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7/9( SW fkgasdril4 MSr2ot8- 355 RECEIVED JAN 4 2019 CITY OF TIGARD BUILDING DIVISIO B = B1 = O _.w < B2 r _ z -1B1 O x m am r �- n m 0m m _ __ Cr)m ao mm o-< l ' ctm C 7 B- M 3 ox - —Im m umi x or o - cow - V m ------e." m—I Z .— mo d m I�— - oc) o x o ,- m 1 1 1 1 r 1 1 1 1 1 1 1 1 I 1 1_ 1 1 1 1 1 1 HGE Customer: PARR FOREST GROVE LST ZS . t \ • 2012 -003SS _ 3D I- o Desc. : Ryr side 2353 Ely A Rysed o 0 1-- CO ADDRESS: VERIFY m m o z Designed by: BILLY BREESE 2353 w ,-- z w o , 1 P 1 t 1 1 I I I GGE w '---a F5GE A — - - NO VLT HERE 1---L- 1 ' I— — a) > cr — o w > >— ow cr um - in w I-CO (I) 1 • U)N W W w CC FGE o-0 m i OD Li_•->- Nwr CC J CC LTJ ,. N CC >W1-• 0 -0NO VLT HERE o_ct>0° w - (1) O(AJD £ U)W B1 O 0)C'-a �DoN N O C _ U - _ T CN �, �i /"9111 DGE o I I I i A �1 11 " ° RAI - N { R ii 0 JOB NO: VERIFY IF HEEL STND AT GARAGE .. m m co: 1118095 IS REQUIRED TO BE RRISED ! PRGE NO: 1 OF 1 � 00 PRO�c .ss Op 14G%I4 �O $/ 83294PE 41 y Alpine,an ITW Company 8801 Folsom Blvd.,Suite 107 Sacramento,CA 95826 ALPINE' Phone:(800)877-3678(916)387-0116 OREGON Fax:(916)387-1110 AN J,V COMP,NV 4 `LLY 14,28 t0 sacseals@itwbcg.com Sell Tar' 01/31/2019 Renewal 6/30/2020 Site Information: Page 1: Customer: Truss Components of Oregon, Inc. Job Number: 1118095 Job Description: Rvr side 2353 Ely A Rvsed roof Address: VERIFY,VERIFY,OR _Job Engineering Criteria: Design Code: IRC 2012 View Version: IRC 2012 JRef#: 1W1771750012 Wind Standard: ASCE 7-10 Roof Load(pdf): 25.00-10.00-0.00-7.00 Wind Speed(mph): 120 Floor Load(psf): None __ _ _ This package contains general notes pages, 18 truss drawing(s)and 5 detail(s). Item Seal# Truss Item Seal# Truss 1 031.19.1000.28737 A 2 031.19.1001.08410 Al 3 031.19.1001.24313 B 4 031.19.1001.29563 81 5 031.19.1001.34990 B2 6 _031.19.1005.49820 CG 7 031.19.1005.59713 C 8 031.19.1006.46087 DGE 9 031.19.1011.36800 EGE 10 031.19.1012.21423 E 11 031.19.1016.31770 FGE 12 031.19.1019.56167 F 13 031.19.1024.56793 FSGE 14 031.19.1027.00297 GGE 15 031.19.1027.11197 G 16 031.19.1027.32860 HGE 17 031.19.1030.29253 H 18 031.19.1005.29387 R1 Printed 1/31/2019 1:09:32 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. LI#= 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 le Street, NW, Suite 800, Washington, DC 20036; www.afandpa.orq. 2. ICC: International Code Council; www.iccsafe.orq. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043;www.alpineitw.com. 4. TPI: Truss Plate Institute, 218 North Lee Street, Suite 312, Alexandria, VA 22314;www.tpinst.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison,WI 53719;www.sbcindustrv.co Page 2 of 2 SEQN:229376 T16 CAJA Ply: 1 Job Number: 1118095 Cust:R7175 JRef:1W1771750012 FROM:BB Qty: 3 Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1000.28737 Truss Label: A JAK / RTT 01/31/2019 12 C 6 1 . I T N Ln B - HI A T r D --- 3X5(B1) 1'11"4 1' I { 1'11"4 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 Pt 21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA B 190 /- /- /98 /- /23 BCDL: 7.00 Risk Category:11 Snow Duration:1.15 HORZ(LL):-0.000 C - - C 39 /- /- /13 /6 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):-0.001 C - - D 28 /- /- /16 /- /- Mean Height 15.00 ft Wind reactions based on MWFRS NCBCLL:10.00 Code I Misc Criteria Creep Factor.1.5 TCDL:6.0 psf B Br Width=5.5 Min Re Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.082 9 q= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.022 C Brg Width=1.5 Min Req=- D Brg Width=1.5 Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. �,17' p PROpSSS O� ,GIN vO [(/ 83294PE 9 f OREGON 13(i SLY 14,200°j ,Qr &sell Tar` Renewal 8/30/2020 01/31/2019 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling shipping,installingand bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)f'Mr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. 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 BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,apy failure to build the w, 00,AP,,N, truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracim,, ng of trussesA seal on this drawing or cover page• listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- Sacramento,CA 95826 For more information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.lpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq SEQN:229378 T15 CAJA Ply: 1 Job Number: 1118095 Cust:R7175 JRef: 1W1771750012 FROM:BB Qty: 3 Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1001.08410 Truss Label: Al JAK / RTT 01/31/2019 C 1 16 12 N Ln C) (V N B mwpm A r D 3X5(B1) 1'11"4 F 1' 110"15 111"4 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF)I Defl/CSI Criteria A Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.001 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.001 D 999 240 B 240 /- /- /113 /- /40 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.002 D - - D 34 /- /- /21 /- /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL:0.003 D - - C 115 /- /- /42 /12 /- ( ) Mean Height:15.00 ft Wind reactions based on MWFRS NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:1.5 TCDL:6.0 psf B Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.196 D Brg Width=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.072 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.000 C Brg Width=1.5 Min Req=- P 9 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. 4' Op PROFFSS .5 aG1Ne . �O !yam 83294PE R 9 Cr .!� OREGON r` SLY 14,204 SSell Tar•c Renewal 6/30/2020 01/31/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building COR 97113 Component Safety Information,by TPI an SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (5903)3)3357US 57-2118 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 bracingp installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the JointDetails, 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 u,nwmMrury 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 prolesstonaf engineering responsibility solely for the design shown. The suitability 8801 Suite 10" and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 18 Folsomento,Blvd.,C95Sui 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 SEQN:229380 T18 CAJA Ply: 1 Job Number: 1118095 Cust:R7175 JRef: 1W1771750012 FROM:BB Qty: 3 Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1001.24313 Truss Label: B JAK / RTT 01/31/2019 1'10"3 1'10"3 12 6V� CV � B A D 3X5(81) 5' 1' 5' 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:21.2 Ce:1.1 VERT(LL): 0.001 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.003 D 999 240 B 207 /- /- /- /10 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 D - - C 52 /- I- /- /1 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:15.00 ft HORZ(TL):-0.003 D - - D 74 /- /- /11 /- /- NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS TCDL:6.0 psf B BrgWidth=5.5 Min Req1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.110 = Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.173 C Brg Width=1.5 Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.000 D Brg Width=1.5 Min Req=- Loc.from endwall:Any FT/RT:2(0)/4(0) Bearing B is a rigid surface. GCpi:0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Special Loads -----(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 72 plf at -1.00 to 72 plf at 1.85 BC:From 4 plf at -1.00 to 4 plf at 0.00 BC:From 7 plf at 0.00 to 7 plf at 5.00 BC: 28 lb Conc.Load at 2.00 BC: 34 lb Conc.Load at 4.00 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads and reactions based on MWFRS. ixeCs PRO E. 0�5 -tGINFc %O 83294PE 9 OREGON 0, V0,14,2o 0r °$ell Tar i Renewal 6/30/2020 01/31/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 4ee Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CO3(357 21 OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face oftruss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine,a division of ITW BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ITW a,,,PI.,, truss in conformance with ANSI/IP! 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of prolesslonalq engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- For more information see this lob's general notes page and these web sites:ALPINE: www.alpineitw.com;TPI:www.tpinst.orq;SBCA: www.sbcinduslry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEQN:229382 T12 CAJA Ply: 1 Job Number: 1118095 Cust:R7175 JRef:1W1771750012 FROM:BB Qty: 3 Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1001.29563 Truss Label: B1 JAK / RTT 01/31/2019 3'10"3 3'10"3 C 12 �( T 1 N N (Nin B 6"J_ _L A :( rD 3X5(61) I---1' 1- 1 5, Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria A Maximum Reactions(lbs) TOLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.001 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BOLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.005 D 999 240 B 270 /- /- /142 /- /40 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.002 D - - C 120 /- /- /47 /12 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL:0.005 D - - D 77 /- /- /41 /- /- ( ) Mean Height:15.00 ft Wind reactions based on MWFRS NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:1.5 TCDL:6.0 psf B Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.214 C Brg Width=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.186 D Brg Width=1.5 Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. ���Eo PROpSSS �y �C,1 N fF �O 4// 83294PE 9 C .!� OREGON JSLY 14,Zeds 0 `eaell Tan's Renewal 6/30/2020 01/31/2019 "°WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT*` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUSOR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (soa)ss7-z1to Ext bracing per BCSI.Unless noted o'herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. (2efer 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 ,,,MNCO,,,,AN, truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of professional engineering responsibility solely for the design shown. The suitability 8801 Folsom Blvd.,Suite 10 and use of this dawing for any structure is the responsibility of the Building Designer per ANSITTPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEQN:229384 T17 EJAC Ply: 1 Job Number: 1118095 Cust:R7175 JRef: 1W1771750012 FROM:BB Qty: 5 Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1001.34990 Truss Label: B2 JAK / RTT 01/31/2019 1111.5X4 CD —i- 12 12 6 ih rh 1 #0000000000011111111111111111111111 I _L ' F E i 1111.5X4 3X5(61) 5 1 H1' - 5 -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:21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA B 304 /- /- /154 /- /49 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.005 F - - E 204 I- /- /106 /8 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.009 F - - Wind reactions based on MWFRS Mean Height:15.00 ft B Br Width=5.5 Min NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 9 Req= 1.5 TCDL:6.0 psf E Br Width=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.341 9 Req= Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.180 Bearing B is a rigid surface. RepFac:Yes Max Web CSI:0.277 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) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. op PROFS 0�5 _AGINFF O 83294PE 9 .!� OREGON ~(� '14-Y 14,2046 •� d'-ell Tar' Renewal 6/30/2020 01/31/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2116 Ext bracing per BCSI.Unless noted oherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the 11N4 COWAN, 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 Droressionaf engineering responsibility solely for the design shown. The suit bility and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEQN:229386 T13 MONO Ply: 1 Job Number: 1118095 Cust:R7175 JRef: 1W1771750012 FROM:BB Qty: 1 Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1005.49820 Truss Label: CG JAK / RTT 01/31/2019 III 1.5X4 12 CD 6 1 l FE 1111.5X4 3X5(B1) - 2' F 1' I- 2' -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:21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA B 191 /- /- /98 /- /24 BCDL: 7.00 Risk Category:11 Snow Duration:1.15 HORZ(LL):-0.000 D - - E 58 /- /- /32 /3 /- EXP:B Kzt:NA HORZ TL:-0.001 D - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Hei ht:15.00 ft ( ) 9 Code/Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req= 1.5 NCBCLL:10.00 TCDL:6.0 psf E Brg Width=- Min Req=- Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.082 Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.021 RepFac:Yes Max Web CSI:0.029 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) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. •Se ikR Ep POFESS co -GINF„ �O ‘4783294PE 9 OREGON 13 `SLYtP C 14,10 *Oen Tan-s Renewal 6/30/2020 01/31/2019 ''*WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box468 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 87113 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 ins/plied per BCSI sections B3,B7 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 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 professions engineering responsibility solely for the design shown. The suability and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' For more information see this absl ' general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEQN:229388 T20 MONO Ply: 1 Job Number: 1118095 Cust:R7175 JRef: 1W1771750012 FROM:BB Qty: 7 Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1005.59713 Truss Label: C JAK / RTT 01/31/2019 III 1.5X4 12 CD 6 -Aiso BAidII CO CID55)t A - ►i FE ! 1111.5X4 3X5(8 1) 2' 2' I-- 1'- 12r H Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA B 191 /- /- /98 /- /24 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.000 D - - E 58 /- /- /32 /3 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):-0.001 D - - Wind reactions based on MWFRS Mean Height:15.00 ft B Br Width=5.5 Min Req NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 9 = 1.5 TCDL:6.0 psf E Br Width=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.082 9 Req= Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.021 Bearing B is a rigid surface. RepFac:Yes Max Web CSI:0.029 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) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. 4„ED PROFS �, 1C,1NFtc /O l,t� 83294PE 7 .,I) OREGON 4 'LY 14,204 I G°sell Tan's Renewal 6/30/2020 01/31/2019 "WARNING” READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. *"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,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 oherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. 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 fIW 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 proressionar engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI I Sec.2. 8801 Folsom Blvd.,Suite 10- For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI: www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 SEQN:229390 T2 GABL Ply: 1 Job Number: 1118095 Gust:R7175 JRef: 1WI771750012 FROM:BB Qty: 1 Rvr side 2353 Elv A Rvsed roof DrwNo: 031.19.1006.46087 Truss Label: DGE JAK / RTT 01/31/2019 5'9" 11'6" 5'9" 5'9" I--1'9"—{f 1'4"H 4X5 T (TYP)6 T 12 I\ r ih A -A 0 0 1} p U lla K 3X5(81) 3X5(B1) 11'6" -{ H 1, 11'6" I -1'H 11'6" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria A Maximum Reactions(lbs),or*=PLF TOLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.001 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.001 E 999 240 J* 117 1- /- /43 /19 /6 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 R - - Wind reactions based on MWFRS EXP:B Kzt:NA HORZ TL:-0.001 R - - J Br Width=138 Min Des Ld: 42.00 ( ) 9 Req= Mean Height:19.69 ft Code!Misc Criteria CreepFactor:1.5 Bearing B is a rigid surface. NCBCLL:10.00 TCDL:6.0 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.110 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.017 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.040 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep X 3.5" periodically along top edge.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches.Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. ���0 PRop Wind '� Wind loads based on MWFRS with additional C&C (�� 1aG11VF�� � � iL member design. 4,1 133294PE Additional Notes Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 OREGON studs of the same grade. a: (j See DWGS 512030ENC100815&GBLLETIN1014 for � LLY 14,20 0 gable wind bracing requirements. sell Tar'` Renewal 6/30/2020 01/31/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI an 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 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 COMPANY truss in conformance with ANSI/TPI 1,or for handing,shipping,installation and braciwn ng of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro7esslonaf engineering responsibility solely for the design shown. The suit-ability 8801 Blvd.,Suite 10" and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Sac1a Folsomento,BlC95Sui For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI: www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq SEQN:229398 T4 GABL Ply: 1 Job Number: 1118095 Cust:R7175 JRef:1WI771750012 FROM:BB Qty: 1 Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1011.36800 Truss Label: EGE JAK / RTT 01/31/2019 F 12'6" 8"9 191" I 25' I 12'6" 9 6'6"7 5'9" I"-1'10" -4�{ (TIP) =4X5 K 12 ep � 7 tn to 2 n. T3 W1 B i 0 S A 00- I 3 o oi f B 0 a R =3X5(B1 u W S =-3X5(61) — 3X5r-) 1 25' 1 I 1' I 19'3" I 69" 19'3" 25' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Def/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 Udefl U# Gravity Non-Gravity TCDL: 10.00 Speed:120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.041 N 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.118 N 999 240 B* 166 /- /- /60 /7 /9 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.021 N - - Q 650 /- /- /274 /45 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.061 N - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height 21.37 ft Code I Misc Criteria Creep Factor.1.5 B Brg Width=167 Min Req=- TCDL:6.0 psf Q BrgWidth=5.5 Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.683 Req= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.282 Bearings B&Q are a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.303 Members not listed have forces less than 375# FT/Rac:Varies Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any Chords Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 P-Q 187 -744 Lumber T3:Brace interior top chord and support lower Top chord 2x4 HF#2:T3 2x6 HF#2: roof with a sistered truss at the edge of lower roof. Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Anchor the perimeter of exposed vertical surfaces. Chords Tens.Comp. Chords Tens. Comp. Webs 2x3 HF#2:W1 2x4 HF Std/Stud: All diaphragms,braces,and connections shall be T-S 570 -49 S-Q 570 -49 designed by the engineer of record. Plating Notes Additional Notes Maximum Web Forces Per Ply(lbs) All plates are 1.5X4 except as noted. Provide lateral wind bracing 1 plate(s)require special positioning.Refer to per Alpine wind bracing Webs Tens.Comp. ( ) P ( ) q Pe details or per engineer of record.2X3 studs require scaled plate plot details for special positioning reinforcement at 70%of the length tabulated for 2X4 T-P 284-1079 requirements. studs of the same grade. Loading See DWGS A12030ENC101014,GBLLETIN1014,& GABRST101014 for gable wind bracing Truss designed to support 1-0-0 top chord outlookers requirements. 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"wide periodically along top edge,only in the area above the let-in studs.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches. Do not notch at plates,or in overhang or heel(first)panels or first panel left of P. Pp ���ED ROS. Bottom chord checked for 10.00 psf non-concurrent ) G i N F /o bottom chord live load applied per IRC-12 section N- 301.5. .!(/� k" 83294PE 9 Wind Wind loads based on MWFRS with additional C&C member design. OREGON 13 `ZLY 14,qe(1° s e �ssell Tar' Renewal 6/30/2020 01/31/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "*IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI aria 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 bracingg installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the 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 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-fessionaT 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 Sgec.2. 8801 Folsom Blvd.,Suite 10- For more information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 SEQN:229394 T3 COMN Ply: 1 Job Number: 1118095 Cust:R7175 JRef: 1W1771750012 FROM:BB Qty: 4 Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1012.21423 Truss Label: E JAK / RTT 01/31/2019 6'6"4 12'6" 18'5"12 25' 6'6"4 5'11"12 5'11"12 I_ 6'6"4 =4X5 D Ta� T 6 12 \ 1.5X4 01.5e m C n co 0 B F i. A os n l as 12 G 'al J 1 H .` j_ 4X5(B1) =3X5 =3X5 m3X5 =4X5(81) 1 25' i 1' 8'6"3 _I 7'11"11 I 86"3 1 8'6"3 16'513 25' 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 Pt 21.2 Ce:1.1 VERT(LL): 0.096 J 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.199 J 999 240 B 1156 /- /- /527 /60 /110 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.041 H - - F 1156 /- /- /527 /60 /- EXP:B Kzt:NA HORZ TL:0.086 H - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Hei ht:21.37 ft ( ) 9 NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req= 1.9 TCDL:6.0 psf F Brg Width=5.5 Min Req= 1.9 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.568 Bearings B&F are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.609 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.158 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:16.01.000.0327.15 B-C 403-1802 D-E 428 -1568 C-D 428-1568 E-F 403 -1802 Lumber Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud:W2,W3 2x4 HF#2: Chords Tens.Comp. Chords Tens. Comp. B-J 1516 -258 I-H 1042 -113 Loading J-I 1042 -113 H-F 1516 -266 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Maximum Web Forces Per Ply(lbs) Webs Tens.Comp. Webs Tens. Comp. Wind C-J 166 -429 D-H 551 -128 Wind loads based on MWFRS with additional C&C J-D 552 -128 H-E 166 -429 member design. ��� D R EPOpSS S O%CP aG'N F� %O 4, 83294PE R y � .rl OREGON r4. SLY 14,20e • *sell Tan's Renewal 6/3012020 01/31/2019 "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNE7-21IUS 8O 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2718 Ext bracing per BCSI.Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. 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 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 oprooessional 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.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq Sacramento,CA 95826 " SEAN:229396 T6 GABL Ply: 1 Job Number: 1118095 Cust:R7175 JRef: 1W1771750012 FROM:BB Qty: 1 Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1016.31770 Truss Label: FGE JAK / RTT 01/31/2019 4'5"4 I 15' 17'6" I 23'5'12 30' 4'5"4 10'6"12 2'6 5'11"12 6'6"4 18" 11'4" (TYF) =4M5 a 5X10 -r- •0000 ,0•••••••••••040000000010110w2 12 I� 6 V AD Pus Boi oefr \ OD o E/*r�,, yy2 a:%'4,/, (S) - Q A /////P1 U n I S..= =\R), \R 1 3X5(B1) _V Al =3X5 =3X5 =3X5 =5X5(B1) -5712 j 24'5"4 A 1' 13'6"3I 7'11"11 I 8'6"3 1' 13'6"3 21'5"13 30' 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/deft L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.112 S 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.283 S 999 240 B* 383 /- /- /110 /32 /29 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.056 S - - Al 377 /- /- /207 /- /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.141 S - - Q 1557 /- /- /592 /74 /- Mean Height:22.00 ft Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor.1.5 TCDL:6.0 psf B BrgWidth=60.0 Min Re Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.907 q' TPI Std: 2007 Max BC CSI: 0.917 Al Brg Width=5.5 Min Req= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2Q Brg Width=5.5 Min Req=2.6 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.255 Bearings B,Al,&Q are 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): Maximum Top Chord Forces Per Ply(lbs) Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Chords Tens.Comp. Chords Tens. Comp. Lumber T2:Brace interior top chord and support lower B-E 3 -414 O-P 471 -2254 Top chord 2x4 HF#2:T2 2x6 HF#2: roof with a sistered truss at the edge of lower roof. E-M 123 -438 P-Q 444 -2569 Bot chord 2x4 HF#2 Anchor the perimeter of exposed vertical surfaces. Webs 2x3 HF#2:W1,W4 2x4 HF Std/Stud: All diaphragms,braces,and connections shall be :W2,W3 2x4 HF#2: designed by the engineer of record. Maximum Bot Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. Plating Notes V-U 4461 -526 T-S 1573 -120 All plates are 1.5X4 except as noted. U-T 1573 -120 S-Q 2173 -275 Loading Truss designed to support 1-0-0 top chord outlookers Maximum Web Forces Per Ply(lbs) and cladding load not to exceed 5.00 PSF one face Webs Tens.Comp. Webs Tens. Comp. and 24.0"span opposite face.Top chord must not be V-AD 517-2302 U-O 769 -140 cut or notched,unless specified otherwise. AD-U 184 -692 O-S 606 -139 Bottom chord checked for 10.00 psf non-concurrent AD-0 449-2041 S-P 176 -571 bottom chord live load applied per IRC-12 section 301.5. Maximum Gable Forces Per Ply(lbs) Wind �4 O PROA- . Gables Tens.Comp. Wind loads based on MWFRS with additional C&C •' tSE-V 134 -511 member design. 0" �ajGIN4. OZ Additional Notes ft/ 83294PE p AC �,„....-- Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 studs of the same grade. OREGON See DWGS A12030ENC101014,GBLLETIN1014,& GABRST101014 for gable wind bracing & /3 .1,SLY 14,20� �0 requirements. S8eig Tan (S)2x4 x 6'0"HF#2 or better field applied Renewal 6130/2020 scab required to allow notches 1.5"deep.Align 01/31/2019 scab 1.5"below top edge and attach to one face of truss with 10d nails(0 128"x3")at 6"o/c **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 C357OR OR 87113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (5003)3)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. (2efer to ALPINE' drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildin3Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN11WO,,,,,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 proessional engineering responsibility solely for the design shown. The suitability and use of this yawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- For more information see this lob's general notes page and these web sites: ALPINE: www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEQN:229400 T5 COMN Ply: 1 Job Number: 1118095 Gust:R7175 JRef:1W1771750012 FROM:BB Qty: 16 Rvr side 2353 Elv A Rvsed roof DrwNo: 031.19.1019.56167 Truss Label: F JAK / RTT 01/31/2019 T9"4I 15 222"12 _ 30' 79"4 72"12 77'12 7'9"4 5X5 D T „ 6 12 %1.5X4 o 1.5X4 be, C E in co B F -.111111111111111111111111141k Allill111111111&.." G �4X5(B1OR) =3X5 =3X5 =3X5 �4X5(B10R) 1 30' "1 1' I 10'2"3 _ 97'11 _ 102 3 _ 1' { 10'2"3 19'9"13 30' Loading Criteria(pst) 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:21.2 Ce:1.1 VERT(LL): 0.134 H 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.278 H 999 240 B 1372 /- /- /623 /79 /129 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.055 H - - F 1372 /- /- /623 /79 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.115 H - - Wind reactions based on MWFRS Mean Height:22.00 ft B Br Width=5.5 Min Req2.3 NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 9 = TCDL:6.0 psf F Br Width=5.5 Min Req2.3 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.859 9 = TPI Std:2007 MaxC CSIBearings B&F are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 ax : 0.826 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.246 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:16.01.00C.0327.15 B-C 475-2201 D-E 504 -1916 Lumber C-D 504-1916 E-F 476 -2201 Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Webs 2x4 HF Std/Stud:W2,W3 2x4 HF#2: Chords Tens.Comp. Chords Tens. Comp. Loading B-J 1859 -308 I-H 1265 -134 J-I 1265 -134 H-F 1859 -315 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Maximum Web Forces Per Ply(lbs) Webs Tens.Comp. Webs Tens. Comp. Wind C-J 195 -503 D-H 659 -150 Wind loads based on MWFRS with additional C&C J-D 659 -150 H-E 195 -503 member design. 4' ItEp PROFESS aco _G1NF� /O iii 83294PE 9 OREGON AV "Lir 14 2044 C 0 Sell Tar''c Renewal 8/30/2020 01/31/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon.Inc. **IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building CO3)357 US OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per SCSI.Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for Permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to 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 dra ,w n wing,any failure to build the 0/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 professionar engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10 Sacramento,CA 95826 For more information see this lob's general notes page and these web sites: ALPINE: www.alpineitw.com;TPI:www.tpinst.org;SBCA: www.sbcindustry.com;ICC:www.iccsafe.org • " SEQN:229403 T7 GABL Ply: 1 Job Number: 1118095 Gust:R7175 JRef:1W1771750012 FROM:BB Qty: 1 Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1024.56793 Truss Label: FSGE JAK / RTT 01/31/2019 I 15' I15 "8 23'3" _I 30 15' 8 7'6"8 6'9" 1....161+14.4 • ( TYP) =4M5 N gio (S)" 12 - 6 p tt 3y7 I.0 to T3 w1 B j AJ_ T I A I a a o L ai„ .s 4 9 U .3X5(B1)////////////Y/W V w3X5(81) =3X5 82X4(") 1 30' A 11'I 23'3" I 6'9" I 233" 30' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DefUCSI 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 LI# Gravity Non-Gravity TCDL: 10.00 Speed:120 mph Pt 21.2 Ce:1.1 VERT(LL): 0.057 P 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.171 P 959 240 B* 169 /- /- /59 /8 /9 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.029 P - - T 745 /- /- /314 /54 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.088 P - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:22.00 ft Code I Misc Criteria Creep Factor.1.5 B Brg Width=203 Min Req=- TCDL:6.0 psf T BrgWidth=5.5 Min Req1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.976 = TPI Std:2007 Max BC CSI: 0.341 Bearings B&T 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:0.480 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 S-T 215 -887 Lumber T3:Brace interior top chord and support lower Top chord 2x4 HF#2:T3 2x6 HF#2: roof with a sistered truss at the edge of lower roof. Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Anchor the perimeter of exposed vertical surfaces. Chords Tens.Comp. Chords Tens. Comp. Webs 2x3 HF#2:W1 2x4 HF Std/Stud: All diaphragms,braces,and connections shall be W_V 682 -57 V-T 681 -57 designed by the engineer of record. Plating Notes Additional Notes Maximum Web Forces Per Ply(lbs) All plates are 1.5X4 except as noted. Provide lateral wind bracing per Alpine wind bracing Webs Tens.Comp. Webs Tens. Comp. ("*)1 plate(s)require special positioning.Refer to details or per engineer of record.2X3 studs require scaled plate plot details for special positioning reinforcement at 70%of the length tabulated for 2X4 W-AJ 358-1402 AJ-S 254 -1050 requirements. studs of the same grade. Loading See DWGS A12030ENC101014,GBLLETIN1014,& Maximum Gable Forces Per Ply(lbs) Truss designed to support 1-0-0 topchord outlookers GABRST101014 for gable wind bracing Gables Tens.Comp. 9 pPrequirements. and cladding load not to exceeTop chord may be notched N-AJ 146 -492 1.5"deep x 3.5"wide periodically along top edge,only in the area above the let-in studs.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches. Do not notch at plates,or in overhang or heel(first)panels or first panel left of M and right of S. �c�so PROj . Bottom chord checked for 10.00 psf non-concurrent �( tr/ boto chord live load applied per IRC-12 section �Nr � 1G 9Ni E' . 09 .5. 8324PE Wind I Wind loads based on MWFRS with additional C&C member design. (S)2x4 x 4'0"HF#2 or better field applied OREGON scab required to allow notches 1.5"deep.Align 7` 'z/ty 14 ZpO� 0 scab 1.5"below top edge and attach to one S+ face of truss with 10d nails(0.128"x3")at 6"o/c. `se lit Tar Renewal 6/30/2020 01/31/2019 **WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary (503)357.2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,apy failure to build the MIN/CPAMN,. truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover pagge listing this drawing,indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" Sacramento,CA 95826 For mom information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI.www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org SEQN:229405 T9 GABL Ply: 1 Job Number: 1118095 Cost:R7175 JRef: 1W1771750012 FROM:BB Qty: 1 Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1027.00297 Truss Label: GGE JAK / RTT 01/31/2019 6'9" I 13'6" 6,9" 6'9" 1—_2,9" _I 1,4"—I =4X5 T (TYP) FT 12 6 coooa 1 1 o B J _1.._ I A 0 11E10 K 3X5(B1) =3X5(B1) I 13'6" H 11' I 13'6" -1-1'--I 13'6" 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/deft L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.001 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.002 E 999 240 B* 117 /- I- /43 /13 /6 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 C - - Wind reactions based on MWFRS EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):-0.001 C - - B Brg Width=162 Min Req=- Mean Height:19.94 ft Code I Misc Criteria CreepFactor:1.5 Bearing B is a rigid surface. NCBCLL:10.00 TCDL:6.0 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.112 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.037 Spacing:24.0" CSC Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.051 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep X 3.5" periodically along top edge.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches.Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. ���0Q PROF�sd' Wind �%5 �G I rg e . �oZ Wind loads based on MWFRS with additional C&C 0 83294PE 9 member design. Additional Notes Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require OREGON reinforcement at 70%of the length tabulated for 2X4 r studs of the same grade. G 'Ina'14 20I4 Al See DWGS Al2030ENC101014,GBLLETIN1014,& S$Q"Tan•t GABRST101014 for gable wind bracing requirements. Renewal 8/30/2020 01/31/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. *"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box 488 Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building COR 97113 Component Safety Information,by TPI and'SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (5003)3)3357 US 57-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracinginsalled per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. (2efer 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,apy failure to build the wnW 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-fessronai engineering responsibility solely for the design shown. The suitability and Folsom Blvd.,Suite 10" and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEQN:229407 18 COMN Ply: 1 Job Number: 1118095 Gust:R7175 JRef:1WI771750012 FROM:BB Qty: 1 Rvr side 2353 Elv A Rvsed roof DrwNo: 031.19.1027.11197 Truss Label: G JAK / RTT 01/31/2019 F- 69" _ 136 I 6'9" 6'9" i/4X5(R1) LC, _ 6I/ P 0 <M N V 1B °12 } A 0 i E 121 F 1 3X5(B1) III 1.5X4 ==-3X5(61) r 13'6" 1,- I 6,9„ -I- 69" I 1'—{ V9" 13'6" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl U# Gravity Non-Gravity TCDL: 10.00 Speed:120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.013 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.027 F 999 240 B 667 /- /- /305 /26 /66 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):0.008 F - - D 667 /- /- /305 /26 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.018 F - - Wind reactions based on MWFRS Mean Height:19.94 ft NCBCLL:10.00 TCDL:6.0 psf Code I Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.740 D Brg Width=5.5 Min Req= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.346 Bearings B&D are a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.117 Members not listed have forces less than 375# FT/RT:2(0)/4(0) Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 B-C 249 -784 C-D 249 -784 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 Std/Stud B-F 611 -104 F-D 611 -104 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. ��� Ep PROFS !(/ 83294PE 7 lc �'.. 1 1 .e� OREGON ~(� `L Ly 14,26 e &sett Tar' Renewal 6/30/2020 01/31/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI ana SBCA)tsafety 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, as applica e. Applplates to each face oftrussand position as shown above and on the JoinfDetails, 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 Ni 11W COUPON(truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- For mom information see this lob's general notes page and these web sites:ALPINE.www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq Sacramento,CA 95826 SEQN:229409 T11 GABL Ply: 1 Job Number: 1118095 Gust:R7175 JRef: 1W1771750012 FROM:BB Qty: 1 Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1027.32860 Truss Label: HGE JAK / RTT 01/31/2019 1'4" (TYP) E F 12 6 co Up N gidA, 1W1=�N im rHG 3X5(B1) A 4' -A 4' 1' H4, 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:21.2 Ce:1.1 VERT(LL): 0.015 I 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.031 I 999 240 B 303 I- /- /146 /103 /139 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.009 D - - G 187 I- /- /88 /95 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL:0.018 D - - Wind reactions based on MWFRS ( ) Mean Height:15.00 ft Code/Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req= 1.5 NCBCLL:10.00 TCDL:6.0 psf G Brg Width=- Min Req=- Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.162 Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.204 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.101 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2:W1 2x4 HF Std/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" periodically along top edge.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches.Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. � It )PROF. Wind ,5 _tGole. 13 Wind loads based on MWFRS with additional C&C ��G 83294PE R 9 member design. Right end vertical not exposed to wind pressure. Additional Notes Provide lateral wind bracing per Alpine wind bracing OREGON details or per engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 �` "'WY 14,204 , ,Tf) studs of the same grade. Seel' at See DWGS A12015ENC101014,GBLLETIN1014,& GABRST101014 for gable wind bracing Renewal 6/30/2020 requirements. 01/31/2019 ""'WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building COR 97113 Component Safety Information,by TPI and SBCA)ter safety practices prior to performing these functions. Installers shall provide temporary (5003)03)357OR 357-2118 Ext bracingper BCSI.Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachd rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. AppTy plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the wnwwMwn truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page.. listing this drawing,indicates acceptance of processional engineering responsibility solely for the design shown. The suitability 8801 Suite 10 and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Sa01a Folsomento,Blvd.,C95Sui For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.corn;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org SEQN:229411 T10 MONO Ply: 1 Job Number: 1118095 Gust:R7175 JRef: 1W1771750012 FROM:BB Qty: 8 Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1030.29253 Truss Label: H JAK / RTT 01/31/2019 III 1.5X4 CD T T 12 i 6 Fp 'n N - I -A1 B N fD1 A _ FE J_ 1111.5X4 3X5(81) 4' 1 4, -� 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: M00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BOLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA B 264 1- /- /134 /- /41 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.002 F - - E 159 /- /- /82 /6 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:15.00 ft HORZ(TL):0.004 F - - Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req= 1.5 TCDL:6.0 psf E BrgWidth=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.199 Req= Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.112 Bearing B is a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.146 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. PD ROp . O�� aGINF4� �O l(/ 83294PE y OREGON LY 14,20 sell Tat' Renewal 6/30/2020 01/31/2019 "*WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricatinghandling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and'SBCA)fosafety 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 property 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. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building1 Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the v ITWmnvary truss in conformance with ANSI/TP1 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of prooessionat engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- For more information see this 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:229413 T14 CALF Ply: 1 Job Number: 1118095 Cust:R7175 JRef: 1W1771750012 FROM:BB Qty: 3 Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1005.29387 Truss Label: R1 JAK / RTT 01/31/2019 H 1'5" + 851 -I 1'5" 7'0"2 T 12 C �,NE 33" 4.24 \\\1.5X4 �• 3X5 M 2X4 •• \\\1.5X4 M B • • A 1111 3X5 VIII H-1'5"--{ 8'51 IH 8'5"1 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct: - CAT: - PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce: - VERT(LL): 0.042 C 999 180 Loc R+ /R- I Rh /Rw /U /RL BOLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(TL): 0.087 C 909 120 D 230 I- I- /1 /- /- BCDL: 7.00 Risk Category:II Snow Duration: - HORZ(LL): 0.017 C - - E 314 /- I- /6 /- /- EXP:B Kzt:NA HORZ TL:0.036 C - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:15.00 ft ( ) NCBCLL:0.00 Code 1 Misc Criteria Creep Factor:1.5 D Brg Width=7.8 Min Req= 1.5 TCDL:6.0 psf E Brg Width=1.5 Min Req=- Soffit: 2.00 BCDL:4.2sf Bldg Code: IRC 2012 Max TC CSI: 0.420 P Bearing D is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 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) Maximum Top Chord Forces Per Ply(lbs) Chords Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 E-C 588 -548 Lumber Top chord 2x4 HF#2 Bot chord Loading Hipjack supports 4-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Shim all supports to solid bearing. •S('ED PROFS a5 _GINF„ /O LI 83294PE •7 a ....- .r� OREGON ~ `1LY 14,264b to `eeell Tail Renewal 6130/2020 01/31/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext temporary bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have aproperlyattached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. AppTy plates to each face of truss and position as shown above and on the JoinfDetails, 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 ITW COMPANY truss in conformance with ANSIITPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of aro-fesslonaf engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 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 Orr 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4Brace (1) 1x4 'L' Brace a (1) 2x4 'L' Brace a (2) 2x4 'L' Brace Ing (1) 2x6 'L' Brace a (2) 2x6 'L' Brace MI 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 Al #1 / #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Spruce-Pine-Fir Hem-Fir SPF #1 / #2 Standard #2 Stud #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 CD O L_f F Stud 4' 4' 7' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' HF r Standard 4' 4' 6' 2' 6' 7' 8' 2' 8' 9' 12' 10' 13' 9' 14' 0' 14' 0' Douglas Fir-Larch Southern Pineeee 0) #1 4' 10' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' IQ 1t3 Stud J S P #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' I1' S' 14' 0' 14' 0' 14' 0' 14' 0' Stud Standard Standard d • D F L #3 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' 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 B' U #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 _ S P F #3 5' 0' 8' 10' 9' 3' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' #1 1 Btr Y I l 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' k1 a) O I r Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Douglas Flr-Larch Southern Phelan( #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' 112 #2 #3 5' 1' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' DFL L1x4 Braces shall be SRH (Stress-Rated Board). al �--1 Stud 5' 0' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' w:eFor 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 S2 #1 / #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values may be used with these grades. d _ SPF #3 5' 6' 9' 8' 10' 1' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes: LD Y H F Stud 5' 6' 9' 8' 10' 1' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion is L/240. O �l 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). #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' d � 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. D F L 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 1; Attach 'L' braces with 10d (0.128'x3.0' min) nails. P About iL 31E For (1) 'L' bracer space na#s at 2' o.c. iin 18' end zones and 4' o.c. between zones. Olagonal brace optlon� _ 11E31(For (2) 'L' braces, space nails at 3' o.c. vertical length may beIn IB' end zones magi 6' o.c. between zones. dol.6�led when diagonal 'L' bracing must be a minimum of 80% of web brace is used. ConnectL TIfmember length. diagonal brace for 385# •L' Iat each end, Max webBr cI �r� Gable Vertical Plate Sizes total length is 14'. �,� Vertical Length No Splice 2x4 DF-L #2 orI sLess than 4' 0' 1X4 or 2X3 better diagonal r t :. Greater than 4' 0', but2X4 Vertical length shornbracer single 18, : less than IL' 6' In table above. or double cut IGreater tixin 11' 6' 3X4 (ns shown) at T7 L_ + Refer to common truss design for 'I' upper and. LJ Cl- 0 II rJ -a peak, splice, magi heel plates. 1/ / / / /ontinuous Bearing _R+ / Refer to the BuBding Designer for conditions Connect diagona at not addressed by this detail. midpoint of vertical web. 1 Refer to chart above for max,,� - "ylk:th. TrussesNEVAIMMOM REAP APO RTA T FURNreme ISH THIS DRAWING FOLLOW� TOR,shipping,�SwtnCLUDI+G and STT,v.�f �N� �r1G1NF �•�O REF ASCE7-10-GAB12030 / follow Hcese latesvenial t performing U these functions.Component Safety af s saInformation,pratemporary and br Icing per safety �to and �' 83294PE DATE 10/01/14 \ pracUnless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord wr shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs DRWG A12030ENC101014 ALPINE I(� (1E shall have bracing Installed per BCSI sections B3,B7 or HIO,as applicable. Apply plates to each face /�//�j i I II�I�� lull\vii of truss and position as shown above and on the Joint Details,unless noted otherwise. Refer to drawings 160A-Z for standard plate positb e. Alpine,a dvIslon of ITV Building Components Group Inc shall not be responsible for any deviation from OREGON AN RWCOMPANY this drawing,any failure to build the truss in conformance with ANSI/TPI 1,or for handling,shipping, Installation I bracing of trusses 'A 'ill-1'14,2°41' tC AX. T❑T, LD. 60 PSF A weal on this drawingy or cover pope listing this drawing.Indicates acceptance of professional 4 `LLy 14,2° far amy tfheso`e`yresfor h e,I Ther The perty Aend lof Sect. drawing as all Tan 13389 Lakefront Dove Earth City,MO 63045 For more information see this,bb's general notes page and these web sitesi ALPINE,www.alpineitw.coml TPD www.tpinstorgi SBCNww. wsbcindustry.orgi ICC,swwJccsafe.org RomawnyniJihafihNMAX, SPACING 24.0' 01/31/2019 r 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, 30ft. Mean Hgt, ASCE 7-10, Enclosed, Exp D, or 100 mph, 30ft. Mean Hgt, ASCE 7-10, Part. Enclosed, Exp C, H Greater than 4'6' to 7'6' in length Kzt = 1.00, Wind TC DL=5.0 psf, Wind BC DL=5.0 psf, provide a 2x6 stiffback at mid-height and brace stiffback to roof' diaphragm every 6'0' (see detail below or Lateral chord bracing requirements refer to DRWG A12030ENC101014). Top: Continuous roof' sheathing Bot: Continuous ceiling diaphragm H Greater than 7'6' to 12'0' max: provide a 2x6 stiffback at mid-height and brace See Engineer's sealed design referencing this detail to roof diaphragm every 4'0' (see detail below or for lumber, plates, and other information not shown refer to DRWG A12030ENC101014), on this detail. Optional 2x L-reinforcement attached Nails 10d box or gun (0,128"x3',min) nails. to stiffback with 10d box or gun (0.128' x 3', min.) nails @ 6' o.c. I I i N • 41122X4 Blocking nailed to 45° sheathing and 1111111 `� each truss 11111 H 111:1111\ ►=®_®_®_®_III_iiiiiIb HH■ BB■ Bi•Bi_—2X4 DF-L #2 H/2 or better diagonal brace. Attach each end X II for 560#. ,1 1` kontinuous Bearing - 2x6 #2 Stiffback attached to each Stud w/ (4) 10d box or gun (0.123' X 3', min.) nails. ���ED RROFFss sVARNDiIiIa READ AND FOIJDV ALL LUTES ON THIS DRAWN/3 �t ��1GINFi� �O REF GE WHALER .D TANTa FURNISH THIS DRAWL TO ALL CONTRACTORS DELUDING THE INSTALLERS. Trusses require extreme core h fabricating handling,shipping,Installing end bracing. Refer to and ((/ 83294PE follow the latest edtbn of RCSI(Building Component Safety Information,by 19 and SBCA)for safety DATE 10/01/14 prectkvs prior to performing these functions. Installers shall provide temporaryy bradnp per HCSL /% lhtess noted otherwise,top chord shaft have properly nt4nched structlrnl sheaihing and bottom chord DRWG GABRST101014 >. shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs A�1 �� I� �I,,^^ shall have bracing installed per I sections B3,B7 or BIO,as applicable. Apply plates to each face /„11 I1�JJ�I ` I I`� of truss and position as shown above end on the Joint Petals,unless noted otherwise. r�(`�r I v I Refer to drawings 160A-Z for standard plate positions. ` Alpine,a division tsion of IBuilding Components Group Inc shall not be responsible for any deviation Fran e OREGON AN ITV/COMPANY this drawing,any failure to build the truss in conforronce with ANSI/TPI 1,or for handling,shipping, .�t r. AX. TOT. LD. 60 PSF installation 4 bracing of trusses. �" 'LY t 4,200 0 A seal on this 4-using or cover llistingn tlis drawig,indicates acceptance of professional y 13389 Lakefront Drive far enemy Aructure the yrefporseAtty:Fe%!MIN Design per ANSI/71, I Sect, "Ing SS a II Tan. Earth City,M063045 For more information see this Job's general notes page and these web sites. MAX, SPACING ALPINE.wesolpinflts.comi TPD www.tpinstorgi SBC/v sww.sbcVxwstry.orgl ICC.wwwiccsafe.org Renewal 6/30/2020 V I/3 VLV I' Gable Detail ((''I;;I For Let-in Verticals Gable Truss Plate Sizes About` O Refer to appropriate Alpine gable detail for II minimum plate sizes for vertical studs. Pi pj +QRefer to Engineered truss design for peak, splice, web, and heel plates. 0„,,,,. © ®If gable vertical plates overlap, use a single plate that covers the total area of the overlapped plates to span the web. Gab © © verO Exnm e� 2X4 Len 11141dIkliiitio • 2X4 2X8 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing MemberMemXEnd..naR ber Toe-Hall - Or - . '1 .1 • IX COQ To convert from 'L' to 'T' reinforcing members, Provide connections for uplift specified on the engineered truss design. multiply 'T' Increase by length (based on appropriate Alpine gable detail). Attach each 'T' reinforcing member with End Driven Nails Maximum allowable '7' reinforced gable vertical 1Od Common (0.148'x 3.',min) Nails at 4' o.c. plus length is 14' from top to bottom chord. (4) nails in the top and bottom chords. 'T' reinforcing member material must match size, R.Id Sheathln• 7oenalled Nails' specie, and grade of the 'L' reinforcing member. 10d Common (0.148'x3',min) Toenails at 4' o.c. plus 4 Natt ,i ,i (4) toenails In the top and bottom chords. Web Length Increase w/ T Brace 'T' Reinf. 'T' •7• This detail to be used with the appropriate Alpine gable detail for ASCE Mbr. Size Increase 20 Reinforcing wind load. Member 2x4 30 ASCE 7-05 Gable Detail Drawings Exampleh 2x6 A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Nails A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Truss Spaced At ASCE 7-10 & ASCE 7-16 Gable Detail Drawings Gable Vertical = 24'o.c. SP #3 4' o.c. A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, 'T' Reinforcing Member Size = 2x4 A18015ENC100118, A20015ENC100118, A20015END1001I8, A20015PED100118, 'T' Brace Increase (From Above) = 302 = 1.30 A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, (1) 2x4 'L' Brace Length = 8' 7' A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, Maximum 'T' Reinforced Gable Vertical Length S11515ENC100118, 512015ENC100118, 514015ENC100118, S16015ENC100118, 1.30 x 8' 7' = 11' 2' I1 4 Nail518015ENC100118, S20015ENC100118, S20015END100118, S20015PED100118, S11530ENC100118, S12030ENC100118, S14030ENC100118, S16030ENC100118, 518030ENC100118, 520030ENC100118, 520030END100118, S2003OPED100118 '=' Ceiling See appropriate Alpine gable detail for maximum unreinforced gable vertical length. , PROpS 41-TANrd r s DRAWING wwwwww READ ANS m A°YuLi CNOTES ONTRACTORSHIS MANG� INSTALLERS. '&' �GINF . LSI REF LET-IN VERT Trusses require extreme care in fabricating,handing,shipping,installing and bracing. Refer to and follow the latest edition of BCSI Guiding Component Safety Information,by TPI aYnd SBcChA))for safety ll/ 83294PE 7 DATE 01/02/2018 UUnnlessces notedoothen to performing top chord shalt have properly attachd nctions. Installers shall stovide ructural shwatL emporary boottom per SchordoC .... . ...-.... . shall have a properly attached rigid coling. Locations shown for permanent lateral restraint of webs DRWG GBLLETIN0118 A(� l� IIO shall have bracing installed per BCSI sections 33,B7 or PIO,as applicable. Apply plates to each face d IIL�I� iUi�\vii of truss and position as shown above and on the Joht Detais,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 OREGON AN II1N COMPANY this drawing,any Calera to build the truss In conformance with ANSI/TPI 1,or for handling,shipping, C AX, TOT, LD. 60 PSF .,Installation 6 bracing of trusses, er�Ap�seearle nogn this riahrgy or cover listing this drawing,Indicates acceptance of profesflaal soh 14,qac 13723 Riverport Drive far trvry s ,..m a OZ.AuleY sp fa 6Rh sedanshown. me xatabuty end u i &a.ho Gss�"Tai �� DUR, FAC. ANY Suite 200 :rig Maryland Heights,MO 63043 For more information see this.lob's general notes page and these web sten ALPINE malpneltw.comt TPI'm.tpinstorgt SBC&m.sbchdustry.orgi ICC.mxcsafe.org MAX, SPACING 24,0' 01/31/2019 e Gable Stud Reinforcement Detail for Stucco Cladding 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 On 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = LOG 2x4 Brace (1) 1x4 'L' Bracer (1) 2x4 'L' Brace i (2) 2x4 'L' Brace ■C(1) 2x6 'L' Brace ■ (2) 2x6 'L' Brace ■■ 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#13 1 / *2 Spruce-Pine-Fir Hen-Fir -1")CD S P F #3 4' 0' 6' 10' 7' 1' 8' 1' 8' 4' 9' 7' 10' 0' 12' 8' 13' 1' 14' 0' 14' 0' •1 / 112 Standard, t2 Stud U 3' 10' 6' 9' 7' 0' 7' 11' 8' 3' 9' 6' 9' 10' 12' 6' 12' 11' 14' 0' 14' 0' 113 Stud 113 Standard • o HF Stud 3' 10' 6' 9' 7' 0' 7' 11' 8' 3' 9' 6' 9' 10' 12' 6' 12' 11' 14' 0' 14' 0' Standard 3' 10' 6' 2' 6' 7' 7' 11' 8' 3' 9' 6' 9' 10' 12' 6' 12' 11' 14' 0' 14' 0' Douglas Fr-Larch Southern Pinewin 01 #1 4' 2' 6' 11' 7' 2' 8' 2' 8' 6' 9' 8' 10' 1' 12' 9' 13' 3' 14' 0' 14' 0' #3 113 Stud —J SP #2 4' 0' 6' 10' 7' 1' 8' 1' 8' 4' 9' 7' 10' 0' 12' 8' Stud 13' 1' 14' 0' 14' 0' Standard Standard RCL1 DFL #3 3' 11' 6' 6' 6' 11' 8' 0' 8' 4' 9' 6' 9' 11' 12' 7' 13' 0' 14' 0' 14' 0' d Stud 3' 11' 6' 6' 6' 11' 8' 0' 8' 4' 9' 6' 9' 11' 12' 7' 13' 0' 14' 0' 14' 0' Standard 3' 10' 5' 9' 6' 1' 7' 7' 8' 2' 9' 6' 9' 10' 11' 11' 12' 10' 14' 0' 14' 0' Group Bi U #1 / #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Hem-Fr +_ SPF #3 4' 4' 7' 8' 8' 1' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' *1 a Btr U HF Stud 4' 4' 7' 8' 8' 0' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' in QL Standard 4' 4' 7' 6' 8' 0' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' 1 6Douglas Fir-Larch Southern Plnerrr #1 4' 10' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' 111 *1 SP #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' 112 112 #3 4' 6' 7' 9' 8' 0' 9' 2' 9' 6' 10' 11' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRB (Stress-Rated Board). 01 DFL Stud 4' 6' 7' 9' 8' 0' 9' 2' 9' 6' 10' 11' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' IwwFor 1x4 So. Pine use only Industrial 55 or Standard 4' 4' 7' 0' 7' 5' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards. Group B #1 / #2 5' 1' 8' 7' 8' 11' 10' 2' 10' 6' 11' 0' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' values nay be used with these grades. d SPF #3 4' 10' 8' 6' 8' 9' 10' 0' 10' 5' 11' 11' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes: 13 U HF Stud 4' 10' 8' 6' 8' 9' 10' 0' 10' 5' 11' 11' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion is L/360. 6 Standard 4' 10' 8' 6' 8' 9' 10' 0' 10' 5' 11' 11' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 70 pif over X #1 5' 3' 8' 9' 9' 0' 10' 3' 10' 8' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing <5 psf TC Dead Load). d SP #2 5' 1' 8' 7' 8' 11' 10' 2' 10' 6' 12' 1' 12' 7' 14' 0' , 14' 0' 14' 0' 14' 0' Gable end supports load from 4' 0' outlookers CU #3 4' 11' 8' 6' 8' 10' 10' 1' 10' 6' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. a--; DFL Stud 4' 11' 8' 6' 8' 10' 10' 1' 10' 6' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 10' 8' 1' 8' 7' 10' 0' 10' 5' 11' 11' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' Synn rr Attach 'L'braces with 10d (0.128'x3.0' min) nails. I: About IL 1:r: 4 Ill For (1) 'L' brace space nails at 2' o.c M 18' end zones and 4' o.c,between zones. Diagonal brace option �ri'� )IE 31EFor C2) 'L' braces, space nails nt 3' ac ai 18' end zones and 6' o.c, between zones. vertical length nay be ■ a I!, doubled when diagonal : 'L' bracing must be a minimum of BOX of web brace is used. Connect 14,4 memberlength. diagonal brace for 38511 'L' 'at each end. Max web ' Br•ce `1 Gable Vertical Plate Sizes total length Is 14', 4�, ■ Vertical Length No Splice 2x4 DF-L N2 or ■ Less than 4' 0' 1X4 or 2X3 better diagonal �� Greater than 4' 0', but2X4 Vertical length shown brace; single ■ less than ll'6' In table above. 45' or double cut 4 '` Greater than ll' 6' 3X4 iido (as shaven) at fl + upper end, ■' 11111 r ■ ■ ■�; ■ ■ Refer to common truss design for / r_■_ _■'� ■„ 1. _■SIN ■ ■ _,..11 peak, splice, and heel plates. ontinuous Hearing Refer to the Building Designer for conditions Connect diagona at not addressed by this detail. midpoint of vertical web. Refer to chart above for max ga• sorplezy �•,th, aWAWOaimi READ AND FOLLOW ALL MTES ON THIS BRAVINGS REF ASCE7-10—GAB12030 aDUWTA1R■■FIRIDSH THIS DlAVBG TO ALL C[NIRACITRS D10.UDPC TIE INSTALLERS. (r Trusses require extreme core In fabricating,handling,shipping,installing and brainRefer to and .' G 1 N i 0 follow the latest edition of SCSI cBUAdenp Component Safety formation,by TPI andel SbcA)for safety C7 /,!1 tCn DATE 8/3/15 prnctk:es prior to perfor*,g thew fv,ctbns. Installers s oll provide tergroraryy i�bradng per BCSLd. S/ -I' eve noted othernAse,tap chord nnh alt have properly attached strucke al nnhwvernp ord bottom dwrd C/ 83294PE 9 A I��O N shall have a properly attachedpr rigid sections lac,D7 shown for permanent lateral te■ttoYt of webs / r` DRWG S12030ENC100815 of t have bracing position installedon per KS!sectfann B3,D7 or BIO,as applicable. Apply plates to each fag A of truss and position as sham above and ante Joint Details,unless noted otherwise. Refer to drawings 16M-z for standard plate posmlans. Alpine.a divblon of Init.=Conporwnts Group Inc shall not be responsbte for_ any de�tIonfrom AN OINCJDAAPANY this droebp,wry fallre the Crass In conformance et h NISWTPI t,or for nanwq TOT. LD. 60 PSF Installation t bracing of trusses. OREGON A seal on this drawing ar cover peer Bating this drawing.Indcates acceptance of profewawal 13723 River rt Drive t t..en■t■ '1ol■l for the design than. The e p° for ay k r.spYmWity of the Bilking Designer per and I Sect *a �4" `ZLY ao' `ID Suite 200 For more Information we this G 4,2 Maryland Heights,MO 63043 ALPINE wealpineltacon;TPS■w.tpb,s.org;SD�BCMI m chew web■meo ar'o ss s MAX, SPACING 24.0' rAro;'�wwAxwfe. p1l Tan Renewal 6/30/2020 01/31/2019 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 11( CD 2x4 'L' Brace IS (2) 2x4 'L' Brace IMI (1) 2x6 'L' Brace sl (2) 2x6 'L' Brace II 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 Al 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 SPE kl / *2 Standard *2 Stud CD U S r #3 4' 7' 7' 9' 8' 3' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' *3 Stud k3 Standard • 0- r Stud 4' 7' 7' 8' 8' 2' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' HE Standard 4' 7' 6' 7' 7' 0' 8' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' D• •las Fir-Larch Southern Plneerwse 13) #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' E Stud Standard Standard 71- #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' cv D E L Stud 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' d Standard 4' 7' 6' 2' 6' 7' 8' 2' 8' 9' 11' 1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' Group Bl 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 _ S P P #3 5' 3' 9' 3' 9' 9' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' k1 & Btr L Y 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 0.) O I l r Standard 5' 3' 8' 1' 8' 7' 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Dou,las Fir-Larch Southern Plneeee #1 5' 9' 9' 6' 9' 10' 11' 3' 11' 8' 13' 4' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' ® #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 #3 DELStud 5' 5' 5' 5' 8' 6' 8' 6' 9' 1' 9' 1' 11' 0' 11' 0' 11' 5' 13' 1' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRB (Stress-Rated Board). (1) r-I sssFor 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 il2 #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. CS _ S P rr #3 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes] u' U H Of l Standard 5' 9' 9' 4' 9' 11' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 35 plf over X #1 6' 4' 10' 6' 10' 10' 12' 4' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load). d SP #2 , 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load from 4' 0' outlookers #3 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. nj D E L Stud 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 9' 8' 8' 9' 3' 11' 7' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Symm Attach 'L' braces with 10d (0.128'x3.0' min) nails. 111111111p About] 31E For (1) 'L' brace. space nails at 2' o.c. IIn 18' end zones and 4' o.c. between zones. Diagonal brace option. �&` )IE 31(For (2) 'L' braces space nulls nt 3' o.c. vertical length may beiTi In IB' end zones and 6' o.c. between zones. doubled when diagonal18' � 'L' bracing must be a minimum of 80X of web brace Is used. Connect LI •4, ;� member length. diagonal brace for 335# 'L' at each end. Max web Brace �, Gable Vertical Plate Sizes total length is 14'. �� �EkE a Vertical Length No Splice 2x4 DF-L #2 or less than 4' 0' 1X4 or 2%3 better diagonal r Greater than 4' 0', but 2X4 Vertical length shown brace) single 18, : less than 11' 6' or double cut Greater than 11' 6' 3X4 in table above. I + Refer to common truss design for '/o 45' (as shorn) at n L_ 1Ig upper end. L 4 0 4 u iu g H peak, splice, and heel plates. �/ / / / �ontlnuous Beating # - dF / / Refer to the Bu&ding Designer for conditions Connect diagona at IR ��+� not addressed by this detail. midpoint of vertical web. Refer to chart above for max - AS"' aVARNINritm'lE"°aa,v�D�FO,`oL0,`]iLa�rRAc, sDl�ALL NOTES ON THIS `m'°,,,E INSTALLERS. C�� �,tAL' N FF,Q ', REF ASCE7-10-GAB12015 Trusses require extreme care in fabricating,handling,shipping,Installing and bracing Refer to and k/ 83294PE follow the latest edition of BCSI Guiding Component Safety Information,by TPI and SBCA)for safety '.f -.. DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherslse,top chord shall have properly attached structural s eathig and bottom chord DRWG A12015ENC101014 y shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs ' ALPINE shall have bracing Installed per BCS!sections B3,B7 or BW,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details,unless noted otherwise. Refer to drawings 1.60A-Z for standard plate positions. OREGON Alpin,a division of ITV BInc.Components Group Inshall not be respansble For any deviation From ANIITWCOMPANY this drawing,any failure to build the truss in conformance with ANSI/TPI 1,or for handing,shipping, Installationb bracing of trusses. . "2/Ly 14 201f8m AX. TOT. LD. 60 PSF A seal on this dnasig or cover page listing this drawing,Indicates acceptance of professional s t �res sWh4y sm for tine design shorn The wits tty and use of this drnsig Sell Tan 13389 Lakefront Drive far amhy b the responsphty u>P the Building Designer per Ah67/TPI 1 Seca Earth City,MO 63045 For more information see this Job's general notes page and these web sited Renewal 8/30/2020 MAX. SPACING 24.0' ALPINE.www.aip neite.com)TPS www.tpinst.orp)SBCA.mr.sbcindustry.org)ICC.wwwJccsafe.org 01/31/201 9 e