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Plans (12) � 1 i i i � � i GGE NI 111 { n G I RECEIVED {� :./11 Fi-GE I I I 11 I, FEB 5 2019 U vOF TIGARD c) BUILDINGITY DIVISION J . ; NO VLT HEREI g ...) f 6 L uil 1 _. a) I N > I j cc > I I, cc O W '� I C7 M M (A - F- CO W FGE w w o10 CO ti->- Nli} I.I�IIii!! II CC CC > >W H II ,' N UfAJO IIIIr 11.1111111.11_, O E-Cal II 12 1.1;a1=111.1.1. 111►1111' D(-0E N 1ffirl N 1L•tiII JOB NO: IVERIFY IF HEEL STND RT GRRRGE Ow., ml co� , 11m cop" 1118095 IS REQUIRED TO BE RRISED ! i PAGE NO: 1 OF 1 , �EpPROp, 0�5 �GINto �O [(/ 83294PE 9 Alpine,an ITW Company 8801 Folsom Blvd.,Suite 107 Sacramento,CA 95826 OREGON ALPINE' Phone:(800)877-3678(916)387-0116 Fax:(916)387-1110 13 41014,20 8 f� AN ITW COMPANY sacseals@itwbcg.com V� ` @ Bel!Tao' 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(pdt): 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 B1 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 P 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. Al Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing,wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.orq. Page 1 of 2 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL= Bottom Chord standard design Dead Load in pounds per square foot. BCLL= Bottom Chord standard design Live Load in pounds per square foot. Des Ld =total of TCLL,TCDL, BCLL and BCDL Design Load in pounds per square foot. HORZ(LL)= maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL)=maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL= additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. L/#= user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl value. L/defl =ratio of Length between bearings, in inches, divided by the immediate vertical Deflection, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc= Location, starting location of left end of bearing or panel point(joint)location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL= Non-Concurrent Bottom Chord design Live Load in pounds per square foot. PL=additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB=additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT=additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R=maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location(Loc). -R= maximum upward design Reaction, in pounds,from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL= maximum horizontal design Reaction in either direction, in pounds, from all specified non-gravity(wind or seismic) load cases, at the indicated location (Loc). Rw=maximum downward design Reaction, in pounds,from all specified non-gravity(wind or seismic) load cases, at the identified location (Loc). TCDL=Top Chord standard design Dead Load in pounds per square foot. TCLL=Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non-gravity(wind or seismic)load cases, at the indicated location (Loc). VERT(CL)= maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(LL)= maximum Vertical panel point deflection in inches due to Live Load. VERT(TL)=maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W=Width of non-hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. References: 1. AF&PA: American Forest& Paper Association, 1111 19th Street, NW, Suite 800,Washington, DC 20036; www.afandpa.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.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison,WI 53719;www.sbcindustrv.co Page 2 of 2 , r , 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 N to B - e- 05 HI A -WIIIIIIIMMIFA I ► D 3X5(B1) 1' 1'11"4 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 Pf:21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA B 190 /- /- /98 /- /23 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.000 C - - C 39 /- /- /13 /6 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height 15.00 ft HORZ(TL):-0.001 C - - D 28 1- /- /16 /- /- NCBCLL:10.00 TCDL:6.0 psf Code l Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS Soffit: 2.00 BCDL:4.2psf Bldg Code: IRC 2012 Max TC CSI: 0.082 B Brg Width=5.5 Min Req= 1.5 TPI Std:2007 Max BC CSI: 0.022 C Brg Width=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 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. set)PROFF2s ��r* -GINFIc NO 83294PE R 9 OREGON 13 'ZLy d 4 14,20 *sell Tao'< 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)rosafety practices prior to performing these functions. Installers shall provide temporary (503)357-2116 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propefly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, /11111161/4. 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 Sec.2. 8801 Folsom Blvd.,Suite 10' For more information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 ` SEQN:229378 T15 CAJA Ply: 1 Job Number: 1118095 Cust:R7175 J Ref: 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 12 1 6 1 " N in N p) B (V j Zoi A Li.p..,,...,„ VD 3X5(61) h- 1, I- 1;11;'4 1'10"15 • 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 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 BCDL: 7.00 Risk Category:II VERT(TL): D 999 240 B 240 1- /- /113 /- /40 EXP:B Kzt:NA Snow Duration:1.15 HORZ(LL): 0.002 D - - D 34 /- /- /21 /- /- Des Ld: 42.00 Mean Height 15.00 ft HORZ(TL):0.003 D - - C 115 1- /- /42 /12 /- NCBCLL:10.00 TCDL:6.0 psf Code/Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.196 B 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: 0.072 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 C 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:16.01.000.0327.15 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. 00 PROFoss ,..& p OGINe' �O f ' 83294PE 4% ilir OREGON 130. `ZLT 14,28 t>9 ier *eel!Tat' Renewal 8/80/2020 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,b TPI anti SBCA)fsafety practices prior to performing these functtiions. Installers shall provide temporary (503)357-2118 Ext attached rigid ceiling.Locations shown forfop Dermanent shall have restraproperly webs shstructural ll hav bracinaggttinstalled per BCSI sections B3,B7 or 1 , 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 Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page """"m""" listingthis drawing indicates acceptance of pro7essiona engineering responsibility solely for the design shoviin. The sulfability and se of this drawing for any structure Is the responsiility 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.aipineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org , r SEQN:229380 718 CAJA Ply: 1 Job Number: 1118095 Gust:R7175 JRef:1WI771750012 / 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 C T A N icy B :in T A N D 3X5(81) s' 1- 1' 1 H 5' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DefIICSI Criteria ♦Maximum Reactions(lbs) Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCLL: 25.00 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 g 207 I- /- /- /10 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 D - - C 52 /- /- 1- /1 /- EXP:•B Kzt:NA HORZ(TL):-0.003 D D 74 /- /- /11 /- / Des Ld: 42.00 Mean Height:15.00 ft Wind reactions based on MWFRS 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: 0.110 C Brg Width=1.5 Min Req= 2007 Max BC CSI: 0.173 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: D 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 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 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 TT►w AY � Wind loads and reactions based on MWFRS. �S 0 �GINFF 7O to 83294PE .117 OREGON 10 `Viy14,Z0� e G e°el Tar'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 CORNELIUS OR 87113 Trusses require extreme care in fabricating,handling shipping,installing.and bracing.,Refer to and follow the latest edition of BCSI(Building COR ELIUS Ext Component Safety Information,byTPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted osherwise,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 ins1911ed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. (tefer to o 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 WICOMPANY 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 proTesslonaf engineering responsibility solely for the design shown. The suiTability Folsom Blvd.,Suite 10' and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 S-ec.2. 8801rementm CA 95Sui For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org , SEAN:229382 T12 CAJA Ply: 1 b 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 T 12 FA / 6 N in N O1 (Ni B j—JoA 'EMMMIMMIMMMMMIE1 r D 3X5(8 1) 1-..—1' I 5' H 5' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DefUCSI 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): 0.001 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 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 EXP:B Kzt:NA Snow Duration:1.15 HORZ(LL): 0.002 D - - C 120 /- /- /47 /12 /- Des Ld: 42.00 Mean Height 15.00 ft HORZ(TL):0.005 D - - D 77 /- /- /41 /- /- NCBCLL:10.00 TCDL:6.0 psf Code I Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.214 B 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: 0.186 C Brg Width=1.5 Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.000 D Brg Width=1.5 Min Req=- 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 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. 40� PROp1 Osco 0G,NFF s'0 4(/ 83294PE 9 � � / OREGON 11` `VLy 14,god eeeII Tan's Renewal 613W2020 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,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,byTPI anc3SBCA)for safety practices prior to performing these functtiions. Installers shall provide temporary (503)357-2118 Ext attached r gir d ceiling.Locations shownl forpermanent lateral estrraint of webs shstructural ll hav bracinaggthnstalled bottom sections B3,B7 properly as applicable. Apply plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine,a division of ITW Buildin .Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page "n COMPANY listing this drawing indicates acceptance of prolessronal engineeringresponsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sgec.2. 8801 Folsom Blvd.,Suite 10' For more information see this lob's general notes page and these web sites:ALPINE:www.alpineltw.com;TPI:www.tpinst.om;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 r SEQN:229384 T17 EJAC Ply: 1 Job Number: 1118095 Cust:R7175 JRef:1WI771750012 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 -v 12 6 ih in ih B T. APli . I .1 rFE 1111.5X4 3X5(61) r 5 1 I--1' I 5' 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 304 /- I- /154 /- /49 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.005 F - - E 204 /- /- /106 /8 /- EXP:B Kzt:NA HORZ(TL):0.009 F Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:15.00 ft f B Brg Width=5.5 Min Req= 1.5 NCBCLL:10.00 Code I Misc Criteria Creep Factor:1.5 TCDL:6.0 psE Brg Width=- Min Req=- Bldg Code: IRC 2012 Max TC CSI: 0.341 Soffit: 2.00 BCDL:4.2 psf Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.180 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.277 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. 40.e aFss O0 �oGINFFA /OZ 88294PE 9 OREGON ., 'LY 14,20� e, see' ,Tat' Renewal 613012020 ', 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 46e OR 97113 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS LIUS Ext Component Safety Information,by TPI and SBCA)for CORNELIUS safety practices prior to performing these functions. Installers shall provide temporary 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 faceof 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 iwMr'xr truss in conformance with ANSI/IP] 1,or for handling,shipping,installation and bracirinm ng of trussesA seal on this drawing or cover pa e, listing this drawing,indicates acceptance of orooessionar 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 ANSI/TPI 1 Sec.2. 1 Folsommento,CA 9,Suite For mom information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustrV.com;ICC:www.iccsafe.orq SEQN:229386 T13 MONO Ply: 1 Job Number: 1118095 FROM:BB Gust:R7175 JRef: 750012 Qty: 1 Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1005.49820.49820 Truss Label: CG JAK / RTT 01/31/2019 III 1.5X4 12 CD 6 l;: - T B � � �g A 'L I -� F E inI 1111.5X4 3X5(81) I 2' i 2' I~ 1' I2, H Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf In PSF) Def/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 BCDL: 7.00 Risk Category:II VERT(TL): B 191 /- /- /98 /_ /24 EXP:B Kzt:NA Snow Duration:1.15 HORZ(LL):-0.000 D - - E 58 /- /- /3232 /3 /- Des Ld: 42.00 Mean Height:15.00 ft HORZ(TL):-0.001 D - - Wind reactions based on MWFRS NCBCLL:10.00 TCDL:6.0 psf Code/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: 0.082 E Brg Width=- Min 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. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.029 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. te PROF�,i_ o IN �(/ t38294PE 4 O?: OREGON 11` 'VO 14,20� eeell Tan's Renewal 6/30/2020 01/31/2019 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P o e 468 entsofOregon,Inc. 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,byTPI and SBCA for safe503 p ) to a properly prioratc performingstructural tl she thingions. Installersshalls all have a prorpa ( >357-2118 Ext attached rigid id0ceeilig.Unlesscations shownl fortpoermanent lateral restraint of webs shall hav bracing installed per BCSI sections B3,B7 properly as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. (tefer to ALPINE- Alpine,drawings 160A-Z for standard plate positions. a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the COM truss in conformance with ANSI/1-131 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page """ °""r listing this drawing,indicates acceptance of rofessional engineering responsibility solely for the deskin shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sgec.2. 8801 Folsom Blvd.,Suite 10- For more information see this fob'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 SEAN: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 I 1 B igaill i...0 u7 is A -■ill, FE 1 III 1.5X4 3X5(81) 1 2' i 2' I-- I- h H 2' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) Wind Std: ASCE 7-10 P 25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl L/# Gravity Non-Gravity TCLL: 25.00 9 Lac R+ /R- /Rh I Rw /U /RL TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL):NA 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 I- /- /32 /3 /- EXP:B Kzt:NA HORZ(TL):-0.001 D - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:15.00 ft B Brg Width=5.5 Min Req= 1.5 NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:1.5 E Brg Width=- Min Req=- TCDL:4.2 psf BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.082 BearingB is a rigid surface. Soffit: 2.00 9 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.021 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.029 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. asp PROp iii0 ��aa21eN4�rE s'O1, OREGON 15 '1 ' LY 14.z6 �er." m ee!,Ta 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 ase CORNELIUS OR 97113 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building (503)357-2119 Ext Component Safety Information,by TPI and SBCA)for safety actices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted aherwise,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, ALPINE 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,a division of ITW Building_gComponents Group Inc.,shall not be responsible for any deviation from this drawing,any failure to build the AIM[MAW 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 suit-ability 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. Sacramento,CA 95826 For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.onl SEQN:229390 T2 GABL Ply: 1 Job Number: 1118095 Cust:R7175 JRef:1W1771750012 FROM:BB Qty: 1 Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1006.46087 Truss Label: DGE JAK / RTT 01/31/2019 5'9" I 11,6„ 5'g" 5'9" H I---1'9"--I—1'4"H =4X5 -r (TYP) F 12 P2 T 6 i i m co cp Bro 1 1 J A -' 0 0 0 0 0 0 0 \ K 3X50////////// J- 3X5(61) I 11'6" I~1 I- I 1' 11,6„ 11,6„ Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DefIICSI 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 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 /- /- /43 /19 /6 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 R - - Wind reactions based on MWFRS Des Ld: 42.00 EXP:B ICzt:NA HORZ(TL):-0.001 R - - J Brg Width=138 Min Re Mean Height:19.69 ft q= NCBCLL:10.00 TCDL:6.0 psf Code I Misc Criteria Creep Factor.1.5 Bearing B is a rigid surface. Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.110 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.017 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 `� oG i N��Sri. Wind loads based on MWFRS with additional C&C 0 0 member design. 4, 83294PE R -fittaitiOnafffotes - , i 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. See DWGS S12030ENC100815&GBLLETIN1014 for 13 ay SLY 14,204eer gable wind bracing requirements. eeell Tar.t 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 CORNELIUS OR 97113 ComponentpSafety Information,byTPI and SBCA)I safety practices prior to performing these functtiions. Installers shall provide temporary (503)357-2118 Ext attached per ceiling.Locations shownl forpoermanent shall have al estrraint properly webs shall have bracingg installed per BCSItseections B3,B7 properly as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawin any failure to build the truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawingng or cover page "n"CO"""" listing this drawing,indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this awing 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 • o • SEAN: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 12'e" I I 8"9 197 25 12'6" 9 6'6"7 5'9" I-110"-I---'{ =4X5 (TYP) K - rA 12 to n ` o F T3 W1 O B _ J R i A=3X..,--/--------- ////,/,--)//>. .,/��////- /-- S =3X5 et) w3 5") T t 25' 1 1• 19'3" 5'9" i k19,3" 25' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DefIICSI Criteria ♦Maximum Reactions(lbs),or'=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.041 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 1- /- /274 /45 /- EXP:B Kzt:NA HORZ(TL):0.061 N Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:21.37 ftB Brg Width=167 Min Req=- NCBCLL:10.00 Code 1 Misc Criteria Creep Factor.1.5 TCDL:6.0 psfQ Brg Width=5.5 Min Req= 1.5 Bldg Code: IRC 2012 Max TC CSI: 0.683 Soffit: 2.00 BCDL:4.2 psf Bearings B&Q are a rigid surface. 2007 Max BC CSI: 0.282 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 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:0.303 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 P-Q 187 -744 Lumber T3:Brace interior top chord and support lower Maximum Bot Chord Forces Per Ply(lbs) Top chord 2x4 HF#2:T3 2x6 HF#2: roof with a sistered truss at the edge of lower roof. Chordsaxim Bo.Tens.Comp. ChordsePTy(lbs) Comp. Bot chord 2x4 HF#2 Anchor the perimeter of exposed vertical surfaces. p 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 per Alpine wind bracing Webs Tens.Comp. (•')1 plate(s)require special positioning.Refer to details or per engineer of record.2X3 studs require T-P 284-1079 scaled plate plot details for special positioning reinforcement at 70%of the length tabulated for 2X4 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. qG�� ESS Bottom chord checked for 10.00 psf non-concurrent �`CO _,C,INF�R /0 bottom chord live load applied per IRC-12 section 301.5. 88294PE 7 Wind Wind loads based on MWFRS with additional C&C member design. .A OREGON ~` SLY 14,20. to ele11 Taft' Renewal 6!3W2020 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 (593)357-2116 Ext Component Safety Information,by TPI and SBCA)foCORNELIUS OR 97113 safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted o-therwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face,of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW BuildingComponents Group Inc.,shall not be responsible for any deviation from this drawing,any failure to build the Awmvmrnr"rr+ 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 profiessionaf engineering responsibility solely for the design shown. The suit-ability 8801 Folsom Blvd.,Suite 10' and use of this dawing for any structure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. 1 Folsommento,CA 9.Suite 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.orq 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 F' 6'6"4 12'6" 18.5"12 ,, 25' 6'6.4 5'11'12 511"12 6'6"4 =4X5 T D ri 12 6 V %1.05X4 ///1 y4 E co \ • Q r Aillillhih.. B T, A F Mil =4X(1) =3X5 =3X5 =3X5 =4X5(61) 1 1 25' 1 1' 8'6"3 _ 7'11"11 8'6"3 16'5"13 25'3 l 1 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DefUCSI 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 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.086 H - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height 21.37 ft Code/Misc Criteria CreepFactor:1.5 B BrgWidth=5.5 Min Req= 1.9 TCDL:6.0 psf Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.568 F Brg Width=5.5 Min Req= 1.9 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.609 Bearings B&F are a rigid surface. 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# Loc.from endwall:Any FT/RT:2(0)/4(0) Maximum Top Chord Forces Per Ply(lbs) GCpi:0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 B-C 403-1802 D-E 428 -1568 Lumber C-D 428-1568 E-F 403 -1802 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 1516 -258 I-H 1042 -113 Bottom chord checked for 10.00 psf non-concurrent J-I 1042 -113 H-F 1516 266 bottom chord live load applied per IRC-12 section 301.5. Maximum Web Forces Per Ply(lbs) Wind Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C C-J 166 -429 D-H 551 128 member design. J-D 552 -128 H-E 166 -429 SEP PROFS 60 0%IG I N F 04_ f(/ 83294PE 41 t OREGON 114(e SdLY 14,2ei e eeell Tar". c 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.0 Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,byTPI and SBCA)fbsafety practices prior to performing these functtiions. Installers shall provide temporary (503)357-2118 Ext attached per ceiling.Locations shownlfor Dermanent lateral estrraintlofwebs shstructural ll hav bracinaggthnssalied bottom sections have or 1 , as applicable. Apply plates to each face 0 truss and position as shown above and on the JoinCDetails, 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 truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page ^""°m""" listing this drawing,indicates acceptance of professional engineering responsibility solely for the desf n shwa'. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 S-ec.2. 8801 Folsom Blvd.,Suite 10- Sacramento,CA 95826 For mom information see this lob'sw general notes page and these web sites: ALPINE:ww.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org u SEQN:229396 T6 GABL Ply: 1 Job Number: 1118095 Cust:R7175 JRef:1 W 1771750012 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 15' I 17'6" 23'5"12 I 30' I4'5"4 I- 10'6"12 2'6' 5'11"12 6'6"4 1'8" I 14:'..4 =4X5 (N M T 5X10 01/4.4 1114.0126 AD pn mmi mE %'� o ii �'01�(S) - eI - Q 73, A _ ! .. ,u..-----1.1 �R y 1 w3X5(B1/// II =3X5 =3X5 =3X5 =5X56 B1) 1---5'2"12 k 24'9"4 A 7'11"11 8'6"3 11' 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/defl 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 g* 383 1- /- /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 HORZ(TL):0.141 S Q 1557 1- /- /592 /74 /- Des Ld: 42.00 Mean Height:22.00 ft Wind reactions based on MWFRS NCBCLL:10.00 Code 1 Misc Criteria Creep Factor.1.5 TCDL:6.0 psf Bldg Code: IRC 2012 Max TC CSI: 0.907 B Brg Width=60.0 Min Req=- Soffit: 2.00 BCDL:4.2 psf Al Brg Width=5.5 Min Req= 1.5 2007 Max BC CSI: 0.917 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: Q 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:16.01.000.0327.15 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 Maximum Web Forces Per Ply(lbs) Truss designed to support 1-0-0 top chord outlookers Webs Tens.Comp. Webs Tens. Comp. and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord must not be V-AD 517-2302 U-0 769 -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-O 449-2041 S-P 176 -571 bottom chord live load applied per IRC-12 section 301.5. _ _Maximum Gableforces Per__P_lyAlbs) fie-s • Gables Tens.Comp.----- Wind s Wind loads based on MWFRS with additional C&C �`��G�N FSR�'0 E-V 134 -511 member design. (4/ 83294PE 9 Additional Notes t. „,...--- 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,& 13 „LLr t4 40� GABRST101014 for gable wind bracing I,r ilb requirements. eeeil Tar.- (S)2x4 x 6'0"HF#2 or better field applied Renewal 8/30/2020 scab required to allow notches 1.5"deep.Align 01/31/2019 scab 1.5"below top edge and attach to one fare of truss with 1 Qd nails(0 12R"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.O.Box 468 CORNELIUS OR 97113 Trusses require extreme care in fabricating,handling shipping,installing and bracing..Refer to and follow the latest edition of BCSI(Building (503)357-2118 Ext Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.,Unless noted otherwise to chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling •Locations shown forpermanent lateral restraint of •webs shall have bracing•insj.1Ied •per BCSI sections B3,B7 or 810, as applicable. Apply plates to each face,of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the Ni RW COMPANYtruss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of proiessronaf engineering responsibility solely for the design shown. The suitaability 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. Sacramento,CA 95826 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 l SEQN:229400 T5 COMN Ply: 1 Job Number: 1118095 Cust:R7175 JRef:1 W1771750012 FROM:BB Qty: 16 Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1019.56167 Truss Label: F JAK / RTT 01/31/2019 7'9"4 7'2"12 I 22'2"12 I 30' I 7'2"12 7'9"4 =5X5 0 L: — ‘ 4\44 12 6 V ‘1.5X4 ///1.5X4 to C E N B T. A G ,. F co P9 G �4X5(B10R) =3X5 =3X5 =3X5 �4X5(B1OR) 1 30' -1 I 1' I 10'2"3 I 9'7"11 10'2"3 19'9"13 I 80'"3 I 1I Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DefICSI 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): 0.134 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 ( ) EXP:B Kzt:NA Snow Duration:1.15 HORZ(LL): 0.055 H - - F 1372 /- /- /623 /79 /- Des Ld: 42.00 Mean Height 22.00 ft HORZ(TL):0.115 H Wind reactions based on MWFRS NCBCLL:10.00 TCDL:6.0 psf Code I Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req=2.3 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.859 F Brg Width=5.5 Min Req=2.3 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.826 Bearings B&F are a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.246 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:2(0)/4(0) Maximum Top Chord Forces Per Ply(lbs) GCp!:0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. 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 Bottom chord checked for 10.00 psf non-concurrent J-I 1265 -134 H-F 1859 315 bottom chord live load applied per IRC-12 section 301.5. Maximum Web Forces Per Ply(lbs) Wind Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C C-J 195 -503 D-H 659 -150 member design. J-D 659 -150 H-E 195 -503 �# PROF% Op oGtP4 sto L • IQ 83294PE w OREGON , 'ZLY14 yGd► eeell Tat►'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.o.Box 46a 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)toy safery bracing per BCSI.Unless noted otherwise,top chrd shall have prolperly attached performing these athintgl and bottomchord shall have a properly (s°3)357-2118 Ext attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing inssalled per BCSI sections B3,B7 or B10, i� as applicable. Apply plates to each face of truss and position as shown above and on the JoingDetails, 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 truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page "TMS listing this drawing indicates acceptance of pr essiona engineering responsibility solely for the design shown. The sultebillty and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 107 For more infonnatbn see this bb'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 SEAN:229403 T7 GABL Ply: 1 Job Number: 1118095 Cust: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 15' 15'"8 23'3" _. 30' I. 15' 8" 7'6"8 69" 1'8" 114�{ =4X5 (TYP) M — N (S) ' 12 - 6 1,--"- 3X7 tE ao _ m T3 W1 T AB - - - L AJ. 11 U 1 3 - - - - -/ - - - �� - �Y W V =3X5(81) =3X5 81) =3X5 02X4( ) r 30' 1 1, 23'3" 6,9,E F" 'I 23'3" 30' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria A Maximum Reactions(lbs),or*=PLF Gravity Non-Gravity TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Loc /R- /Rh /Rw /U /RL TCDL: 10.00 Speed: 120 mph Pt 21.2 Ce:1.1 VERT(LL): 0.057 P 999 360 BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.171 P 959 240 B* 169 1- /- /59 /8 /9 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.029 P - - T 745 I- /- /314 /54 /- EXP:B Kzt:NA HORZ(TL):0.088 P - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:22.00 ft B Brg Width=203 Min Req= NCBCLL:10.00 TCDL:6.0 psf Code I Misc Criteria Creep Factor:1.5 T Brg Width=5.5 Min Req= 1.5 Bldg Code: IRC 2012 Max TC CSI: 0.976 Soffit: 2.00 BCDL:4.2 psf Bearings B&T area rigid surface. Load Duration:1.15 MW FRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.341 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:16.01.0OC.0327.15 S-T 215 -887 Lumber T3:Brace interior top chord and support lower Maximum Bot Chord Forces Per Ply(lbs) Top chord 2x4 HF#2:T3 2x6 HF#2: roof with a sistered truss at the edge of lower roof. Maximhords Bo Tens.Comp. ChordsPTens. Comp. Bot chord 2x4 HF#2 Anchor the perimeter of exposed vertical surfaces. 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 W-AJ 358_1402 AJ-S 254 -1050 scaled plate plot details for special positioning reinforcement at 70%of the length tabulated for 2X4 requirements. studs of the same grade. See DW GS A12030ENC101014,GBLLETIN1014,& Maximum Gable Forces Per Ply(lbs) Loading GABRST101014 for gable wind bracing Gables Tens.Comp. Truss designed to support 1-0-0 top chord outlookers requirements. N-AJ 146 -492 and cladding load not to exceeTop 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 wed within 12"of notches. Do not notch at plates,or in overhang or heel(first)pan GF or first panel left of M and right of S. SEs a FS Bottom chord checked for 10.00 psf non-concurrents/ bottom chord live load applied per IRC-12 section 27 �c GtN i& O y 301.5. 83294PE y Wind cr „,„„--- Wind loads based on MWFRS with additional C&C member design. OREGON (S)2x4 x 4'0"HF#2 or better field applied scab required to allow notches 1.5"deep.Align 1` fly 14,gods t scab 1.5"below top edge and attach to one len fah fi face of truss with 10d nails(0.128"x3")at 6"o/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.O.Box ABB CORNELIUS Trusses require extreme care in fabricating,handling shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building (503)357-2118IUSExt Component Safety Information,by TPI and SBCA)Mr safety 97113 safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a progeny attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or 810, ALPINE as applicable. Applplates to each face,of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildin q.Components Group Inc.,shall not be responsible for any deviation from this drawing,any failure to build the ,w MO/COMPANY truss in conformance with ANSI/I-PI 1,or for handling,shipping,installation and bracing of trussesAseal on this drawing or cover page, listing this drawing indicates acceptance of processional engineering responsibility solely r the des�iggn 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 5ec.2. Sacramento,CA 95826 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 SEAN:229405 T9 GABL Ply: 1 Job Number: 1118095 FROM:BB Qty: 1 Cust:R7175 JRef: 1W1771750012 Y Rvr side 2353 Ely A Rvsed roof DrwNo: 031.19.1027.00297 Truss Label: GGE JAK / RTT 01/31/2019 6 -I 13'6" —I '9" 6'9" '—2'9"—1---1'4"—I —=4X5T (TYP) T 12 6 V F o i io r` N 7 B J } A 0 0 0 0 0 0 0 K 3X5(61) =3X5(B1) F' 13'6" I-1' I 13'6" 13'6" 1'--I 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 L/# Gravity TCDL: 10.00 Speed: 120 mphNon-Gravity Pt 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 BCDL: 7.00 Risk Category:II TL ( ) B' 117 /- /- /43 /13 /6 EXP:B Kzt:NA Snow Duration:1.15 HORZ(LL):-0.001 C - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:19.94 ft HORZ(TL):-0.001 C B Brg Width=162 Min Req=- NCBCLL:10.00 TCDL:6.0 psf Code/Misc Criteria Creep Factor.1.5 Bearing B is a rigid surface. Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.112 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.037 Spacing:24.0" C&C 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. '. PROFF s Wind Wind loads based on MWFRS with additional C&C I0�� NGINFF i0 member design. ��(/ 83294PE R 9 -rAililiiIimatiholies--- 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. 13 SLY _ See DWGS A12030ENC101014,GBLLETIN1014,& 0, la'14'se �0 GABRST101014 for gable wind bracing ee it Tart' requirements. Renewal&3W2020 01/31/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! 'IMPORTANT FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Truss Components of Oregon,Inc. Trusses require extreme care in fabricating handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building C.0.Box 468 Component S3fety Information,byTPI and SBCA)tosafety CORNELIUS OR 97113 bracing per BCSI.Unless noted oherwise,top chord sll have practices priorached sttructurtheseathing and bottom chord shall provide temporary rprly (5°3)357-2718 Ext attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to 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 ALPINE truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page " m °D""v+ listing this drawing,indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sultabllity 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 107 For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.lpinst.org;SBCA:www.sbcindustry.corn:ICC:www.lccsafe.org Sacramento,CA 95826 Cust: JRef:1W1771750012 , SEQN:229407 T8 COMN Ply: 1 Job Number: 1118095 Cult.R7175 031JRef:1WI771 FROM:BB Qty: 1 Rvr side 2353 Ely A Rvsed roof DrwNo: / R31. 01/319719 Truss Label: G JAK 6,9" 13'6" I- -I-6,9" 6,9" As 4X51) CC -- 6 12 P O_ N (h 1 B T a E A ....1 3X5(B 1) III 1.5X4 =3X5(B1) 1 136 i 6'9" V9"I I i'—I 1' 69" �� 13'6" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Def11CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25..0000Wind Std: Gravity Non-Gravity ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Lldefl L/# Loc R+ /R- /Rh /Rw /U /RL TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.013 F 999 360 BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.027 F 999 240 B 667 I- /- /305 /26 /66 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.008 F - - D 667 1- /- /305 /26 I- EXP:B Kzt:NA HORZ(TL):0.018 F - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:19.94 ft B Brg Width=5.5 Min Req= 1.5 NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:1.5 D Brg Width=5.5 Min Req= 1.5 TCDL:6.0 psf Bldg Code: IRC 2012 Max TC CSI: 0.740 Soffit: 2.00 BCDL:4.2 psf Bearings B D are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.346 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.117 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): B-C 249 -784 C-D 249 784 Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Maximum Bot Chord Forces Per Ply(lbs) Top chord 2x4 HF#2 Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud g-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. -I •RFS 4 txG%N FF �ti go 83294PE 41 Z9 a' , .A OREGON ~ `LLY 14,20� ,t0 G e$eli Tar' Renewal 6/8012020 01/31/2019 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. P. Box 488 •"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box OR 97113 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building (583)357-2118 Ext Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide tempora bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proper y attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, ALPINE- Alpine, as applicable.e. Applplates to each faceof truss and position as shown above and on the Join Details, unless noted otherwise. Refer to H drawings 160A-Z for standard plate positions. PNE Alpine,a division of ITW Buildin .Components Groupq,Inc.,shall not be responsible for any deviation from this drawing,any failure to build the ,wmvoxewar+ listing tconformance is drawin a indicates acce p tancehandling., of dl ro essiona installation and responsibility f tsole yA for the desi�gn shown. coveror suitability g p pp T T Iy 8801 Folsom Blvd.,Suite 10" and use of this gnawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 5ee.2. Sacramento,CA 95826 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 SEQN:229409 T11 GABL Ply: 1 Job Number: 1118095 FROM:BB Qty: 1 Rvr side 2353 Ely A Rvsed roof Cust:R7175 JRe 1 W 1771750012 Truss Label: HGE DrwNo: 031.19.1027.32860 JAK / RTT 01/31/2019 I— 1'4"----{ (TYP) E F 6 12 i LIP UP B�'I I W 1 N (V 61 II — rHG _L 3X5(61) 1 4' - H- 1' 1 4 H 4' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(ibs) 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 /1.1 /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT TL: 0.031 I 999 240 BCDL: 7.00 Risk Category:II ( ) B 303 /- /- /146 /103 /139 EXP:B Kzt:NA Snow Duration:1.15 HORZ(LL): 0.009 D - - G 187 I- /- /88 /95 / Des Ld: 42.00 HORZ T NCBCLL:10.00 Mean Height:15.00 ft ( L):0.018 D - - Wind reactions based on MWFRS TCDL:6.0 psf Code/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: 0.162 G Brg Width=- Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.204 Bearing B is a rigid surface. 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. ED PROpS Wind 4.111. t4s Wind loads based on MWFRS with additional C&C 0•5 �aC'INFt�41 'OZ member design. [y 83294PE 7 Right end vertical not exposed to wind re- pressu �.�� ._ Additional Notes Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require OREGON studs of the same gra"de reinforcement at of the length tabulated for 2X4 `8 t0 SLY 14,20� r See DWGS A12015ENC101014,GBLLETIN1014,& sell Tata' GABRST101014 for gable wind bracing requirements. Renewal 6/30/2020 01/31/2019 **WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Truss Components of Oregon,Inc. Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building C.R sox 468S Component Safety Information,by TPI and SBCA fsafe COR 357-21 OR 97113 bracing per BCSI.Unless noted otherwise,top chord shall havpracticeslpriorached sttructurral sheathing and bottom chord shall havtemporary roprly (503)357-2116 Ext attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracingp 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 Joinf Details, unless noted otherwise. Defer to 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 ALPINE' truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of tn,JssesA seal on this drawing or cover page listing this drawing indicates acceptance of professional engineering resdesjgn """"'CDM11PNY and use of this drawing for any structure is the responsibilityofthe Building Designesolely NSI/TPII 11 S-ec shown. The suitability For more information see the lob's general notes page and these web sites:ALPINE:www.alpineliw.com;TPI:www.tpinst.org;SBCA:www.sbcindtN.cOm;ICC:www.iccsafe.ore us Sacramento,CA 95826 a 107 f 0 Cust: JRef:1 W 1771750012 SEQN:229411 T10 MONO Ply: 1 Job Number: 1118095 Cult:R7175 JRef:1W1771 FROM:BB Qty: 8 Rvr side 2353 Ely A Rvsed roof DrwNo:/ R3031 01/31/2019 .29253 Truss Label: H JAK 1111.5X4 CD —I- 12 12 6 N Er,N B • r1111.X4 3X5(B1) A 4 'i 4' H1' 4' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DefUCSI Criteria A Maximum Reactions(lbs) TCLL: 25.0000Wind Std: Gravity Non-Gravity ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Lldefl L/# Loc R+ /R- /Rh /Rw /U /RL TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL):NA BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA B 264 I- /- /134 I- /41 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.002 F E 159 /- /- /82 /6 /- EXP:B Kzt:NA HORZ(TL):0.004 F Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:15.00 ft B Brg Width=5.5 Min Req= 1.5 NCBCLL:10.00 Code I Misc Criteria Creep Factor.1.5 E Brg Width=- Min Req=- TCDL:6.0 psf Bldg Code: IRC 2012 Max TC CSI: 0.199 Soffit: 2.00 BCDL:4.2 psf Max BC CSI: 0.112 Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.146 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. AP �G%NF�,/CI_ (V 83294PE OREGON /3` "qtr 14,2°' to eee11 Tar' Renewal 8/3012020 01/31/2019 "WARNING*' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc.p.o.Box 468 ""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P 0 Box OR 97113 Trusses require extreme care in fabricating,handling,shipping,installing and bracing.,Refer to and follow the latest edition of BCSI(Building C0R ELIUS Ext9 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functtiions. Installers shall provide temporary bracing per ceiling.Locationsoshown forppermane t latera resttraiint of webs shstructural ll hav bracingttins-talied bottom BCSI1sections B3 B7 or B10y 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..shalllnot be responsible for any deviation from this drawing,any for ailure to buildtheesrrwmMwar listing this conformance indicates acceptancehof prat shipping,grof engineeringand rresponsibility solely for the this shown. cover suitability 8801 Blvd.,Suite 10' and use of this drawing for any structure is the responsibilityesof the Building Designer per ANSIITPI 1 S-ec.2. 13 Folsom CA 9,Suite For more information see this lob's general notes page and these web sites:ALPINE:www.alpineilw.com;TPI:www.tpinst.onl;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq r 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 1,5„ 8'5'1 1'5" 772 H T 12 C O. 33"11 4.24 L__-- E 1 \\\1.5X4 •• 3X5 F- r) %2X4 t %1.5X4 B • A 'il • 3X5IIST F—1'5" I 8'5°1 H 8'5"1 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct: - 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- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(TL) 0.087 C 909 120 D 230 /- /- /1 /- /- BCDL: 7.00 Risk Category:II EXP:B Kzt:NA Snow Duration: - HORZ(LL): 0.017 C - - E 314 /- /- /6 /- /- Des Ld: 42.00 Mean Height 15.00 ft HORZ(TL):0.036 C Wind reactions based on MWFRS NCBCLL:0.00 TCDL:6.0 psf Code/Misc Criteria Creep Factor:1.5 D Brg Width=7.8 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.420 E Brg Width=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.000 Bearing D is a rigid surface. 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) GCpi:0.18 Plate Type(s): Chords Tens.Comp. Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 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. it Eo PRo 0�5 4G%NFF `rip 141 83294PE 41 9 OREGON 7$0, SLY 14,20 e **ell Tar'c Renewal 6/30/2020 01/31/2019 "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss ComponetsofOregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box 468 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,byTPI and SBCA fo'r safe p ) ty practices pry attached cto performing structural l she thingions. Installers c rd s all provide a properly (503)357-2118 Ext attached rigid ceiling.Locationsoshownlforfpoermanent lateral estrraint of webs shall have bracinaggt installed pertBCSIIsections have orB10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-DDetails, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of ro siona engineeringresponsibility solely for the design shown. The sumability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2. 8801 Folsom Blvd.,Suite 107 For more information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:W W N.ipinsi.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.or1 Sacramento,CA 95826 Gable Stud Reinforcement Detail ASCE 7-101 120 mph 'Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or' 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or' 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 'L' Brace s (D 2x4 'L' Brace s (2) 2x4 'L' Brace ss (1) 2x6 'L' Brace s (2) 2x6 'L' Brace in Bracing Group Species and Grades' Gable Vertical No GroupAi Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B p g Borate-Phe-Fir Hwa-Fir '�") #1 / #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' 01 / *2 Standard 02 Stud U S P F #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 I *3 iStandard O O H F Stud 4' 4' 7' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' Douglas Fk-Larch Southern Phess' HF Standard 4' 4' 6' 2' 6' 7' 8' 2' 8' 9' 10' 10' 11' 4' 12' 10' 13' 9' 14' 0' 14' 0' *3 *3 Q) P #1 4' 10' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Stud Stud J S #2 4' 7' 7' 10' 8' 1' 9' 3 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' ( Standard Standard #3 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' N TiFL Stud 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' 14' 0' Group BI d Standard 4' 4' 5' 9' 6' 1' 7' 7' 8' 2' 10' 4' 11' 1' 11' 11' 12' 10' 14' 0' Hr 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' SP F Hem-Fi 6 Btr#3 5' 0' 8' 10' 9' 3' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' C1 L LJ H F Stud 5' 0' 8' 9' 9' 2' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' HF Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' s Fir-Larch • her U-,.., n Pineal*, #1 5' • 6' 9' 1' 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 5' 1' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRB (Stress-Rated Board). Stud 5' 0' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' ws.vor 1x4 So. Pine use only Industrial 55 or ' �-t DFL Standard 5' 0' 7' 0' I 7' 5' 9' 4' 10' 0' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Indusstrily45�Stress-Rated these Boards. s up B #1 / #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' d SPF #3 5' 6' 9' 8' 10' 1' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes' U HF Stud 5' 6' 9' 8' 10' 1' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion Is L/240. Standard 5' 6' 8' 8' 9' 3' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uptft connections for 70 ptf 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). SP #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load frau 4' 0' ooh s d with 2' 0' overhang, or 12' plywood N #3 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' r--1 DFL Stud 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 6' 8' 1' 8' 7' 10' 9' 11' 6' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Synn r Attach 'L' braces with 10d (0.128'x3.0' min) nails. About I` BE For (1) 'L' bracer space nails at 2' ac. TII )1 h 18' end zones and 4' oz. between zones. 1 �B� 31E 31EFor (2) V braces' spore nails at 3' oz. Oingonal brace optbra 1--77,111101, h 18' end zones and 6' ac. between zones. ■ web vertical length nay be 18' )1( iN4,� 'L' bracing must be a mblhur of 80X of doubled when diagonal , member length. -. . brace Is used. Connect diagonal brace for 385= PX4WL ' ■L' r.* Gable Vertical Plate Sizes at each end Max web Br i� NW �' Vertical Length No Splice total length Is 14'. : Less than 4' 0' 1X4 or 2X3 d tl : Greater than 4' 0',but2X4 bettererallygonalT less than 11' 6' brace phple Greater than 11' 6' 3X4 Vertical len th shown 18' NE J JIn table above. or double'cut + Refer to common truss design for Cos aho�►riD at �1\ L_ 1 f7 ■ ■ ■�� •■ .•• peak, splice, and heel plates. 11 / / / / Allnuous Be 4* Refer to the Building Designer for conditions Connect dawn* at '� w D _PC e�, ' t� not addressed by this detail. midpoint of vertical web. Refer to chart above for max •- - e. a VARNplrImil A,.falaw ALL NOTES Oil TRIS BRAVING `g GiNF IO REF ASCE7-10-GAB12030 s TANTem S CS,N BRAVING TO ILL CONTRACTORS MUSING THE Be>;esuEss G 83294PE41 y, DATE 10/01/14 Trusses require extreme care In tap,handing, 'Installing and brads. Refer ts and 14 follow the latest edtion of SCSI Component Safety Information,by TP[and SSW for safety — anw prier to performing these Dn■taaers shall P'a�e per SCSL it / DRWG A12030ENC101014 p noted of eerMsa,tap chord have property attached sbr+cMal lateral restraint oP webs iii shall have a properly attached Lo n ii afar Per eneAtgppl plates set Pap ONE Refer into. 16 A-Z d per y . �/�1 oP tSheillruss and�tbn as darn and on the Joint Dallas. ideas noted apurwbe. Refer to ora IboAT for sandvil plate peed for an deviation from OREGON Alpine,a dMnion of re bad he truss i e. Inc.shall not SLbe resp,orfsible AX. •TOT. LD. 60 PSF A14 B1WCIDMPMINy this drawing,any failure to bulls the truss h asaRarrwnu amfi Ai1Si/TPI L Par Mr dlMq sliming, eF Installation I brndng of trusses. `Z/LY 14.-ath ,) AAsseeall an this d aatig or cover listinngg for Woe deem this drawing,Indicates acceptor=of Professional 4v. Par"-any s3=Itili t retIn solely W of the w snow ONSI/1PThe suitability and PII I��drawing �8en Tar . 13389 Lakeport Drive far more I format on see etds,loos general rums ppooqq end t)nese web sten MAX. SPACING 24.0' Earth City,MO 63045 ALPDO www.alpNNtwcoms TPD ews tphrtargi SPCA'wew.sbcYd+sery.a'W ICG eewJccsaPe oy w yAlsnlwin 01/3i/2019 a ASCEt 7-10: 120 mph, 30' Mean Height, Closed, Exposure C Common Resic1ential Gable End Wind Bracing Requirements - Stiffeners 120 mph, 30ft. Mean Hgt, ASE 7-10, Enclosed, Exp C, or H Less than 4'6' - no stud bracing required 100 mph, 30ft, Mean Hgt, ASE 7-10, Enclosed, Exp D, or 100 mph, 30ft. Mean Hgt, ASE 7-10, Part. Enclosed, Exp C, H Greater than 4'6' to 7'6' In length Kzt = 1.00, Wind TC DL=5,0 f, Wind BC DL=5.0 psf. provide a 2x6 stiffback at mid-height and brace stiffback Lateral chord bracing requirements to roof' diaphragm every 6'0' (see detail below or Tory Continuous roof sheathing refer to DRWG A12030ENC101014), Bot; Continuous ceiling diallIhragm H Greater than 7'6' to 12'0' max; provide a 2x6 stiffback at mid-height and brace See Engineer's sealed desin referencing this detail to roof' diaphragm every 4'0" (see detail below or for lumber, plates, and oth r Information not shown refer to DRWG A12030ENC101014), on this detail. Optional 2x L-reinforcement attached Nailsi lOd box or gun (0.128' 3',min) nails. to stiffback with 10d box or gun (0.128' x 3', min.) nails @ 6' o.c. I Pi 2X4 Blocking nailed to 45° sheathing and �� each truss ilikb . 111 ♦ H y►,, M ®_®_®SII I ill2X4 DF-L 2 - -H/2 or better diagonal b ace.Attforach 560#ahh end NE 64 iiiiiiii ■12.111. ImitimmLimmis11` k k imimilimammiLima.i ontinuous Bearing - 2x6 #2 Stiffback ' attached to each Stud w/ (4) 10d box or un (0.123' X 3', min.) nails. op PROF$. s Trusses tiausHEINGe'v b. handlin4.1-NOTES WI g. a ui 'rgt msTling and ,"ms & 0.0"N'FF,p s�0ir REF GE WHALER follow the asst of DCSI Milne Component Safety Information,by m and BDCA)for safety �/ 83294PE D — practfcww to tap these fnsneua,s, wtauere shall provkle per PCSy Refer to ond / DATE 10/01/14 ge U ll have a ,d chmrrypl1d� �� N,attached pernonent lateral'malleable. ton a DRWG GABRST101014 s� odr3 property per ICSI one ons N.B77oor m10.as'� MW P.=to.Q&foci A L P O►N C RReefer to db� ...n above and an the Joint Uetsew.°minion otsd ate. 2 far siondord plate positions, AN RWGOMMNY 'WpI1e °dWlMon of Cpwa/.Ms Group Ina shoo not be respansble far en devpibn Fran OREGON this drowhy,any f to Wld the truss hr wrfornenee Mtn ANSVTPI I,or for hmwerrq,stibpOp, Installation I 6rodng trusses. 13 A neat an this or cover page listing this drawly,Ideates acceptance of professional (j 'Ztr t4,s0a° AX. T❑T, LD, 60 PSF far any le solely for the designshown The siAta601ty and use or this droop @11 Tar...� 13389 Lakefront Drive �� n t,of Inc luldly DnlprNr per ANSVTPI t Seca, 8 Earth City,MO 63045 for tan use this Job's general notes pope cud then web sit" ALPm°www '°°"TPO www.tph"ta�y Mb www•sbcYMustry.ora ICC.uvUccsaharw Ranswal 8/2012020 MAX. SPACING l/1/S 1/ZOlY Gable Detail For Let-In 'Verticals Gable Truss Plate Sizes Refer to appropriate Alpine gable detail for syn. O minimum plate sizes for vertical studs. Pi ©Refer to Engineered truss design for peak, 11' °11 spike, web, and heel plates. O ®If gable vertical plates overlap, use a single plate that covers the total area of the overlapped plates to span the web. 0 O Example 2X4 © 2X4 2X8 'T' Reinforcement Attachment Detail 'T' Reinforcing K' Reinforcing Member Member illitiAihilliiiico Toe-Hall - Dr - XEnd.naL O Cl. To convert from 'L' to 'T' reinforcing members, multiply 'T' increase by length (based on •rovide connectlons for uplift specified on the engineered truss design. appropriate Alpine gable detail). ttach each 'T' reinforcing member with Maximum allowable 'T' reinforced gable vertical nd d Common (0.148'x length Is 14' from top to bottom chord. � (43.',d bottomNailchords.4' o.c. plus (4) nails in the top and 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Shea oenated Nnllsx loci common Co.148'x3',min) Toenails at 4• o.c. plus Web Length Increase w/ 'T' Brace % (4) toenails In the top and bottomchords. 'T' Relnf. 'T' III:" Isdetalto be used with the appropriate Alpine gable detail for ASCEMbr. Size Increase 'T' wind load2x4 30 % RelnforcbngMember Examplex 2x6 1 ASCE7-OS Gable Detail Drawings A13015051014, A12015051014, A11015051014. A10015051014, A14015051014, 20 X ASCE 7-10 Wind Speed = 120 mph A13030051014, A12030051014, A11030051014, A10030051014, A14030051014Mean Roof Height 30 ft, Kzt = 1.00 ailsASCE 7-10 5 ASCE 7-16 Gable Detail Drawings Gable Vertical = 24'o c. SP #3 TCruss Sped At •T' Member Size = 2x4 . A11515ENC100118, A12015ENC100118, A34015ENC100118, A16015ENC100118, Reinforcing A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100116, 'T' Brace Increase (From Above) 30% 1.30 A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, (1) 2x4 'L' Brace Length = 8' 7' A18030ENC100118, A2 100118, A20030END100118, A20030PED100118, Maximum 'T' Reinforced Gable Vertical Length 511515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, 1.30 x 8' 7' = 11' 2' S18015ENC100118, S20015ENC100118, S20015END100118, S20015PED100118, e 1 511530ENC100118, 512030ENC100118, 514030ENC100118, 516030ENC100118, 4 � .i . S18030ENC100118, S20030ENC100118, S20030END100118, S20030PED100118 A i 1 I See appropriate Alpine gable detail for maximum unreinforced gable vertical length. Ceiling ��O PROp1 ..vnuosw Aell REIM ALL MOTES CBI MIS BRAVING 5 �GINF� b/O REF LET-IN VERT miDIFE RTANTw FURNISH NISH BRAVOS TO ALL CO MIACTatS INCUMDIf TME DISTALLERS. Trusses require extreme care In pebrlo ting,handing. Installing and braclnp. Refer to and 88294PE 1 DATE 01/02/2018 follow the latest edbon of ICSI 0 Component Safety Info ratbn,by TP[and RICA)for safety /. flus arya•to PerPo opilM these mneuong. Datalers sial Profit Per' n ,411164, bAel o ,properly tae ed rigid no ecatIo Y shown o perm,. ,latera restraint bottom chord DRWG GBLLETIN0118 ft steal haw a sting lY attadwd BST dwctlo Lip.Bt 7 or 110,as osw t resMht eP eebs (1---,��f\1 CS owl have bracing „lr n as s per lectfooniws unless y tes to each faa of Muss and cpiong installed all Blaen above and an the Joint 110,Details,va.ss^°ted apwrebe. Refer to drawings 160A-2 for stardad plate positions. Abbe,a division of ITV lulling eaaawnte Imp Inc.shall not be responsible for my deviation from OREGON A N ITV/COMPAW PM drawing,any failure to bad the truss In°. ornonee.1Ih AMSVTPI 1,or for haiMbm.shlppbnp, �!l _ AX. TOT. LD. 60 PSF A seal on thisdrawing g listing Yb drawing.Indicates aewptana of P'e�aal N(� nto,14,26 0 13723 Riverpon Drive for s x OM a DesgN ,I�11 SSe 8ae��Tar DUR. FAC. ANY Suite 200 for„�,� a,,,,eo„see*0* gra general notes page and these web sites MAX. SPACING 24.0' Maryland Heights.MO 63043 pappp sssalpieltamnl wit awetpMtargj MAI weiwa xtllstryorgl ICO m cuofe.org oevval.p030I81410 01/31/2019 Gable Stud Reinforcement Detail for Stucco Cladding ASCE 7-101 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or. 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or. 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 r 2x4 Gable Vertical Braceiiir. (1) 1x4 'L' Brace s (1) 2x4 'L' Brace r (2) 2x4 'L' Brace as (1) 2x6 'L' Brace is (2) 2x6 'L' Brace InBracing Group Species and Grades' S Spacing Species Grade Br es 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 0' 6' 10' 7' 1' 8' 1' 8' 4' 9' 7' 10' 0' 12' 8' 13' 1' 14' 0' 14' 0' e1 P rd Nen-Fir SPF #3 3 10' 6' 9' 7' 0' 7' 11' 8' 3' 9' 6' 9' 10' 12' 6' 12' 11' 14' 0' 14' 0' I 03 I Stud I .3 Standard CD U Stud 3 10' 6' 9' 7' 0' 7' 11' 8' 3' 9' 6' 9' 10' 12' 6' 12' 11' 14' 0' 14' 0' o HF Standard 3 10' 6' 2' 6' 7' 7' 11' 8' 3' 9' 6' 9' 10' 12' 6' 12' 11' 14' 0' 14' 0' �+olas Fir-Larch Southern Pinnies #14 2' 6' 11' 7' 2' 8' 2' 8' 6' 9' 8' 10' 1' 12' 9' 13' 3' 14' 0' 14' 0' R3 *3 I J SP a3 ° 4 0' 6' 10' 7' 1' 8' 1' 8' 4' 9' 7' 10' 0' 12' 8' 13' 1' 14' 0' 14' 0' �'d sa,a 3/11' 6' 6' 6' 11' 8' 0' 8' 4' 9' 6' 9' 11' 12' 7' 13' 0' 14' 0' 14' 0' Standard I Stnr.awrd d cu DFL Stud3/11' 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 Bt U #1 #2 'r / 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Hen-Fir S P F # Bir3 4' 4' 7' 8' 8' 1' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' in S B L SPF. F Stud 4',4' 7' 8' 8' 0' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' 01 0) 0 Standard 4' 4' 7' 6' 8' 0' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' #1 4'r 10' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' ns Fr-Larch Southern Phesss S P #2 4'�"7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' © I sz *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). Cu DFL Stud4' 6' 7' 9' 8' 0' 9' 2' 9' 6' 10' 11' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' wseFor•1x4 So.Phe use only Industrial 55 ar 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'w1' 8' 7' 8' 11' 10' 2' 10' 6' 11' 0' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' values may 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' L7 U- HF Stud ,*10' 8' 6' 8' 9' 10' 0' 10' 5' 11' 11' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' Vind Load deflection criterion Is L/36a 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 Of over X S P #1 5' 3' 8' 9' 9' 0' 10' 3' 10' 8' 12' 2' 12' 8' 14' 0' 14' 0' 14' 01 14' 0' continuous bearing(5 psf TC Dead Load). d r #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' outlooker,s 83 4'111' 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 I2'plywood overhang. X 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' 0' 8' 1' 8' 7' 10' 0' 10' 5' 11'` 11' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' X Syron Attach'L'braces with IOd(0128'x3A'min) raps, About / �Gaide Trios ! 4 31( For(1) 'L' brace, space naps at 2' o.e �0•i� h 18'end zones and o,c. between zones. Diagonal brace option **For(2)'L' braces space raps at 3'oe vertical length nay be 11114 h 18'end zones and 6'me.between zones. doubled when diagonal ;� brace Is used. Connect 'L'bracing oust be a mhbaw of 80X of web dlogoral brace for 38511 'L' Jnenber lengthat each end, Max web '`total length is 14/ Bracet,� Gable Vertical Plate Sizes 2x4 DF{ 02 o• �� Vertical Length No Slice Less than 4' 0' 1X4 or 2X3 Vertical length shown �bracei nl Granter #aro 4'0',bu! 2X4 h table above, • or doubly cut less than 11'6' 4 Greater than 11' 6' 3X4 (as shown)at i upper end. ■ iaIIII ,�•,�` +Refer to common trop design for ' arO'i'a.■ cv1 peak, splice, and heel plates. Connect dinpor.a at onthuous BenrI g • Refer to the Hotel Des ... midpoint of vertical web. "*".1`... rate Designer far conditions Refer to chart above for max ga• - ,_ tin not addressed by this leap. e.VAaOaw WAD NO FOLLOW ALL NOTES OI THIS DMVIne ♦wast TNS DMS TO sis,acognacs es D"x"°°anE Dar rsfa to and 54'7 1N SSS REF ASCE7-10-GAB12030 Trusses require care b.fabric. Safety L.p, aT /� fallow apr t4=slatetest d .."...,arcKq tl.eseSCSI o"p°'fv.ctbnseaw0usr•twtiaars• diets pwpr m e�'md`p b�leA.)� safety C7� /t1G �lCi' Oi% DATE 8/3/15 Uyeu noted •- p third dap have property attaehed struety xshTh 0 and bottom d.aM �/ V 83294PE y r sap have a • .. attache/1 r Acid a=nalirtkno 510,asor pernanent Enteral nsproht of webs ,{ ,,,,..- A DRWG S12030ENC100815 I P 0 .[ sa0 uss - NCS! apd�n 11po1y Plates b eneh face \V� Re toss and as slaw.above end an tM Joint Detals.uriess`leroted oiherMw. wafer te drndrge' Z fHa.�rdsteryard plate Cpeswons. AN Invcom)IAtiy thbr I4.9 Mi r.oonfonps,ceshall dp.MISSVTPI~ oporaneV•dation Iron installation I oftrusses TOT. LD. 60 PSF A seal on ads • or cover Wing tills drawing.Indicates acceptance of pr•ofesdwr OREGON 13723 Rivsrpon Drive •anys'daty for the:ix shown The e/h6dlfy wry yaw of yds y e 0udro 6atgrwr ver ANSI/TP[I Sx2 *wiry `t/Ly 14,god MarylandALPINE.Heights,M063043 For InornaM see this job's general rates and there web sits. �O "PIE. • teaaw TPI.ww` SIMtpe.storgi Swww•,b st<yar.a MO IMILICCIIIIVAIrg ''4111 T to MAX. SPACING 24.0' Renewal 8130//2020 01/31/2019 Gable Stud Reinforcement Detail ASCE 7-101 120 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 Om 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 'L' Brace a (1) 2x4 'L' Brace s (2) 2x4 'L' Brace we (1) 2x6 'L' Brace a (2) 2x6 2' Brace aw Bracing Group Species and Grades' Gable Vertical No Grou A! Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B P Sspruce-Pine-Fr Hen-Fr 'F') #1 / #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' *1 *2 Standard *2 Stud U S P r #3 4' 7' 7' 9' 8' 3' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' s3 Stud *3 Standard rn • O H F Stud 4' 7' 7' 8' 8' 2' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' • , ,s Fr-Larch Southern Pineals Standard 4' 7' 6' 7' 7' 0' 8' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' ® e3 CI) #1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' ® Stud —1 SP #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard Standard �- #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' CU DFL Stud 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' Group BI -;-i Standard 4' 7' 6' 2' 6' 7' 8' 2' 8' 9' 11' 1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' U r #1 / #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' Hen-Fir ft" I - S {r P r #3 5' 3' 9' 3' 9' 9' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Hen I *1 L U HF Stud 5' 3' 9' 3' 9' 7' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 3' 8' 1' 8' 7' 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' as Fr-Larch ••ut® \� #1 5' 9' 9' 6' 9' 10' 11' 3' 11' 8' 13' 4' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' MINNME/ S P #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 01 .--I D FL #3 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRB (Stress-Rated Board>. Stud 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' awaFor 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 Hoards.Group e —' values May be used with these grades. #1 / #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' - cf SPP #3 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes! 13 U Stud 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion is L/240. H F 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 o #1 6' 4' 10' 6' 10' 10' 12' 4' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing(5 psf TC Dead Load). S P #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 fron 4' 0' outlookers CSwith 2' 0' overhang, or 12' plywood overhang. fti #3 5' 11' 9' 10' ! 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' D F L Stud 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 9' 8' 8' 9' 3' 11' 7' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Attach 'L' braces with lOd(0.128'x30• min)Halls• symm About * For (1) 'L' bracer space nails at 2' ac. �, in18' end zones and 4' as between zones. 1 'll' 111 3:K. ) 'L'zand Host be a ninawn of 80X of web 18' 1V Merdxer length. doubledei whene . Connectonn! L 4 brace Is used. Pr ') 'L,diagonal brace for 335e rGable Vertical Plate Sizes at each end. Max web Br cq a 1, Vertical Length No Splice total length Is 14'. � #ESE 5 Less than 4' 0' 1X4 or 2X3 2x4 DF- #2 or Greater than 4' 0',but 2X4 better gonnl r less than 11' 6' brace)Iflnple 18' NE Greater than 11' 6' 3X4 Vertical length shownor double cut ii L_ + Refer to common truss design for In table above. r 43• (as shoeA) at f1 fl (1 n Cr [1 upper end LI 4 U U[�,I I,I U 1 U I 1 peak, splice, and heel plates. / / / / ,Aontttuous Hearing ,, - ' eF / / Refer to the BuRdi g Designer for conditions Connect *moon° at '� tt not addressed by this detaR. midpoint of vertical web. Refer to chart above for Max , 1K- - � � Ms p-.ov ALL,OTE,al nes is alsrr w 1 N FF e REF ASCE7-10-GAB12015 aB5 TAMTr-FuaaaH DIw1VDIB TD fLL CDMTRACTDRS D(GJRRMD TIE DaTALLERS. 83294PE DATE 10/01/14 Trusses require etrene care h f tin}handing,Thimble,Y libg and brad"e' Refer to and follow the latest edition of SCSI Component Safit inrarnaMal,by WI and SOCA)for s fety 1� p-or to perfarw ig they Installers shall proddt cYp Per DCSL proctice ouerwie tw derd have pr'eperly attaded atn•uctlrat.hell rd dalton derd DRUG A12015ENC101014 r2�y lshhallll have a properly attached Loc tb s shown for pernonent laplyteral restralrt of webs A N L= sing,iay. hstslled per N B7 or 810,as a 4.5w o dot platys to each.aa 0o truss and as,brio and an the Joint Details,unless noted otherwise. Refer to dna s 16CA-Z for stwidertd plate pashtlon,. OREGON stag,a division of ITV sowing Components group Inc.shall not be rasponside for°n devl tiOn from AN RWC0fAfANY tiny draww+tg,any failure to build the truss In osnfornance aANSI/TPI 1.or for shi phi I nfLy 14,2ada 0 AX. TOT. LD. 60 PSF In5AA seal onresponsibilitya dna .g Any for dtruism pege iose Wsshodrawing.Indicates acceptance of professional It for any_ si.uc reie s the responsibilityof the O O An The suite/WV SI droving or tits ell Tar 13389 Lakefront Drive For more Incarnation se urs J�4 general note.page and these web sites Renewal 613012020 MAX, SPACING 24.0' • j Earth City,MO 63045 µpDEr wenlpbeltw.caw TPp rww.tpins6apl SROM www•+bdnawMAm'W RX?wnlocsahan'g 01/31/2017 1