/ COMN Ply: 1 Job Number: 1019160 Gust:R7175 JRef:1WQK71750003T24 / FROM:BB Qty: 2 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44523 Truss Label: A JAK / GWH 11/27/2019 76" 15' h. 7.6" -I- 76" H 5X5ET1) 12 T 4 I, ih _ co A C I 3X5(61) E III 1.5X4 =3X5(61) A 15' i 76" 7,6" I-' 7,6" I 1 15' 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:23.1 Ce:1.2 VERT(LL): 0.034 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.058 E 999 240 A 634 /- /- /266 /52 /29 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.013 E - - C 718 /- /- /297 /65 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL: 0.022 E - - Wind reactions based on MWFRS ( ) Mean Height:19.58 ft Code/Misc Criteria CreepFactor:2.0 A Brg Width=- Min Req=- NCBCLL:10.00 TCDL:4.2 psf C Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.708 Bearing C is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.439 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.126 Members not listed have forces less than 375# P 9 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:not in 4.50 ft 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 A-B 188-1115 B-C 181 -1116 Lumber Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4:HF Stud+HF Standard: A-E 985 -126 E-C 985 -126 Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. 4'1- PRORSSS y GIN � � O o 19575 �+ y ' %e OREGON v Renews 6/30/2021 **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 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,B7 or B10, as applicable. 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 Buildingg 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 handlin shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro esstona 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 Sgec.2. 8801 Folsom Blvd.,Suite 101 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 SEQN:244228/ GABL Ply: 1 Job Number: 1019160 Cust:R 7175 JRef:1 WOK71750003 T10 / FROM:BB Qty: 1 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44601 Truss Label: BG JAK / GWH 11/27/2019 5'3"8 974 I 13'3" _I 17'2"12 _I 21'2"8 26'6" 5'3"8 3'11"12 3'11"12 3'11"12 3'11"12 5'3"8 I•--2'6" 12,8" I 1'4" I 2,8"-.-1 12.8"--I 12.8" F-2'8"--I (TYP) 0 4X5(R1) 12 0 4X5 3X5 4 1....._.- H N _ ,3X5 3X5 v (S) E:iii� 4 0 rffr W2 �3X12rB12R) „����i��'Wi �. �3X10(B12R) BD" AK AH AE AB AA B2 X -' m3X5 =4X8 =3X5 =6X6(++) A 26'6" j 1' I 5'3"8 I 3'11'12 3'11"12 I 3'11'12 I 3'11"12 I 5'3"8 I 1' 5'3"8 9'3"4 13'3" 17'2"12 21'2"8 26'6" 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 U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:23.1 Ce:1.2 VERT(LL): 0.226 AG 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.404 AG 778 240 BD 2396 /- /- /- /189 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.060 V - - T 1868 /- /- /- /155 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.107 V - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:20.54 ft Code/Misc Criteria Creep Factor:2.0 BD Brg Width=5.5 Min Req=3.9 TCDL:4.2 psf T BrgWidth=5.5 Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.425 Req=3.1 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.898 Bearings BD&T are a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.935 Members not listed have forces less than 375# FT/RT:2 /4 Maximum Top Chord Forces Per Ply(lbs) 0 Loc.from endwall:not in 4.50 ft ( ) (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-E 403 -5491 K-N 258 -3457 Lumber Gable Studs E-H 346 -4729 N-Q 299 -3985 H-K 258-3494 Q-T 326 -4277 Top chord 2x4 DF-L 2400f-2.0E Provide lateral wind bracing per Alpine wind bracing Bot chord 2x6 HF SS:B2 2x6 HF#2: details or per engineer of record.2X3 studs require Webs 2x3 HF#2:W1,W2,W3,W4,W5,W6,W7,W8, reinforcement at 70%of the length tabulated for 2X4 Maximum Bot Chord Forces Per Ply(lbs) W9 2x4 HF Stud+HF Standard: studs of the same grade. Chords Tens.Comp. Chords Tens. Comp. Special Loads Additional Notes B-AK 5147 -375 AB-AA 3727 -278 AK-AH 5124 -372 AA-X 3996 -301 (Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) See DWGS A12030ENC101014,GBLLETIN0118,& AH-AE 4383 -321 X-T 4002 -302 TC:From 71 plf at -1.00 to 71 plf at 4.06 GABRST101014 for gable wind bracing and other AE-AB 3727 -278 TC:From 36 plf at 4.06 to 36 plf at 13.25 requirements. TC:From 71 plf at 13.25 to 71 plf at 27.50 BC:From 4 plf at -1.00 to 4 plf at 0.00 (S)2x4 x 6'0"DF-L 2400f-2.0E applied Maximum Web Forces Per Ply(lbs) BC:From 7 plf at 0.00 to 7 plf at 11.44 scab required to allow notches 1.5"deep.Align Webs Tens.Comp. Webs Tens. Comp. BC:From 14 plf at 11.44 to 14 plf at 26.50 scab 1.5"below top edge and attach to one BC:From 4 plf at 26.50 to 4 plf at 27.50 face of truss with 10d nails(0.128"x3")at 6"o/c. E-AH 54 -768 K-AE 1689 -113 TC: 178 lb Conc.Load at 3.96 AH-H 878 -60 AE-N 51 -640 BC: 58 lb Conc.Load at 2.00 H-AE 107-1498 BC: 151 lb Conc.Load at 4.06,6.06,8.06,10.06 BC: 479 lb Conc.Load at 11.44 Plating Notes All plates are 1.5X4 except as noted. 4 e °PROp , (++)-This plate works for both joints covered. 0.5 , G I N�F� i Loading 19576 y Truss designed to support 1-0-0 top chord outlookers %r and cladding load not to exceed 5.00 PSF one face 1 4 r e 'uy", , 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 OREGON area above the let-in studs.DO NOT OVERCUT.No knots or niv other lumber defects allowed within 12"of notches. 9A.. "l,n,20,19e° Do not notch at plates,or in overhang or heel(first)panels. Q&D w. Bottom chord checked for 10.00 psf non-concurrent live load. Renews 6/30/2021 **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 fabricatingghandling,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 ofherwise,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 B3 lled per BCSI sections ,87 or B10, as applicable. Applates to each face truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE' drawings 160A-Z for standard plate positiof ons. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the A,ITW 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 prolessional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is fhe 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.org;SBCA: www.sbcindustry.com;ICC: www.iccsafe.org SEAN:244230/ COMN Ply: 1 Job Number: 1019160 Cust:R 7175 JRef:1 WQK71750003 T6 / FROM:BB Qty: 1 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44102 Truss Label: B CY / GWH 11/27/2019 776 13'3" 19710 26'6" I TO"6 { 6'2"10 6'2"10 7'0"6 5X5 D TT ii 12 4 L 1.5X4 m 1.5X4 C E 0 -v ;n gF A G J I H 4X5(81) =3X5 3X5 =3X5 =4X5(B1) i 26'6" 1' 9'1"4 878 9'1"4 1' 9'1"4 17'4"12 26'6" { Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,P(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 LI# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:23.1 Ce:1.2 VERT(LL): 0.208 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.351 D 894 240 B 1203 /- /- /494 /118 /51 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.068 H - - F 1203 /- /- /494 /118 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL:0.114 H - - Wind reactions based on MWFRS ( ) Mean Height:20.54 ft Code/Misc Criteria CreepFactor:2.0 B Brg Width=5.5 Min Req=2.0 NCBCLL: 10.00 TCDL:4.2 psf F Brg Width=5.5 Min Req=2.0 Soffit: 2.00 BCDL:4.2sf Bldg Code: IRC 2015 Max TC CSI: 0.741 P Bearings B&F are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.911 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.318 Members not listed have forces less than 375# P 9 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 668-2482 D-E 622 -2170 C-D 622-2170 E-F 668 -2482 Lumber Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Webs 2x4:HF Stud+HF Standard: Chords Tens.Comp. Chords Tens. Comp. B-J 2274 -570 I-H 1601 -365 Loading J-I 1601 -365 H-F 2274 -575 Bottom chord checked for 10.00 psf non-concurrent live load. Maximum Web Forces Per Ply(lbs) Wind Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C C-J 187 -473 D-H 624 -138 member design. J-D 624 -138 H-E 187 -473 � e °PROA- ,5 G,NE 7O a 19575.�� 9 r OREGON "OLD vii.Vis' Renews 6/3012021 **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 COR 97113 Component Safety Information,by TPI an SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (5003)3)3357US 57-2118 Ext bracing per SCSI.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 jpermanent lateral restraint of webs shall have bracin 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 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.m,,w M , truss in conformance with ANSI/l PI 1,or for handling, pag shipping,installation and braciA, ng of trussesA seal on this drawing or cover e listing this drawing indicates acceptance of pro esslonaf 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 job'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:244232/ COMN Ply: 1 Job Number: 1019160 Cust:R 7175 JRef:1 WQK71750003 T13 / FROM:BB Qty: 8 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44211 Truss Label: B1 CY / GWH 11/27/2019 7'0"613'3" 19'5"10 26'2"12 70"6 I 62"10 I 6.2"10 6,9"2 5X5 D T ii 12 4 V ‘‘1.5X4 is 1.5X4 C E -v o in B F _L i A S Y III no W. T J- _L 4X5(B1) =3X5 3X5= =3X5 B2 =5X5(82) A 262"12 i I 1' I 9'1"4 I 8'3"8 I 8,10„ I 9'1"4 17'4.'12 26'2"12 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:23.1 Ce:1.2 VERT(LL): 0.210 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.356 G 879 240 B 1199 /- /- /493 /117 /46 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.068 G - - F 1108 /- /- /466 /104 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:20.54 ft HORZ(TL): 0.116 G - - Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req=2.0 TCDL:4.2 psf F BrgWidth=- Min Soffit: 2.00 Bldg Code: IRC 2015 Max TC CSI: 0.764 Req= BCDL:4.2 psf Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.984 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.316 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 675 -2473 D-E 640 -2145 Lumber C-D 625 -2162 E-F 689 -2454 Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Bot chord 2x4 HF#2:B2 2x4 DF-L#2: Ply(lbs) ) Webs 2x4:HF Stud+HF Standard: Chords Tens.Comp. Chords Tens. Comp. :Rt Wedge 2x4 HF Stud+HF Standard: B-I 2266 -595 H-G 1590 -384 Loading I-H 1590 -384 G-F 2247 -591 Bottom chord checked for 10.00 psf non-concurrent Maximum Web Forces Per Plylbs live load. (lbs) Webs Tens.Comp. Webs Tens. Comp. Wind C-I 187 -465 D-G 606 -135 Wind loads based on MWFRS with additional C&C I-D 619 -138 G-E 190 -469 member design. .s#e0 PRopk. 0�5 oGINFlc /0 19575 y %r 1 ' OREGON 9,'°LD,W.N�; Renews 6/3012021 **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 CO)NELIUS 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 sheathingand bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing insalled per BCI sections B3,B7 or B10, as applicable. Appplates to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Refer to A IPL NE 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 RIM 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 proessionalq engineerinresponsibility solely for the desi n shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. 8801 Folsom Blvd.,Suite 107 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.org Sacramento,CA 95826 SEQN:26045/ COMN Ply: 1 Job Number: 1019160 Cust:R7175 JRef:1WQK71750003T7 / FROM:BB Qty: 4 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44773 Truss Label: B2 BFR / GWH 11/27/2019 70"6 13'3" 19'510 26712 H 7'0"6 6,2"10 I- 6'2"10 I 6,9"2 =5X5 D — i 12 iti 4 / ‘,1.5X4 ��1.5E4 C 7= \a / b: B F -,'8. A Y W Y min t =4X5(81) =3X5 =3X5 =3X5 62 =5X5(82) A 26712 -j 1' I 9'1"4 I 8'3"8 ) 8'10" H9'1"4 17'4"12 26'2"12 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 LJ# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:23.1 Ce:1.2 VERT(LL): 0.217 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.384 G 816 240 B 1249 /- /- /493 /117 /46 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.068 G - - F 1158 /- /- /466 /104 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL:0.120 G - - Wind reactions based on MWFRS ( ) Mean Height:20.54 ft NCBCLL:10.00 TCDL:4.2 psf Code/Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 Bldg Code: IRC 2015 Max TC CSI: 0.962 F Brg Width=- Min Req=- BCDL:4.2 psf Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.998 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.335 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. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01A.0205.19 B-C 676-2631 D-E 639 -2300 Lumber C-D 625 -2321 E-F 688 -2605 Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 DF-L#2 :B2 2x4 HF#1&Bet.: Chords Tens.Comp. Chords Tens. Comp. Webs 2x4:HF Standard+HF Stud: B-I 2414 -596 H-G 1698 -384 :RtWedge2x3HF#2: I-H 1698 -384 G-F 2388 -591 Loading Bottom chord checked for 10.00 psf non-concurrent Maximum Web Forces Per Ply(lbs) live load. Webs Tens.Comp. Webs Tens. Comp. Truss designed for unbalanced snow loads. C-I 189 -468 D-G 628 -135 Truss supports 200#mech unit;unit centered at I-D 658 -138 G-E 189 -468 13-3-0;supported by BC;unit width 2-0-0;supported by 4 trusses. Wind Wind loads based on MWFRS with additional C&C member design. ���EO PROF-SA, 0p aGINF- HO41 Z 19575 7 • Or 1 OREGON 9,Q0L 20,194b.0 Renews 6/30/2021 "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 and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,byTPI and SBCA)fr safety 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 forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, /41111 as applicable. Apply plates to each face oftrussand 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 Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the µ,T„,cor,,P,rY 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 ro essiona engineering responsibility solely for the design shown. The suitability 8801 Folsom Blvd.,Suite 10 and use of this drawing for any structure is thepresponsibility of the Building Designer per ANSI/TPI 1 Sec.2. 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.org Sacramento,CA 95826 r SEQN:244234/ GABL Ply: 1 Job Number: 1019160 Gust:87175 JRef:1WQK71750003T9 / FROM:BB Qty: 1 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44164 Truss Label: B1GE CY / GWH 11/27/2019 13'3" 262"12 I13'3" I 12'11"12 1.,__2 7 (TYP) =4X5 K -r-- 12 12 4 - P v o io B _7-----E-----1---- T T. A 4 C` C i �� ��,,' , ,�� � .,/'' ,- ',"<,..-' 1 IAL 3X5(B1) _5X Y X 1113X5(62) 1 26'2"12 A 1 _I 26212 26'2"12 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:23.1 Ce:1.2 VERT(LL): 0.059 U 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.108 U 700 240 B* 123 /- /- /43 /11 /3 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.025 S - - AL 313 /- /- /122 /31 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:20.54 ft HORZ(TL): 0.047 S - - Y /-157 NCBCLL:10.00 TCDL:4.2 psf Code/Misc Criteria Creep Factor:2.0 Wind reactions based on MWFRS Soffit: 2.00 Bldg Code: IRC 2015 Max TC CSI: 0.302 B Brg Width=246 Min Req=- BCDL:4.2 psf AL Brg Width=8.8 Min Req= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.464 Spacing:24.0" RepFac:Varies byLd Case Max Web CSI: 0.090 Bearings B&AL are a rigid surface. P 9 C&C Dist a:3.00 ft Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:2(0)/4(0) Maximum Gable Forces Per Ply(lbs) GCpi:0.18 Plate Type(s): Gables Tens.Comp. Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 Lumber Top chord may be notched 1.5"deep X 3.5" X-P 151 -436 Top chord 2x4 DF-L#1&Bet. at 48"o/c along top edge.DO NOT OVERCUT. Bot chord 2x4 HF#2 No knots or other lumber defects allowed within Webs 2x3 HF#2 12"of notches.Do not notch in overhang,(NNL), or heel(first)panels. 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 must not be cut or notched,unless specified otherwise. Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional CSC member design. Gable Studs CEO PRORt. Provide lateral wind bracing per Alpine wind bracing ,C*e' SS details or per engineer of record.2X3 studs require G INaco -0 reinforcement at 70%of the length tabulated for 2X4 G a 19575 � ir studs of the same grade. r.. , Additional Notes � See DWGS A12030ENC101014,GBLLETIN0118,& GABRST101014 for gable wind bracing and other OREGON requirements. 9pOPoD. zoo.0_42'Renews 6/30/2021 *'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 fabricatingg,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 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 63,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. (tefer to A L PINE'E 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 AN MN COMPANYtruss in conformance with ANSI/ PI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of proiesstonaf engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the uilding Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 1W Sacramento,CA 95826 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.org SEQN:244237/ GABL Ply: 1 Job Number: 1019160 Cust:R7175 JRef:1WQK71750003 T2 / FROM:BB Qty: 1 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44118 Truss Label: CGE CY / GWH 11/27/2019 11'10" 23'8" 11'10" I 1110" 26 1'4" (TYP) =4�5 r T12 I4Het F , to _ r. �' N v • c A B �. , R S 3X5(61) AJ AF AE AB =3 Z5Y =3X5(61) 5,9„ * 3,9" 1 2' 1 8' 1 4,2„ 1' 23'8" 1' 23,8" 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:23.1 Ce:1.2 VERT(LL): 0.057 Al 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.102 Al 744 240 B 420 /- /- /165 /46 /52 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.022 C - - AJ*229 /- /- /80 /25 /- EXP:B Kzt:NA HORZ TL:0.040 C - - AB*124 /- /- /42 /7 /- Des Ld: 42.00 Mean Height:20.31 ft ( ) NCBCLL:10.00Code/Misc Criteria Creep Factor:2.0 R* 221 /- /- /90 /25 /- TCDL:4.2 psf Bld Code: IRC 2015 Max TC CSI: 0.292 AE /-181 Soffit: 2.00 BCDL:4.2 sf 9 P Wind reactions based on MWFRS Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.445 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.087 B Brg Width=45. Min Req= 1.5 p g� AJ Brg Width=45.0 Min Req=- Loc.from endwall:Any FT/RT:2(0)/4(0) AB Brg Width=96.0 Min Req=- GCpi:0.18 Plate Type(s): R Brg Width=26.0 Min Req=- Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 , Bearings B,AJ,AB,&T are a rigid surface. Lumber Members not listed have forces less than 375# Maximum Gable Forces Per Ply(lbs) Top chord 2x4 DF-L#1&Bet. Bot chord 2x4 HF#2 Gables Tens.Comp. Webs 2x3 HF#2 F-AF 124 -425 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" at 48"o/c 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,unless specified otherwise. Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C Ep PROF member design. .c°4. SSS Gable Studs C t�C'fNF ,41 o Provide lateral wind bracing per Alpine wind bracing • 19675 9 details or per engineer of record.2X3 studs require %' reinforcement at 70%of the length tabulated for 2X4 I i09,�rj / studs of the same grade. OREGON Additional Notes '9 so,+9s° .I See DWGS A12030ENC101014,GBLLETIN0118,& X00 GABRST101014 for gable wind bracing and other R°L o vv.N� requirements. Renews 6/30/2021 **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 CORNELIUS03)357OR 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 olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly 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. (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 A,„"„CO,,,P,n, 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 suit-ability ability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sgec.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.org Sacramento,CA 95826 A SEQN:244239/ COMN Ply: 1 Job Number: 1019160 Gust:R7175 JRef:1WOK71750003T1 FROM:BB Qty: 6 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44165 Truss Label: C CY / GWH 11/27/2019 6'3"14I 11'10" 17'4"2 23'8" 6'3"14 5'6"2 5'6"2 6'3"14 4X5 D 12 111 4 V 1.5X4 ,e 1.5X4 C E in 1 Ti- _....iiiiiii& Amillim...._ "v B F I A G 4X 1) =3X5 =3X5 =3X5 =4X5(1) r 23'8" 1 11 _I- 8'1"15I 7'4"3 8,115 11 -I 8'1"15 15'6"1 23'8" 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:23.1 Ce:1.2 VERT(LL): 0.166 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.279 D 999 240 B 1082 /- /- /446 /104 /46 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.054 H - - F 1082 /- /- /446 /104 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:20.31 ft HORZ(TL):0.091 H - - Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:4.2 psf Code/Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req= 1.8 F BrgWidth=5.5 Min Req Soffit: 2.00 Bldg Code: IRC 2015 Max TC CSI: 0.639 = 1.8 BCDL:4.2 psf Bearings B&F are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.810 RepFac:Yes Max Web CSI: 0.275 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 599-2175 D-E 557 -1905 Lumber C-D 557-1905 E-F 598 -2176 Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Plylbs Bot chord 2x4 HF#2 (lbs) Webs 2x4:HF Stud+HF Standard: Chords Tens.Comp. Chords Tens. Comp. Loading B-J 1990 -509 I-H 1414 -327 J-I 1414 -327 H-F 1990 -513 Bottom chord checked for 10.00 psf non-concurrent live load. Maximum Web Forces Per Ply(lbs) Wind Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C C-J 169 -410 D-H 539 -122 member design. J-D 539 -122 H-E 169 -410 so PROFESS ��� �5 01NFo v C� 19575 � 9 Si, i APF 16 u / OREGON v 4R �' ' N�pDW Renews 6130/2021 "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 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, as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to 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,any failure to build the AN 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 orooessronat 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 10i 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.org Sacramento,CA 95826 , SEQN:26049/ COMN Ply: 2 Job Number: 1019160 Cust:R 7175 JRef:1 WQK71750003 T23 / FROM:BB Oty: 1 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.45162 Truss Label: CG BFR / GWH 11/27/2019 I S s 2 Complete Trusses Required 4'9"13 8'3"15 11'10" 15'4"1 18'10"323'8" I- 4,9„13 36,1 3'6"1 3,6„1 3,6„1 I 4,9„13 1115X7 D -1- 125------4X8 4X8 41/ C E 3X53X5 'c) B F in A � G I 111 Ilum ■ N' M L K J I H 5X14(A1) 1114X5 =5X7 =8X8 .H0508 =4X8 1114X5 -5X14(A1) r 23'8" 4'9"13 3'6"1 3'6"1 3'6"1 3'6"1 4'9"13 4'9"13 I 8'3"15 I 11'10" 15'4"1 -I- 18'10"3 23'8" 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/deft L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:23.1 Ce:1.2 VERT(LL): 0.286 K 980 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.476 K 589 240 N 7019 /- /- /- /757 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.079 H - - G 7212 /- /- /- /777 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL: 0.131 H - - Wind reactions based on MWFRS ( ) Mean Height:20.47 ft Code/Misc Criteria CreepFactor:2.0 N Brg Width=5.5 Min Req= 3.5 NCBCLL:0.00 TCDL:4.2 psf G Brg Width=5.5 Min Req= 3.6 Soffit: 2.00 Bldg Code: IRC 2015 Max TC CSI: 0.785 BCDL:4.2 psf Bearings N&G are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.785 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.814 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. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver:18.02.01A.0205.19 A-B 946-8788 D-E 643 -5969 Lumber B-C 819 -7613 E-F 815 -7570 C-D 643-5969 F-G 943 -8763 Top chord 2x6 DF-L#2 Bot chord 2x6 DF-L 2400f-2.0E Webs 2x4:HF Standard+HF Stud: Maximum Bot Chord Forces Per Ply(lbs) :W5 2x4 HF#2: Chords Tens.Comp. Chords Tens. Comp. Nailnote A-M 8306 -892 J-I 7058 -758 M-L 8268 -888 I-H 8249 -886 Nail Schedule:0.120"x3",min.nails L-K 7097 -762 H-G 8286 -890 Top Chord:1 Row @12.00"o.c. K-J 7058 -758 Bot Chord:2 Rows @ 4.50"o.c.(Each Row) Webs :1 Row @ 4"o.c. Use equal spacing between rows and stagger nails Maximum Web Forces Per Ply(lbs) in each row to avoid splitting. Webs Tens.Comp. Webs Tens. Comp. Special Loads M-B 858 -76 K-E 195 -1802 (Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) B-L 128-1174 E-I 1556 153 TC:From 71 plf at 0.00 to 71 plf at 23.67 L-C 1598 -157 I-F 130 -1200 BC:From 7 plf at 0.00 to 7 plf at 23.67 C-K 200-1853 F-H 858 -76 BC:1108 lb Conc.Load at 2.06,4.06,14.06,16.06 D-K 3507 -362 18.06,20.06,22.06 BC:1157 lb Conc.Load at 6.06,8.06,10.06,12.06 �� O PROFFS Wind y'� �N S'i Wind loads and reactions based on MWFRS. 0 A1C' FFA OZ 19675 9 %r i 1 a OREGON Renews 6130/2021 **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)tsafety 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 forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face ofptruss and position as shown above and on the JoinfDetails, 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 rnV 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 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 job'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 • I SEQN:29448/ GABL Ply: 1 Job Number: 1019160 Cust:R 7175 JRef:1WQK71750003 T3 FROM:BB Qty: 1 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.1500.05620 Truss Label: D BFR / GWH 11/27/2019 9'6" I 19' I9'6" 9'6" H 1'4"H (TYP) H 1'6"--I1I—I =4X5 T 14 4 (/ I.- ,3X5 ,--.'3X5mT A M1 /I 1I11 Ii I s D M15 AF �� �������. /'-'/"'--,-- / - R AE S =3X5 =3X5 I 19' I—1' I 19' I 1 19' '{ 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:23.1 Ce:1.2 VERT(LL): 0.001 H 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.002 H 999 240 R* 116 /- /- /40 /6 /3 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.000 D - - Wind reactions based on MWFRS Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL): 0.001 E - - R Brg Width=228 Min Req=- Mean Height:15.00 ft rigid NCBCLL:10.00 Code/Misc Criteria Creep Factor:2.0 Bearing AF is a gid surface. TCDL:4.2 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.165 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.013 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.066 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01A.0205.19 Lumber Additional Notes Top chord 2x4 HF#2 See DWGS Al 2015ENC101014,GBLLETIN0118,& Bot chord 2x4 HF#2 GABRST101014 for gable wind bracing and other Webs 2x3 HF#2 Ml,M15 2x4 HF Standard+ requirements. HF Stud; 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" at 48"o/c 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,unless specified otherwise. Bottom chord checked for 10.00 psf non-concurrent live load. Truss designed for unbalanced snow loads. O PROF� Wind •S# ,9s Wind loads based on MWFRS with additional C&C .5 GINF �O member design. G lc,Q Z 19575 y Gable Studs %r Provide lateral wind bracing per Alpine wind bracing 1✓arr�,i details or per engineer of record.2X3 studs require / reinforcement at 70%of the length tabulated for 2X4 OREGON studs of the same grade. +n ./ 9-1 Oi.D.W No: Renews 6/30/2021 **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 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 ermanent lateral restraint of webs shall have bracing installed per BCSI sections 63,B7 or B10, as applicable. Applplates to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Defer to ALPINE drawings 16A-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 AN MN COMPANY truss in conformance with ANSI, PI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of orooesslonai 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 107 Sacramento,CA 95826 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.org 8 SEQN:29454/ COMN Ply: 1 Job Number: 1019160 Gust:R 7175 JRef:1WQK71750003T4 / FROM:BB Qty: 3 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.1500.05667 Truss Label: D1 BFR / GWH 11/27/2019 4'9" 9'6" 11'5"8 19' I' 4,9„ 4,9" - 1,11„8 7'6„8 =6X8 D 4 12 r 1.5X4 3X5 C VA to v1.5X4 B F T A am G io :=: 1 0 3X5(B1)= 1 K J HI 1113X7 =3X10 =6X8 1111.5X4 A 19 i 9'6” 1'11"8 76"8 1' I9'6” 11'5"8 I 19' I 1 —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 loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:23.1 Ce:1.2 VERT(LL): 0.079 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.133 E 999 240 K 877 /- /- /391 /36 /49 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.032 H - - F 890 /- /- /396 /37 /- Des Ld: 42.00 EXP:B fighKztt NA HORZ(TL):0.053 H - - Wind reactions based on MWFRS Mean Height:15.00 ft K BrgWidth=5.5 Min Re NCBCLL: 10.00 TCDL:4.2 psf Code/Misc Criteria Creep Factor:2.0 q= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.606 F Brg Width=5.5 Min Req= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.733 Bearings K&F are a rigid surface. RepFac:Yes Max Web CSI: 0.711 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) GCpi:0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration:1.60 WAVE VIEW Ver:18.02.01A.0205.19 C-D 328-1005 E-F 474 -1630 Lumber D-E 538-1573 Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Webs 2x4:HF Standard+HF Stud: Chords Tens.Comp. Chords Tens. Comp. Loading K-J 1033 -293 H-F 1466 -387 Bottom chord checked for 10.00 psf non-concurrent Maximum Web Forces Per Plylbs live load. (lbs) Webs Tens.Comp. Webs Tens. Comp. Truss designed for unbalanced snow loads. K-C 346-1157 J-H 1022 -215 Wind D-H 1113 -375 H-E 204 -461 Wind loads based on MWFRS with additional C&C member design. 4�-E0 PROpSSS 19575 7 '6'‘1 OREGON 9,QC`.D .N�; Renew.6/30/2021 '*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 S fety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BUST.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 ermanent lateral restraint of webs shall have bracing installed per BCSI sections 63,B7 or B10, as applicable. AppTy plates to each face oftrussand 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 AN MN COMPANY truss in conformance with ANSI TPI 1,or for handling,shipping,installation and bracing ofg trussesAseal on this drawing or cover page listingthis drawing,indicates acceptance of pro essrona engineering responsibility solely or the design shown. The suitability and se of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sgec.2. 8801 Folsom Blvd.,Suite 101 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:29452/ COMN Ply: 1 Job Number: 1019160 Gust:R 7175 JRef:1 WQK71750003 T27 / FROM:BB Qty: 1 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.1500.05636 Truss Label: D2 BFR / GWH 11/27/2019 4'9" I 9'6" I 11'5^8 4'9" 4'9" 1'11 8 =4X5 D -r — ��� EF 12 141 4 p 3X5 C to V M 1111.5X4 0 B a. T A ii J' I HG 1113X5 .3X7 1113X55 1 11'5"8 9'6" 1'11"8 I-1' I 9'6" I 1t'5"8 8 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:23.1 Ce:1.2 VERT(LL): 0.013 C 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.022 C 999 240 J 563 /- /- /267 /15 /47 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.005 H - - G 488 /- /- /219 /27 /- EXP:B Kzt:NA HORZ TL: 0.008 H - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Code/Misc Criteria Creep Factor:2.0 J Brg Width=5.5 Min Req= 1.5 TCDL:4.2 psf BldgCode: IRC 2015 Max TC CSI: 0.287 G Brg Width=- Min Req=- Soffit: 2.00 BCDL:4.2 psfBearing J is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.647 RepFac:Yes Max Web CSI: 0.333 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 Bot Chord Forces Per Ply(lbs) Chords Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01A.0205.19 J-I 500 -258 Lumber Top chord 2x4 HF#2 Maximum Web Forces Per Ply(lbs) Bot chord 2x4 HF#2 Webs Tens.Comp. Webs Tens. Comp. Webs 2x4:HF Standard+HF Stud: J-C 171 -541 E-H 227 -533 Loading I-E 478 -194 Bottom chord checked for 10.00 psf non-concurrent live load. Truss designed for unbalanced snow loads. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. .c# PRo z 0 0 ‘4GINE" N E" ,02 19575 9 ++ %r OREGON T `In.20,19 -0lD W." Renews 8/30/2021 *"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 BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or 610, as applicable. Apply plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions. 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 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 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 10i 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.org Sacramento,CA 95826 a a SEQN:244251/ MONO Ply: 1 Job Number: 1019160 Cust:R7175 JRef:1WQK71750003T12 / FROM:BB Oty: 5 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44195 Truss Label: F CY / GWH 11/27/2019 I111.5XC4 12 4 ' P : ih B E.1 CV III 6 A J /' III 1.5X4 ----3X5(B1) A4'10" A 4'10" 1 I 4'10" 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:23.1 Ce:1.2 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):NA B 298 /- /- /145 /3 /22 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.004 D - - D 189 /- /- /92 /- /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL: 0.007 D - - Wind reactions based on MWFRS ( ) Mean Height:15.00 ft NCBCLL: 10.00 TCDL:4.2 psf Code/Misc Criteria Creep Factor:2.0 B Brg Width=3.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.310 D Brg Width=- Min Req=- Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:h to 2h TPI Std: 2014 Max BC CSI: 0.168 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.116 Members not listed have forces less than 375# Loc.from endwall:not in 9.00 ft 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: Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. ���ep PRORSSS C95 �GINFF '0 19575 7 %p 1''',OP—'aj I OREGON v Renews 6130!2021 **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,byTPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (5003)3)357 US 357-2118 Ext bracing per BCSI.Unless noted oherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, .411 as applicable. Applplates to each face oftrussand position as shown above and on the Joint-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 v4FIW 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 drawingg indicates acceptance of pro esstona 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 Sgec.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.org Sacramento,CA 95826 • w SEQN:244253/ GABL Ply: 1 Job Number: 1019160 Cust:R7175 JRef:1 WQK71750003T18 / FROM:BB Qty: 1 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44445 Truss Label: EGE CY / GWH 11/27/2019 F 7' I 14' H 7' 7' F—1'4"H (TYP) I 3' —4X5 F 12 rj T 4 ✓ i i T o 1 hA BR B _ K 1 //// //// 3X5(81) 3X5(B1) r 14' F-1, I 14' 14' 1'—{ 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:23.1 Ce:1.2 VERT(LL): 0.037 0 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.062 G 999 240 B* 196 /- /- /85 /26 /11 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.015 I - - J* 196 /- /- /85 /26 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.026 I - - Wind reactions based on MWFRS Mean Height:15.00 ft B BrgWidth=48.0 Min Req 10.00 TCDL:4.2 psf Code/Misc Criteria Creep Factor:2.0 =- Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.240 J Brg Width=48.0 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.287 Bearings B&M are a rigid surface. RepFac:Varies byLd Case Max Web CSI: 0.044 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) GCpi:0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 B-F 231 -611 F-J 232 -611 Lumber Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Chords Tens.Comp. Webs2x3HF#2 B-J 542 -111 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" at 48"o/c 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,unless specified otherwise. Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C 4:31$ NSA,PROF S member design. ¢, S Gable Studs 0 oG 5N5 Fi0 % Provide lateral wind bracing per Alpine wind bracing %r details or per engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 1 (4,--- 1, studs of the same grade. , OREGON Additional Notes „e See DWGS A12015ENC101014,GBLLETIN0118,& 9R°C D W." r GABRST101014 for gable wind bracing and other requirements. Renews 6/30/2021 **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 dtherwise,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 oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Defer 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 µINV COMPANY truss in conformance with ANSI/TPb 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro prolessionai 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 10i For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com:TPI: www. inst.o SBCA: www.sbcindus Sacramento,CA 95826 tp' rg; try.com;ICC:www.iccsafe.org w IP SEQN:244255/ COMN Ply: 1 Job Number: 1019160 Cost:R 7175 JRef:1WQK71750003T16 / FROM:BB Qty: 4 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44212 Truss Label: E CY / GWH 11/27/2019 7' -I 14' H 7' 7' 5X5 12 C T4 [; ,-- _ T iv B D `� A B E J F 3X5(61) III 1.5X4 =3X5(61) 14' i H1'- I- T -I- I1' 14, H 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:23.1 Ce:1.2 VERT(LL): 0.033 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.055 F 999 240 B 671 /- /- /303 /29 /39 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.012 F - - D 671 /- /- /303 /29 /- EXP:B Kzt:NA HORZ TL: 0.020 F - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Code/Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req= 1.5 TCDL:4.2 psf Bld Code: IRC 2015 Max TC CSI: 0.563 D Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 sf g P Bearings B&D are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.372 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.115 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 349-1010 C-D 349 -1010 Lumber Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4:HF Stud+HF Standard: B-F 888 -252 F-D 888 -252 Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. 40 0 PROpSss/ GpaF GINF 0 19575 1$ y ' Ai t i % OREGON 9 "•n.20,19 P -.OLD w. " Renews 6/30/2021 ""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)357US 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 propperly attached rigid ceiling. Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3,B7 or B10, /1116 as applicable. Applplates to each face ofptruss 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 Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN 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 pro esstona 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 107 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.org Sacramento,CA 95826 0 or SEQN:244261/ COMN Ply: 1 Job Number: 1019160 Cust:R7175 JRef:1WQK71750003T20 / FROM:BB Qty: 5 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44398 Truss Label: El CY / GWH 11/27/2019 6'6" 13'6" H 6'6" 7' ar 4X5(R1) 12 B 4 V T T N A C N T D T .L 1 \- 1113X7(G1) E III 1.5X4 w 3X5(81) r 13'6" 1 66 7' F 6'6" I- 13'6" 1 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:23.1 Ce:1.2 VERT(LL): 0.027 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.045 E 999 240 A 564 /- /- /250 /20 /33 BCDL: 7.00 Risk Category:11 Snow Duration:1.15 HORZ(LL): 0.011 E - - C 660 /- /- /298 /28 /- Des Ld: 42.00 EXP.B Kzt.NA HORZ(TL): 0.019 E - - Wind reactions based on MWFRS Mean Height:15.00 ft A Br Width=- Min Re NCBCLL: 10.00 Code/Misc Criteria Creep Factor:2.0 9 q=- TCDL:4.2 psf C Br Width=5.5 Min Re Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.538 9 q= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.365 Bearing C is a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.111 Members not listed have forces less than 375# 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 369 -981 B-C 356 -979 Lumber Maximum Bot Chord Forces Per Ply(lbs) Top chord 2x4 HF#2 Chords Tens.Comp. Chords Tens. Bot chord 2x4 HF#2Comp. Webs 2x4:HF Stud+HF Standard: A-E 859 -273 E-C 859 -273 :Lt Stub Wedge 2x4 HF Stud+HF Standard: Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. „Ilse ".-SA,PROpSSA, sf .5 G1NF �O 0 19575 ' %Ark r 1 OREGON 9R0� 20,10' W N� Renews 6130/2021 **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 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 otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or 610, as applicable. Applplates to each face ofptruss 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 ,w INV COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover pa e listing this drawing indicates acceptance of pro-fesstonaf engineerinresponsibility solely for the design shown. The suitability and use o this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 101 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.org Sacramento,CA 95826 • • SEQN:244263/ GABL Ply: 1 Job Number: 1019160 Cust:R 7175 JRef:1 WQK71750003 T21 / FROM:BB Qty: 1 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44367 Truss Label: GGE CY / GWH 11/27/2019 7'3" 14'6" H 7'3" 7'3" F-1'11"--}--1'4"H =4X5 T 4 (TYP) 12 1 1 ii i i (V 1 j O B II L c+� I. A g i i i i i i i M '4 - 3X5(81) --3X5(B1) r 14'6" i H 1' I_ 14'6" 1 1'H 14'6" 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:23.1 Ce:1.2 VERT(LL): 0.090 T 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.187 T 912 240 B 809 /- /- /335 /97 /45 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.030 D - - L 809 /- /- /335 /97 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.063 D - - Wind reactions based on MWFRS Mean Height:15.00 ft NCBCLL: 10.00 TCDL:4.2 psf Code/Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req= 1.5 L Br Width=5.5 Min Req1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.306 9 = TPI Std: 2014 Max BC CSI: 0.665 Bearings B&L 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:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.088 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-G 429-1245 G-L 430 -1245 Lumber Top chord may be notched 1.5"deep X 3.5" Top chord 2x4 DF-L#1&Bet. at 48"o/c along top edge.DO NOT OVERCUT. Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 No knots or other lumber defects allowed within Chords Tens.Comp. Webs 2x3 HF#2 12"of notches.Do not notch in overhang,(NNL), or heel(first)panels. B-L 1116 -302 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 must not be cut or notched,unless specified otherwise. Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Gable Studs D PROpSs Provide lateral wind bracing per Alpine wind bracing O`T'C Gl>NF SvOZ details or per engineer of record.2X3 studs require �1 F� reinforcement at 70%of the length tabulated for 2X4 19575 ' studs of the same grade. i r Additional Notes 1 4 .i , See DWGS A12015ENC101014,GBLLETIN0118,& OREGON GABRST101014 for gable wind bracing and other 0 v requirements. 'V "fl.20,1941' �N"4, Renews 613012021 **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,and bracing. Refer to and follow the latest edition of BCSI(Building CO3)357-2118US OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (503) 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 forpermanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3,67 or B10, as applicable. Apply plates to each face oftrussand 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 11W 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 rooessional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is thepresponsibility 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 9 SEQN:244265/ COMN Ply: 1 Job Number: 1019160 Gust:R7175 JRef:1WQK71750003 T19 / FROM:BB Qty: 3 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44149 Truss Label: G CY / GWH 11/27/2019 7'3" 14'6" H 7'3" I 7'3" =5X5 T 12 C T 41/ IN �BDM I, A E ■ F J_ 3X5(61) 1111.5X4 =3X5(61) i 14'6" H 1 I 7,3„ I T3" I -1'H 7'3" 14'6" 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/deft L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:23.1 Ce:1.2 VERT(LL): 0.035 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.058 F 999 240 B 692 /- /- /312 /30 /40 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.013 F - - D 692 /- /- /312 /30 /- Des Ld: 42.00 EXP.B Kzt:NA HORZ(TL):0.021 F - - Wind reactions based on MWFRS Mean Height:15.00 ft B Br Width=5.5 Min Req1.5 NCBCLL: 10.00 Code/Misc Criteria Creep Factor:2.0 9 = TCDL:4.2 psf D Br Width=5.5 Min Req1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.617 9 = Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.401 Bearings B&D are a rigid surface. RepFac:Yes Max Web CSI: 0.120 Members not listed have forces less than 375# Spacing:24.0" C&C Dista:3.00 ft 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 356-1054 C-D 357 -1054 Lumber Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4:HF Stud+HF Standard: B-F 928 -258 F-D 928 -258 Loading , Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. �5 R0 POF 4T.eS, a GINF O O• 11 19575 .• ,1 1✓iAvetu0.0 i OREGON 9,'OLD,W.i‘ r Renews 613 012 0 21 **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 S fety 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 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,B7 or 610, as applicable. Appllates 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 A,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 pro essrona 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 10i Sacramento,CA 95826 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.org SEQN:244209/ CAJA Ply: 1 Job Number: 1019160 Gust:R 7175 JRef:1 WQK71750003 T11 / FROM:BB Qty: 1 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44647 Truss Label: H JAK / GWH 11/27/2019 12 4 1 - C ..zmimirl I 1:1 f co 001 N M A q A ► D 3X5(61) E 1, 1'11"4 1'11"4 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 Speed: 120 mph Pf:23.1 Ce:1.2 VERT LL TCDL: 10.00 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):NA B 190 /- /- /86 /20 /18 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.000 C - - C 35 /- /- /10 /8 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL:0.000 C - - D 27 /- /- /16 /- /- ( ) Mean Height:18.64 ft Wind reactions based on MWFRS NCBCLL: 10.00 Code/Misc Criteria Creep Factor:2.0 TCDL:4.2 psf B Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.083 C Brg Width=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.020 RepFac:Yes Max Web CSI: 0.000 D Brg Width=1.5 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 live load. Wind Wind loads based on MWFRS with additional C&C member design. 4"'ep PRop. O,5 ar,%NF � 'OZ 19575 y %� 1 e/10.ri , OREGON '9�O`D W NVQ, Renews 6/30/2021 "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 CORNELIUS03)357OR 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 o'herwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a propey attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCI sections B3,87 or BB10, as applicable. Applplates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. (2efer 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 COMPANY truss in conformance with ANSI/1 PI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of pro essional engineeringresponsibility solely for the design shown. The suitability and use of this drawing for any tructure is the responsibility of the uilding Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 101 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.org Sacramento,CA 95826 SEQN:244211/ CAJA Ply: 1 Job Number: 1019160 Gust:R7175 JRef:1WQK71750003T22 / FROM:BB Qty: 1 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44772 Truss Label: I JAK / GWH 11/27/2019 f 1103 { 1'10"3 12 4 E C T Bri T A M �I ---_---- D 3X5(61) i 4' A H- 1' 4, H 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 LJ# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:23.1 Ce:1.2 VERT(LL): 0.001 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.002 D 999 240 B 211 /- /- /- /20 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.000 D - - C 45 /- /- /- /3 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL): 0.001 D - - D 58 /- /- /15 /- /- Mean Height:18.47 ft Wind reactions based on MWFRS NCBCLL:10.00 TCDL:4.2 psf Code/Misc Criteria Creep Factor:2.0 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.106 B Brg Width=5.5 Min Req= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.107 C Brg Width=1.5 Min Req=- Spacing:24.0" CB&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.000 D Brg Width=- Min Req=- Loc.from endwall:Any FT/RT:2(0)/4(0) Bearing B is a rigid surface. 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 71 plf at -1.00 to 71 plf at 1.85 BC:From 4 plf at -1.00 to 4 plf at 0.00 BC:From 14 plf at 0.00 to 14 plf at 4.00 BC: 27 lb Conc.Load at 2.00 Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. 0 PROpS ���e `SS' c5 1401N q.. O O 19575 41 p %' 1 II--Air- OREGON v •n.20,194b -`OLD W. Renews 6/30/2021 **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 fabricatingg,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI anti SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable AppT plates to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Defer 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 MY 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 essionai engineerinresponsibility solely for the desi n shown. The suitability and use o this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sgec.2. 8801 Folsom Blvd.,Suite 10i 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 w ,w SEAN:244213/ EJAC Ply: 1 Job Number: 1019160 Gust:R7175 JRef:1 WQK71750003 T14 / FROM:BB Qty: 4 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44570 Truss Label: 11 JAK / GWH 11/27/2019 12 111.5X4 C 4 I A 0 6 allIllIllIll - 6} A �y 1 1 , ►� p 1 1111.5X4 3X5(61) 4' i IH 1' I 4' H 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:23.1 Ce:1.2 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):NA B 265 /- /- /119 /20 /33 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.002 D - - D 151 /- /- /66 /16 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL): 0.003 D - - Wind reactions based on MWFRS Mean Height:19.00 ft Code/Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req= 1.5 NCBCLL:10.00 TCDL:4.2 psf Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.197 D Brg Width=- Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.113 Bearing B is a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.063 Members not listed have forces less than 375# Loc.from endwall:not in 4.50 ft 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: Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. •CIsE0 PRO GiNe a 19575 �4/ 9 r 1✓?uc i OREGON 4'0/..D,W.NA; Renews 6/30/2021 **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 tempora (503)357-2118 Ext bracing per BCSI.Unless noted herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proper�y attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, /4116 as applicable. Applates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer 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 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 proiessronar engineering responsibility solely for the desi n shown. The suitability 8801 Folsom Suite 10: and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Sacramento,o Blvd.,C95Sui 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 i w SEQN:244225/ EJAC Ply: 1 Job Number: 1019160 Cust:R7175 JRef:1WOK71750003T25 / FROM:BB Qty: 1 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44446 Truss Label: I1G JAK / GWH 11/27/2019 4 12 1111.5X64 D . i 2X4n(tA1) o 1 _...iiiiiiiiillipl= ermillMINIMI 1 co ► w DC 1111.5X4 i 4' i 4' 11 4' Loading Criteria(psi) 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:23.1 Ce:1.2 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):NA D 495 /- /- /- /41 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.007 C - - C 479 /- /- /- /40 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:18.99 ft HORZ(TL): 0.012 C - - Wind reactions based on MWFRS NCBCLL:10.00 TCDL:4.2 psf Code/Misc Criteria Creep Factor:2.0 D Brg Width=5.5 Min Req= 1.5 C BrgWidth=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.327 Req= TPI Std: 2014 Max BC CSI: 0.732 Bearing D 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:Varies by Ld Case Max Web CSI: 0.088 Loc.from endwall:not in 4.50 ft 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 2x6 HF#2 Webs 2x4:HF Stud+HF Standard: Special Loads -----(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 71 plf at 0.00 to 71 plf at 4.00 BC:From 14 plf at 0.00 to 14 plf at 4.00 BC: 634 lb Conc.Load at 2.06 Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. 4-'` PRORSSS �5 G1NE �O 0 19575 �+ - %i r 1 Ga '' / OREGON '9IP°LDzoW N1 • Renews 6/30/2021 **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 S fety 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 olherwise,top chord shall have properly attached structural sheathing and bottomhord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3,67 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 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 RN,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 ro essionat engineering responsibility solely for the design shown. The suifability and use of this d awing for any structure is thepresponsibility of the Building Designer per ANSI/TP!1 Sec.2. 8801 Folsom Blvd.,Suite 101 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.org Sacramento,CA 95826 SEQN:244217/ CALF Ply: 1 Job Number: 1019160 Cast:R7175 JRef:1WQK71750003T8 / FROM:BB Qty: 1 -PARR FOREST GROVE-RvrSde 3137 B 6"HEEL lot DrwNo: 331.19.0846.44725 Truss Label: R1 JAK / GWH 11/27/2019 1'5" 7'0"2 1'5" 57"2 H 2.83 o C r` B -1-- 11_,� 30 * 1112X4 _ • 11\1.5X4 51 A a 0101 1111.5X4 I e 3X5 1'5" 7'0"2 HH 7'0"2 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: - CAT: - PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:23.1 Ce: - VERT(LL): 0.012 B 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(CL): 0.020 B 999 240 D 191 /- /- /- /20 /- BCDL: 7.00 Risk Category:II Snow Duration: - HORZ(LL): 0.003 C - - C 178 /- /- /- /12 /- EXP:B Kzt:NA HORZ TL: 0.006 C - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:18.81 ft ( ) NCBCLL:0.00 TCDL:4.2 psf Code/Misc Criteria Creep Factor:2.0 D Brg Width=7.8 Min Req= 1.5 C Brg Width=1.5 Min Req=- Soffit: 2.00 BCDL:4.2sf Bldg Code: IRC 2015 Max TC CSI: 0.191 p Bearing D is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.000 Spacing:0.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.000 Members not listed have forces less than 375# Loc.from endwall:NA 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 Loading Hipjack supports 3-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Shim all supports to solid bearing. -SC�EO PROPS .5Gt►df �O 0 � 19575 + , %' 1 OREGON 9 •n.20,1e9� P ""OLD W. Renews 6/352021 **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,byTPI and SBCA)Rsafety 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 ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3,B7 or 610, as applicable. Applplates to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Refer to .ALPINE drawings 160A-Z for standard plate positions. AlpinW e,a division of ITBuilding Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build theAN mv[OMPANY truss in conformance with ANSI/-PI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro-fessronar engineeringresponsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the uilding 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 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 2x4Brace (1) 1x4 'L' Brace )1( (1) 2x4 'L' Brace II (2) 2x4 'V Brace we (1) 2x6 'L' Brace a (2) 2x6 'L' Brace isw 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 "1--> SPF #1 / #2 Standard #2 Stud U #3 4' 7' 7' 9' 8' 3' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' k3 Stud k3 Standard O Stud 4' 7' 7' 8' 8' 2' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' HFStandard 4' 7' 6' 7' 7' 0' 8' 10' 9' 5' 11' 5' 14' 0' 14' 0' Dou.las Fir-Larch Southern Phenol QJ #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' iiiiMEE Stud Standard Standard d cu DFL #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' 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 :j_ - SPF #3 5' 3' 9' 3' 9' 9' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' #1 6 Btr L. U HF Stud 5' 3' 9' 3' 9' 7' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' #1 a. O 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 PineNolla #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 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' `0 D F L Stud 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRB (Stress-Rated Board). wseFor 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 S2 #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 - SPF #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: 13 U H FStud 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. OStandard 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). S P d #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. ftjf—i DFL 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 rAttach 'L' braces with 10d (0.128'x3.0' min) nails. / About it_ lii able Truss �� �i I v/ )I( For (1) 'L' brace. space nails at 2' o.c. �ii inF 18' end zones and p e between zones. Diagonal brace option. �� 31E31Ein 'L' braces space nails at 3' o.c. vertical length may be i T In 18' end zones and 6' o.c. between zones. doubled when diagonal 18' * : 'L' bracing must be a minimum of 80X of web brace is used. Connect L TI r member length. it diagonal brace for 335k ' •L• I at each end. Max web Brace I r.. Gable Vertical Plate Sizes total length is 14'. ��� kE 41' a Vertical Length No Splice 2x4 DF-L k2 or 1" s Less than 4' 0' 1X4 or 2X3 better diagonal 'r tl �. Greater than 4' 0', but 2X4 Vertical length shown brace) single less than 11' 6' In table above. or double cut 18' ' Greater than 11' 6' 3X4 '�'m, 45' (as shown) at n�_ + Refer to common truss design for upper end. U 4 1? 4311 0 0 ii peak, splice, and heel plates. Connect diagona at �V / / / continuous Bearing / / / / / / Refer to the Building Designer for conditions midpoint of vertical web. t� Refer to chart above for m. 00W�r11cs al length. not addressed by this detail. ssVAR"INIia READ AND FRLDV ALL lUTES CPI THIS BRAVING S'i REF ASCE7-10—GAB12015 usarnsTNhTa FURNISH THIS(RAVING TO ALL CORRACTIRS DELUDING THE INSTALLERS. ,b 0 N e O Trusses require extreme care in fabricating,handing,shipping,installing and bracing. Refer to and 4th follow the latest edition of SCSI(Building Component Safety Information,by TPI and SBCA)for safety . �' 19575 9 DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise,top chord shall have properly attached structrathing and bottom chord �' DRWG A12015ENC101014 v shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs A IL O A 1 shall have bracing installed per BCSI sections B3,B7 or B10,as applicable. Apply plates to each face ��slllir,! / I \vl of truss and position as shown above and on the Joint Details,unless noted otherwise. Refer to drawings 16011-Z for standard plate positions. I Alpine,a division of ITV BuRdrg Components Group Inc shall not be responsible for any deviation from OREGON AN 11-W COMPANY this drawing,any failure to build the truss in conformance with ANSI/TPI 1,or for handing,shipping, '9 +rm,2o,tgg° ` MAX, TOT. LD, 60 PSF installation 6 bra A seal on this drawing or cover page listing this drawing.indicates acceptance of professional t shown The sultobAtty use droning O`O W. `i 13389 Lakefront Drive far�tvvt b the Nyrespor�Rlty of pine Bin Desig per NCl/T I t Secy Earth City, For more Infornnib n see this Job's general notesthese s page and web site4 MO 63045 ALPINE,www.aipineltw.rom)TPD www.tpinst.org)SBC*www.sbcind,stry.org)ICC.www,ccsafe.arg Renews 6/30/2021 MAX, SPACING 24.0' 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 4 2x4 Brace <1) 1x4 'L' Brace it <1) 2x4 'L' Brace ■ <2) 2x4 'L' Brace ilii (1) 2x6 'L' Brace IN (2) 2x6 'L' Brace *1 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 S #1 / #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' S' 14' 0' 14' 0' 14' D' 14' 0' Spruce-Pine-Fir Hem-Fir }) r #1 / #2 Standard #2 Stud U SPF #3 4' 4' 7' 2' 7' 8' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' *3 Stud #3 Standard • O l__J F Stud 4' 4' 7' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' I�I I Standard 4' 4' 6' 2' 6' 7' 8' 2' 8' 9' 10' 10' 11' 4' 12' 10' 13' 9' 14' 0' 14' 0' Douglas Fir-Larch Southern PIMA** Cu #1 4' 10' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' #3 #3 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 anStdd Standard Standard 7r #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 SPF #1 / #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' Hem-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 & Btr L U I I F Stud 5' 0' 8' 9' 9' 2' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' *1 Cu o fl Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern Plnewss #1 5' 6' 9' 1' 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' #1 #1 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 #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 SRB (Stress-Rated Board). DFL Stud 5' 0' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' CD --D-1 vlsisFor 1x4 So. Pine 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 #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 HF 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. O 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 TC Dead Load). d S P #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. ri 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 irr^ Attach 'L' braces with l0d (0.128'x3.0' min) nails. ' About jt_ ii able Truss ii ii I O ail For (1) 'L' brace, space nails at 2' os. / 1 �;` in 18' end zones and 4p e betweenatzones. Diagonal brace option. 31E 11EFor (2) 'L' braces space nails at 3' o.c vertical length may be • j T i In 18' end zones and 6' o,c. between zones. doubled when diagonal 18' 'L' bracing must be a minimum of 80% of web brace is used. Connect L 4'�1.2 member length. diagonal brace for 385# ' 'L' at each end, Max web Brace ...4'. Gable Vertical Plate Sizes total length is 14', �� 31E31E a Vertical Length No Splice 2x4 DF-L #2 or Less than 4' 0' 1X4 or 2X3 better diagonal r Greater than 4' 0', but 2X4 Vertical length shown bracer single 18' ; less than 11' 6' or double cut Greater than 11' 6' 3X4 In table above. ' , + Refer to common truss design for jai45' (as shown) at nL_n nIii / upper end. L LI LI [ g 0 i 11 $ • ` peak, splice, and heel plates. II t �/ / / / /ontinuous Bearing / / / / Refer to the Building Designer for conditions Connect diagona at not addressed by this detail. midpoint of vertical web. ' Refer to chart above for m. gQbE fir¢• al length, w,n�lrANre FI THIS DRAWING TlANINGIrm READ AND O ALL AALLLOW"'lNOTES ix CONTRACTORS INCLUDING THE INSTALLERS. `r�THIS DRAVIN31 �e, Gt) 4E- ..`rs'i0 REF ASCE7-10-GAB12030 follow Trusses ee latest edtion ofcare SCSIi(Building Component SSaafetyyIIn Information,by WI and and BCA)Refer for safety � '�19575 � y DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary ursheathing arid bottom chordDRWG A12030ENC101014 A 1 1 0 N Eea shall have a acing rly attachedpr rigidSCSI seiling.ctio Locations,37 shown for permanentl latApplyal restraint of webs shall have installed wsections B3, or 310,as unless Apply plates to each face / �%� �- of truss and position as shown above and on the Joint Details,unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine,a division of ITV Building Components Group Inc.shall not be responsible for any deviation from 0 OREGON AN 111N COMPANY this drawing,any Fabracinilure o`ef ttobb4lds the truss in conformance with ANSI/TPI 1,or for handling,shipping, 9 ‘110.20,11'e G MAX, TOT. LD, 60 PSF installaA seal co this drawing or cover page listing this droving, dcates acceptance of professional "OLD NV engineering responsibility solely for the shown The suitability and use of this drawing W 13389 Lakefront Drive for any strvc/vo responsibility the responsibility of the Budding Designer per ANSI/TPI I Sec2. Earth City,M063045 For more Information see this Job's general notes page and these web sites. Renews6/30/2021 MAX, SPACING 24.0' ALPINE'www.alpiteitw.coni TPI'www.tpinst.argi SBCAi www.sbcindustryargi ICG wwwjccsafe.org ASCE 7-10: 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, 30f t. Mean Hgt, ASCE 7-10, Enclosed, Exp D, or 100 mph, 30f t. 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. X 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 I 2X4 Blocking nailed to 45° sheathing and ki each truss a _�I H N:_ I_I_I_I_I ®_li . t_—t_—t_—t_—..t_—.1►ate 2X4 DF-L #2 H/2 or better 111 diagonal brace. Attach each end X 6111 for 560#, I 1.1111111. . 11111 1 ■ ■,Ail` 4 5 y ►�■�■�■.■■.U•■�■�om ■ ■ ■ i� ontinuous Bearing , , — 2x6 #2 Stiffback attached to each Stud w/ (4) 10d box or gun (0.123' X 3', min.) nails, e��p pROF¢s IFILM/ ON wwVARGIse READ AND FALL NOTES THIS BRAV1NGI '� Si/ REF GE WHALER en DcFURNISH FISH THIS BRAVING 10 ALL CONTRACTORS INCLUDING TIE INSTALLERS. .C) ‘101144. O Trusses require extreme care In fabricating,handling,shipping,Installing and bracing. Refer to and ,...4. 'P Zy DATE 10/01/14 follow the latest edition of BCSI(Building Component Safety Information,by WI and SBCA) for safety 19575 practices prior to performing these functions. Installers shall provide temporary bracing per BCSL r Unless noted otherals,, top chard shall have properly attached strucpral sheathing and, bottom chow �' DRWG GABRST101014 r shall have a properly attached rigid ceang. Locations shorn for permanent lateral restraint of rebs � � ot have cling installed per BCSI and on th, Joint or Det as apiptic unless Apody;Kates to ead,face l �!"'i A of truss and drawings 1 0-Z shown above the lonaDetails,unless noted otherwise. Refer to drewrgs 160A-z for standard plate po=rtion.. OREGON Alpine,a division of ITV Building Components Group Inc. hall not be responsible for any deviation from R AN WOOMPANY c This drawing, any fail ce to bold the truss in conformance with ANSI/TPI 1,or for handing,shipping,sses. '9 "im 20 agde MAX. TOT, LD, 60 PSF A sent on this drawing ortrcover page listing this drawing,Indicates acceptance of professional "-ON�i careering resposhBlty solely for the dem sho.n. The suitability and use of this drawing "-OLD W. 13389 Lakefront Dnve fa' struCbw'e k re.porn68tty of 8u13,p Designer per ANSI/TPI 1 Sect' Earth City,MO 63045 For more information see this job's general notes page and these web sites ALPINE.wwwalpneltw.con,TPI,wew.tpnstorg,SBCA,ww.sbcndustry.org,ICC,rwsJccsafe.org Renewe8/30/2021 MAX, SPACING Gable Detail For Let-in Verticals Gable Truss Plate Sizes 3 About`, 40 Refer to appropriate Alpine gable detail for II minimum plate sizes for vertical studs. IC I' +°Refer to Engineered truss design for peak, splice, web, and heel plates. ®If gable vertical plates overlap, use a single plate that covers the total area of the overlapped plates to span the web. Vertical O 2X4 p Exam le Len tin P g / 114) © 111111,11: 111111: IP 2X8 / 2X4 'T' Reinforcement Attachment Detail 'T' Reinforcin 'T' Reinfor In9c9 MemberMember Toe-nail - Dr - XEnd-nail w / \x< COQ To convert from 'L' to 'T' reinforcing members, Provide connections for uplift specified on the engineered Iss 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 10d 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, RI•_Id Sheathin. Toenalled Nails, specie, and grade of the 'L' reinforcing member, 10d Common (0.148'x3',min) Toenails at 4' o.c, plus 'T' �1 4 Nall �1 l (4) toenails in the top and bottom chords. Web Length Increase w/ T Brace 'T' Relnf, 'T' •T• I This detail to be used with the appropriate Alpine gable detor ASCE Mbr, Size Increase Relnforcing wind load. Member 2x4 30 ASCE 7-05 Gable Detail Drawings Exam let 2x6 20 P A13015051014, A12015051014, A11015051014, A10015051014, A1051014, ASCE 7-10 Wind Speed = 120 mph Gable Nails A13030051014, A12030051014, A11030051014, A10030051014, A0051014 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 a• o.c. A11515ENC100118, A12015ENC100118, A14015ENC100118, 0o118, 'T' Reinforcing Member Size = 2x4 A18015ENC100118, A20015ENC100118, A20015END100118, A2001100118, 'T' Brace Increase (From Above) = 30% = 1.30 A1153OENC100118, A1203OENC100118, A1403OENC100118, A1603100118, (1) 2x4 'L' Brace Length = 8' 7' A1803OENC100118, A2003OENC100118, A2003OEND100118, A200D100118, Maximum 'T' Reinforced Gable Vertical Length SIISI5ENC100118, 512015ENC100118, 514015ENC100118, 51601500118, 1.30 x 8' 7' = 11' 2' S18015ENC100118, S20015ENC100118, S20015END100118, S2001100118, 51153OENC100118, 51203OENC100118, 514030ENC100118, 51603100118, �i 4 Nall i Pl S18030ENC100118, S20030ENC100118, S20030END100118, S200100118 Ceiling See appropriate Alpine gable detail for maximum unreinforcedle vertical length. .•vmemimia READ Aug RECON ALL Mmes ON THIS DRAVIN� '�� RflFcs sstDPCRTANTS FURNISH THIS DRAWING TO ALL cwTRACTun INCLUDING TIE INSTALLERS. `6' NE `S�pREF LET-IN VERTTrusses requhe extreme care in fabricating,handing,shipping,installing and bracing. Refer to and �? ,_(g. �41 7. follow the latest edition of DCSI(Building Component Safety Information,by TPI mM SDCA)for safety k/ 575 9 DATE 01/02/2018 41.11 practices prior to perfor ing these functions. Installers shall provide temporay bradnp per DCSLrunless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord DRWG GBLLETIN0118 lliiiMIIII'MMIMMIMI q. shall have¢properly attadxd rigid telling. Locations shown for permanent lateral restraint of webs�sA �1�f� ' of t usse ndnding.:607-11111 on asedown aboI nt3, ntDetilsunless o dpot plates to each faceyrm I ALPO I 'LJ�J I\VI Re truss and position as shown above and on the Joint Details,unless noted otlxrMse. L� Refer to drawbhps 160A-Z for st¢ndad plate posltbns. Alpine,a division of ITV Bulldog Components Group Ina shall not be responsible for any deviation from OREGON installation AN RWOOMPANY this o&bracing of trussesd the truss In confornnnce with ANSI/TPI 1,or for handing,shlpplrp, 9,0"am 20 1904 .' MAX, TOT, LD, 60 PSF A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional 1eite20verportDrive for engineering responsibithe lity resp itythe lesion eh Desuitability /WI I Sere thls drawing OLD W.N DUR. FAC. ANY Suite 200 for any structure b of the Maryland Heights,MO 63043 For more information see this Job's general notes page and these web sites. Renews 813 812 0 2 1 MAX, SPACING 24,0' ALPINE.wwwalpineitw.comi TPI.s.e.tpi .or stgi SOCA.wws.sbcFMustryargi ICC.wwwiccsafe.ag FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT II Transmittal Letter T[G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard- r.gov TO: DATE REVED: DEPT: BUILDING DIVISION c'Cr IV :. DEC 0 2019 FROM: N� C4-1-' ___ f: IGiAPD BUILDING DIMOt COMPANY: -.R-.� .. 1-,-)N CPI I I 2,&u- '5s5 - By:/ks-- RE: 7. 2-0 SJ -\1,,,,A.%-t-7\ 0 y'' k Z-\`i — c 3 (Site Address) (Permit Number) (Project name or subdivision nal&and lot n ber) ATTACHED ARE THE FOLL o�.IN�I S: Copies: Description: Copies: Description: Additional set(s) of plans.` Revisions: _--X S Cross section(s) and detail Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): REMARKS: CAA, I FOR FF CE USE ONLY Routed to Pecician: Date: p `� Initials: Fees Due: Yes 0 No Fee Descriptio : Amount Due: 1,2 61/4.,e1 cz_v 6 w $ ( 1 °o Special Instructions: Reprint Permit(per PE): ❑ Yes 'No ❑ Done Applicant Notified: Date: Initials: I:\Building\Forms\TransmittalLetter-Revisions_061316.doc