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2603-3 Truss Specs Pagel of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP Al GABLE 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 17:59:49 2013 Page 1 I D:u rGetCvy IvM M bAo7q LAI DTyLJpo-mn7tazawFquVJZOwAaF3td RI8?OaOapWaj94b9ys6fu -1-6-0 14-0-0 27-10-8 1-0-0 14-0-0 i 13-10-8 12 _ 13 14 Scale=1:54.8 10 5.00 F12 g 15 8 1641 7 17 6 18 5 T T T T 19 4 T T T T 20 %It T T T T T T T T ST?1 22 2 1 L LLL- 3x4= 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 5x5= 27-10-8 27-10-8 Plate Offsets(X,Y):[12:0-2-0,Edge],[30:0-2-8,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) 0.00 1 n/r 120 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.00 1 n/r 90 BCDL 8.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 22 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:135 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or6-M oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation g uide. REACTIONS All bearings 27-10-8. (Ib)- Max Horz2=84(LC 10) Max Uplift All uplift 100 lb or less at joint(s)2,40,39,38,37,36,35,34,33,30,29,28,27,26,25,24,23 Max Grav All reactions 250 lb or less at joint(s)22,2,40,39,38,37,36,35,34,33,32,31,30,29,28,27,26,25,24,23 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (15) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,40,39,38,37,36,35,34,33,30,29,28, 27,26,25,24,23. 12)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 14)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 15)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard Y 1� t� A$H� 1 W i 4964 {(V acs' GIST ti 901404 Ejhjrbrmtjhof a cz,Uf ss M Qpx f mFOF/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ti CO.INC. Page 2 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP A2 COMMON 3 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 17:59:50 2013 Page 1 I D:u rGetCvy IvM M bAo7q LAI DTyLJpo-E_hFol bY080Mxib6kl ml Ogzl g PZW7xofpMvd8bys6ft -1-6-0 73-14 14-0-0 20-8-2 27-10-8 1-0-0 73-14 6-0-2 6-0-2 7-2-6 Scale:1/4"=1' 4x5= 4 5.00 F12 2x4 O 10 11 2x4 3 5 1 6 2 1 131 Lij B2 9 12 13 8 7 4x5= 3x4= 3x5= 3x4= 3x6 9-9-7 18-2-9 27-10-8 9-9-7 85-3 9-7-15 Plate Offsets(X,Y):[2:0-1-10,Edge],[6:0-1-8,0-1-8],[7:0-1-12,0-1-8],[9:0-1-12,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.24 7-9 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.73 Vert(TL) -0.50 6-7 >656 240 TCDL 8.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.09 6 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:95 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation g uide. REACTIONS (lb/size) 6=966/Mechanical,2=1064/0-5-8 (min.0-2-0) Max Horz2=84(LC 10) Max Uplift6=-84(LC 11),2=-11O(LC 10) Max Grav6=1096(LC 2),2=1217(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2201/176,3-10=-1882/131,4-10=-1785/154,4-11=-1793/158,5-11=-1890/136,55=-2190/181 BOT CHORD 2-9=-178/1944,9-12=-38/1298,12-13=-38/1298,8-13=-38/1298,7-8=-38/1298,6-7=-113/1952 WEBS 4-7=-66/683,5-7=-539/164,4-9=-61/658,3-9=-522/162 NOTES (12) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except Qt=1b)2=110. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1� t� A$H� r W 0969 acs' GIST ti 901404 Ejhjrbrmtjhof a cz,Uf ss M Qpx f mFOF/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ti CO.INC. Page 3 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP A2A COMMON 2 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 17:59:51 2013 Page 1 I D:u rGetCvy IvM M bAo7q LAI DTyLJpo-iAEd?ecAn RBDZsAI H?HXy2WSAotnsl Cp 10eBg 1 ys6fs 7-3-14 14-0-0 1 20-8-2 1 27-10-8 1-0-0 73-14 6-0-2 6-0-2 7-2-6 3x5= Scale=1:52.3 5 3x6 3x6 6 5.00 F12 4 2x4 O 18 19 2x4 3 7 F.A.y_?�ATFORM 1 8 2 2x4= 2x4 2x4= 1 11 20 21 10 9 4x5= 3x4= 2x4 II 4x7= 3x4= 3x7 2x4 11 9-9-7 1&o-0 1 SO-0 18-2-9 27-10-8 9-9-7 3-2-9 2-0-0 3-2-9 9-7-15 Plate Offsets(X,Y):[2:0-1-14,Edge],[4:0-1 A,0-1-8],[5:0-2-8,Edge],[6:0-1A,0-1-8],[8:0-1-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.47 8-9 >705 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.85 Vert(TL) -0.63 8-9 >525 240 TCDL 8.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.09 8 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:106 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud`Except` MiTek recommends that Stabilizers and required cross bracing be installed W3:2x4 HF No.2 during truss erection,in accordance with Stabilizer Installation g uide. REACTIONS (lb/size) 8=1012/Mechanical,2=1110/0-5-8 (min.0-2-3) Max Horz2=84(LC 10) Max Uplift8=-97(LC 11),2=-122(LC 10) Max Grav8=1199(LC 2),2=1320(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2464/197,3-18=-2172/152,4-18=-2102/165,4-5=-293/60,5-6=-285/58,6-19=-2112/171, 7-19=-2187/158,7-8=-2486/205 BOT CHORD 2-11=-197/2177,11-20=-79/1766,20-21=-79/1766,10-21=-79/1766,9-10=-79/1766,8-9=-134/2203 WEBS 6-9=-57/643,7-9=-518/164,4-11=-51/610,3-11=-482/158,4-6=-1526/125 NOTES (13) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8 except Qt=1b)2=122. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/­PI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)100 lb down and 12 lb up at 15-0-0,and 100 lb down and 12 lb up at 13-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Y Uniform Loads(plf) 3 Vert:1-5=-53,5-8=-53,2-8=-14 Concentrated Loads(lb) 9 s�/ Vert:20=-84 21=-84 i W i 4964 {(V acs' GIST ti 901404 Ejhjrbrmtjhof a cz,Uf ss M Qpx f mFOF/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ti CO.INC. Page 4 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP A3 COMMON 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 17:59:51 2013 Page 1 I D:u rGetCvy IvM M bAo7q LAI DTyLJpo-iAEd?ecAn RBDZsAI H?HXy2WSFotosl Dp 10eBg 1 ys6fs -1-6-0 73-14 14-0-0 20-8-2 28-0-0 1-0-0 73-14 6-0-2 6-0-2 73-14 3x5= Scale=1:52.4 5 3x6 3x6 6 5.00 F12 4 2x4 O 18 19 2x4 3 7 F.A.y_?�ATFORM 1 8 2 2x4= 2x4 2x4= 1 11 20 21 10 9 4x5 3x4= 2x4 II 4x7= 3x4= 4x5 2x4 I I 9-9-7 1&o-0 1 SO-0 18-2-9 28-0-0 9-9-7 3-2-9 2-0-0 3-2-9 9-9-7 Plate Offsets(X,Y):[2:0-4-4,0-2-0],[4:0-1-4,0-1-0],[5:0-2-0,Edge],[6:0-1-4,0-1-8],[8:OAA,0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.47 8-9 >708 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.85 Vert(TL) -0.62 8-9 >530 240 TCDL 8.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.09 8 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:107 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud`Except` MiTek recommends that Stabilizers and required cross bracing be installed W3:2x4 HF No.2 during truss erection,in accordance with Stabilizer Installation g uide. REACTIONS (lb/size) 8=1011/0-5-8 (min.0-2-0),2=1109/0-5-8 (min.0-2-3) Max Horz2=84(LC 10) Max Uplift8=-96(LC 11),2=-122(LC 10) Max Grav8=1198(LC 2),2=1319(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2462/197,3-18=-2170/152,4-18=-2099/165,4-5=-292/59,5-0=-285/58,6-19=-2108/170, 7-19=-2182/158,7-8=-2480/204 BOT CHORD 2-11=-197/2175,11-20=-79/1764,20-21=-79/1764,10-21=-79/1764,9-10=-79/1764,8-9=-134/2196 WEBS 6-9=-57/640,7-9=-514/163,4-11=-51/610,3-11=-482/158,4-0=-1523/125 NOTES (12) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8 except Qt=1b)2=122. 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)100 lb down and 12 lb up at 15-0-0,and 100 lb down and 12 lb up at 13-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Y Vert:1-5=-53,5-8=-54,2-8=-14 3 �� Concentrated Loads(lb) Vert:20=-84 21=-84 9 sFI/ L i' W i 4964 {(V acs' GIST ti 901404 Ejhjxbrmtjhof a cz,Uf ss M Qpx f mFOF/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ti CO.INC. Page 5 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP A4 COMMON 3 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 17:59:52 2013 Page 1 1D:urGetCvylvMMbAo7gLAIDTyLJpo AMoOC_doYIG4A01VrjomVF3eDCD?blXyGgOkCTys6fr 73-14 1 14-0-0 1 20-8-2 1 28-0-0 1 zs-s-0 1-0-0 73-14 6-0-2 6-0-2 73-14 3x5= Scale=1:52.5 5 3x6 3x6 6 5.00 F12 4 2x4 19 20 2x4 3 7 F.A.y_?�ATFORM 1 2 2x4= 2x4 11 2x4= 8 1 9 12 21 22 11 10 4x5= 3x4= 2x4 11 4x7= 3x4= 4x5= 2x4 I I 9-9-7 1&o-0 1 SO-0 18-2-9 28-0-0 9-9-7 3-2-9 2-0-0 3-2-9 9-9-7 Plate Offsets(X,Y):[2:0-1-14,Edge],[4:0-1 A,0-1-8],[5:0-2-8,Edge],[6:0-1 A,0-1-0],[8:0-1-14,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.46 12 >725 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.86 Vert(TL) -0.61 10-12 >541 240 TCDL 8.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.09 8 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:109 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2A-0 oc purlins. BOT CHORD 2x4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud`Except` MiTek recommends that Stabilizers and required cross bracing be installed W3:2x4 HF No.2 during truss erection,in accordance with Stabilizer Installation g uide. REACTIONS (lb/size) 2=1106/0-5-8 (min.0-2-3),8=1106/0-5-8 (min.0-2-3) Max Horz2=77(LC 14) Max Uplift2=-122(LC 10),8=-122(LC 11) Max Grav2=1316(LC 2),8=1316(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2453/197,3-19=-2160/152,4-19=-2089/164,4-5=-287/58,5-0=-287/58,6-20=-2089/164, 7-20=-2160/152,7-8=-2453/197 BOT CHORD 2-12=-189/2168,12-21=-71/1753,21-22=-71/1753,11-22=-71/1753,10-11=-71/1753,8-10=-112/2168 WEBS 6-10=-52/619,7-10=A96/159,4-12=-52/619,3-12=-496/159,4-6=-1516/123 NOTES (12) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except O=1b)2=122,8=122. 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)100 lb down and 12 lb up at 15-0-0,and 100 lb down and 12 lb up at 13-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Y Vert:1-5=-53,5-9=-53,2-8=-14 3 �� Concentrated Loads(lb) Vert:21=-84 22=-84 9 sFI/ L i' W i 4964 {(V acs' GIST ti 901404 Ejhjxbrmtjhof a cz,Uf ss M Qpx f mFOF/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ti CO.INC. Page 6 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP A5 COMMON 4 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 17:59:52 2013 Page 1 1D:urGetCvylvMMbAo7gLAIDTyLJpo AMoOC_doYIG4A01VrjomVF3eACF4brLyGgOkCTys6fr -1-6-0 73-14 14-0-0 20-8-2 27-9-0 1-0-0 73-14 6-0-2 6-0-2 7-0-14 Scale:1/4"=1' 4x5= 4 5.00 F12 2x4 O 10 11 2x4 3 5 1 6 2 1 B1 EE B2 9 12 13 8 7 4x5= 3x4= 3x5= 3x4= 4x5= 9-9-7 18-2-9 27-9-0 9-9-7 85-3 95-7 Plate Offsets(X,Y):[2:0-1-10,Edge],[7:0-1-12,0-1-8],[9:0-1-12,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.24 7-9 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.72 Vert(TL) -0.50 2-9 >657 240 TCDL 8.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.09 6 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:95 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation g uide. REACTIONS (lb/size) 6=965/Mechanical,2=1063/0-5-8 (min.0-2-0) Max Horz2=84(LC 10) Max Uplift6=-84(LC 11),2=-11O(LC 10) Max Grav6=1094(LC 2),2=1215(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2197/176,3-10=-1878/131,4-10=-1781/153,4-11=-1785/158,5-11=-1882/135,55=-2179/180 BOT CHORD 2-9=-178/1940,9-12=-37/1294,12-13=-37/1294,8-13=-37/1294,7-8=-37/1294,6-7=-112/1940 WEBS 4-7=-66/677,5-7=-533/163,4-9=-61/658,3-9=-521/162 NOTES (12) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except Qt=1b)2=110. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/­PI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1� t� A$H� r W 0969 acs' GIST ti 901404 Ejhjrbrmtjhof a cz,Uf ss M Qpx f mFOF/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ti CO.INC. Page 7 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP A6 GABLE 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 17:59:53 2013 Page 1 I D:u rGetCvy IvM M bAo7q LAI DTyLJpo-eZM OQKd RJ3OxoAKh PQJ?1 Tb_7clV KNo6VK7H kwys6fq -1-6-0 14-0-0 27-9-0 1-0-0 14-0-0 13-9-0 3x4= Scale=1:50.4 11 12 13 10 14 5.00 F12 9 15 8 1641 7 17 6 18 5 T D T 3 19 4 T cT7 T T T T 20 $T T T T T T�1 T T T T 22 2 H H - j —LB-8—H 1 3x4= 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 5x5= 27-9-0 27-9-0 Plate Offsets(X,Y):[12:0-2-0,Edge],[30:0-2-8,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) 0.00 1 n/r 120 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.00 1 n/r 90 BCDL 8.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 22 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:135 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or6-M oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation g uide. REACTIONS All bearings 27-7-8. (Ib)- Max Horz2=84(LC 10) Max Uplift All uplift 100 lb or less at joint(s)2,40,39,38,37,36,35,34,33,30,29,28,27,26,25,24,23 Max Grav All reactions 250 lb or less at joint(s)22,2,40,39,38,37,36,35,34,33,32,31,30,29,28,27,26,25,24,23 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (15) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 14-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,40,39,38,37,36,35,34,33,30,29,28, 27,26,25,24,23. 11)Non Standard bearing condition. Review required. 12)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 14)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 15)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard Y 1� t� A$H� 1 W i 4964 {(V acs' GIST ti 901404 Ejhjrbrmtjhof a cz,Uf ss M Qpx f mFOF/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ti CO.INC. Page 8 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP A7 SCISSORS 6 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 17:59:54 2013 Page 1 I D:u rGetCvy IvM M bAo7q LAI DTyLJpo31wmdge34M WoQKutzBq Eag8y30tL3dyFj_trHMys6fp 7-0-13 1 14-0-0 1 20-3-3 1 27-9-0 15-0 7-0-13 63-3 63-3 75-13 ' Scale=1:48.8 4x5 11 4 5.00 12 3x4 15 16 3x4 3 5 N 8 5X9— 2M 11 9 1-6 0 7 N 6 2 2X4 11 2X4 1 F1 4x7: 2.50 F1 2 2x4 I I 2x4 1 3x8 13-9-0 2x4 11 i i 7-0-13 14-0-0 20-3-0 27-9-0 7-0-13 63-3 Plate Offsets(X,Y):[2:0-3-9,0-0-11],[6:0-0-12,0-1-8],[8:OA-0,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.42 8-9 >781 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.99 Vert(TL) -0.76 8-9 >431 240 BCDL 8.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.47 6 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:120 lb FT=16% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2`Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2:2x4 DF No.1&Btr JOINTS 1 Brace at Jt(s):7 WEBS 2x4 HF Stud`Except` MiTek recommends that Stabilizers and required cross bracing be installed W2:2x4 HF No.2 during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=922/Mechanical,2=1021/0-5-8 (min.0-1-15) Max Horz2=84(LC 10) Max Uplift6=-83(LC 11),2=-11O(LC 10) Max Grav6=1093(LC 2),2=1214(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3973/296,3-15=-2795/121,4-15=-2707/142,4-16=-2707/155,5-16=-2795/134,5-0=-3978/238 BOT CHORD 2-9=-297/3637,8-9=-296/3635,7-8=-170/3638,6-7=-172/3643 WEBS 4-8=-42/1712,3-9=0/254,5-7=0/255,3-8=-1188/225,5-8=-1221/237 NOTES (13) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except Qt=1b)2=110. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard Y 1� t� A$H� r W 0969 acs'FGISTER� �3~ IoIVAI ti 901404 Ejhjrbrmtjhof a cz,Uf ss M Qpx f mFOF/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ti CO.INC. Page 9 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP B1 COMMON 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 17:59:55 2013 Page 1 ID:urGetCvylvMMbAo7gLAIDTyLJpo-axU8rOfhrgefl UT4WrLT7uhFOQIWo3uPyecOpoys6fo -1-6-0 33-8 6-0-0 8-0-8 12-0-0 1-0-0 33-8 2-0-8 2-0-8 33-8 8x8/, Scale=1:39.7 4 9 9.00 12 2x4 \\ 10 2x4 3 5 1 1 6 2 1 LL 0 1 11 8 12 7 13 6x8 MUS26 10x10= MUS26 10x10= MUS26 6x8 MUS26 MUS26 4-2-5 7-9-11 12-0-0 4-2-5 3-7-5 4-2-5 Plate Offsets(X,Y):[2:0-3-11,0-3-0],[4:0-3-1,Edge],[6:0-3-11,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.09 7-8 >999 360 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.68 Vert(TL) -0.15 7-8 >901 240 BCDL 8.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.03 6 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:62 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-11 oc purlins. BOT CHORD 2x6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed WEDGE during truss erection,in accordance with Stabilizer Installation g uide. Left:2x4 HF Stud,Right:2x4 HF Stud REACTIONS (lb/size) 6=2847/0-5-8 (min.0-3-5),2=2876/0-5-8 (min.0-3-5) Max Horz2=93(LC 7) Max Uplift6=-279(LC 11),2=-291(LC 10) Max Grav6=3331(LC 2),2=3321(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4189/352,3-9=A051/370,4-9=-4010/377,4-10=A110/399,5-10=-4155/386,5-0=A269/360 BOT CHORD 2-11=-278/3206,8-11=-278/3206,8-12=-163/2303,7-12=-163/2303,7-13=-257/3298,6-13=-257/3298 WEBS 4-7=-271/2644,4-8=-235/2424 NOTES (14) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except O=1b)6=279,2=291. 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Use Simpson Strong-Tie MUS26(6-10d Girder,6-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 10-0-12 to connect truss(es)A2(1 ply 2x4 HF)to back face of bottom chord. 11)Fill all nail holes where hanger is in contact with lumber. 12)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 14)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard Y 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 3 �� Uniform Loads(plf) Vert:1A=-53,4-0=-53,2-6=-14 9 S�/ Concentrated Loads(lb) Vert:7=-998(B)8=-952(B)11=-952(B)12=-952(B)13=-998(B) i' W i 4964 {(V acs'FGIST'F,? IoIVAI ti 901404 Ejhjxbrmtjhof a cz,Uf ss M Qpx f mFOF/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ti CO.INC. Page 10 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP B2 GABLE 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 17:59:56 2013 Page 1 I D:u rGetCvy IvM M bAo7q LAI DTyLJpo-282W2M gJc_mWfd2G4Ztif5DVGpnyXl7YBl MyLFys6fn 6-0-0 1 12-0-0 1 13-6-0 1-0-0 6-0-0 6-0-0 3x4= Scale=1:39.2 2x4 11 7 2x4 11 6 8 2x4 11 2x4 11 9.00 F12 5 9 2x4 11 2x4 11 4 10 2x4 11 T T 2x4 11 T 3 ST 11 3 T ST 2 Hi 1 12 B1 13 1 3x4= 21 20 19 18 17 16 15 14 3x4= 2x4 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 12-0-0 12-0-0 Plate Offsets(X,Y):[7:0-2-0,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) 0.01 13 n/r 120 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.02 Vert(TL) 0.00 13 n/r 90 BCDL 8.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 12 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:58 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or6-M oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation g uide. REACTIONS All bearings 12-0-0. (Ib)- Max Horz2=-86(LC 6) Max Uplift All uplift 100 lb or less at joint(s)2,21,20,19,18,16,15,14 Max Grav All reactions 250 lb or less at joint(s)2,12,21,20,19,18,17,16,15,14 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (14) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)oftruss to bearing plate capable ofwithstanding 100 lb uplift at joint(s)2,21,20,19,18,16,15,14. 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 14)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1� t� A$H� r W 0969 acs' GIST ti 901404 Ejhjrbrmtjhof a cz,Uf ss M Qpx f mFOF/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ti CO.INC. Page 11 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP C1 COMMON 1 2 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 17:59:57 2013 Page 1 I D:u rGetCvy IvM M bAo7q LAI DTyLJpo-XKcvGihxN H u M H ndSeGOxCJm7-zD?yG3HhQy5Vthys6fm 53-8 10.0-0 148-0 20.0-0 21-6-0 53-8 4-0-8 4-0-8 53-8 1-0-0 4x6 11 Scale:3/16"=1' 3 9.00 12 K �12 W1 %VI 4x 4x4 4 1 5 BAL 6 4x7�i 13 14 15 16 8 17 18 19 20 10 9 7 4x7 Q MUS26 MUS26 3x7 11 MUS26 4x6= 3x7 11 MUS26 MUS26 8x8= MUS26 MUS26 MUS26 MUS26 53-8 10.0-0 148-0 20.0-0 53-8 4-0-8 4-0-8 53-8 Plate Offsets(X,Y):[1:0-24,0-2-2],[2:0-0-8,0-1-0],[3:0-2-12,0-2-0],[4:0-0-8,0-1-0],[5:0-2A,0-2-2],[TOO-8,0-1-8],[9:OA-0,0A-12],[10:OA-8,0-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.12 9-10 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.55 Vert(TL) -0.21 9-10 >999 240 BCDL 8.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.05 5 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:209 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9A oc purlins. BOT CHORD 2x6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud`Except` W3:2x4 HF No.2 REACTIONS (lb/size) 1=5726/0-5-8 (min.0-2-14),5=5699/0-5-8 (min.0-2-13) Max Horzl=-146(LC 6) Max Upliftl=-544(LC 10),5=-554(LC 11) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-7797/748,2-11=-5174/526,3-11=-5095/551,3-12=-5095/553,4-12=-5174/528,4-5=-7593/718 BOT CHORD 1-13=-002/6115,13-14=-002/6115,10-14=-002/6115,10-15=-002/6115,15-16=-002/6115, 9-16=-002/6115,8-9=-511/5952,8-17=-511/5952,17-18=-511/5952,7-18=-511/5952,7-19=-511/5952, 19-20=-511/5952,5-20=-511/5952 WEBS 3-9=-586/5874,4-9=-2466/327,4-7=-233/2855,2-9=-2686/358,2-10=-270/3112 NOTES (17) 1)2-ply truss to be connected togetherwith 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7)Concentrated loads from layout are not present in Load Case(s):#2 Snow Only,#8 MWFRS Wind Left Positive,#9 MWFRS Wind Right Positive,#14 MWFRS 1st Wind Parallel Positive,#15 MWFRS 2nd Wind Parallel Positive,#17 Unbal.Snow Only-Left,#18 Unbal.Snow Only-Right,#19 Live Only,#23 MWFRS Wind Left Positive+Snow,#24 MWFRS Wind Right Positive+Snow,#25 MWFRS 1st Wind Parallel Positive+Snow,#26 MWFRS 2nd Wind Parallel Positive+ Snow. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=1b)1=544,5=554. 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Y 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 1 13)Use Simpson Strong-Tie MUS26(6-10d Girder,6-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 6-0-12 to connect truss(es)A5(1 ply 2x4 HF) to front face of bottom chord. 9S 14)Use Simpson Strong-Tie MUS26(6-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 8-0-12 from the left end to 18-0-12 to connect truss(es)A7(1 ply 2x4 DF)to front face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber. 16)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits ConNiAY MenroagdO use of this component. f� r W 14969 acs'FGISTER� �3~ IoIVAI ti 901404 Ejhjrbrmtjhof a cz,Uf ss M Qpx f mFOF/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ti CO.INC. Page 12 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP C1 COMMON 1 2 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 17:59:57 2013 Page 2 I D:u rGetCvy IvM M bAo7q LAI DTyLJpo-XKcvGihxN H u M H ndSeGOxCJm7-zD?yG3HhQy5Vthys6fm 17)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-53,3-6=-53,1-5=-14 Concentrated Loads(lb) Vert:9=-1 079(F)13=-1 180(F)14=-1 180(F)15=-1 180(F)16=-1 079(F)17=-1079(F)18=-1079(F)19=-1079(F)20=-1079(F) i PC) ASFJI 'd L� y W 19969 sjrIsrOI''s aIVA1.� 9014(24 Ejhjibrmtjhof a cz,Uf sy M Qpx f rm C)/F/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building , ** � Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Li}y 1�T�Y S SCd.INC. Page 13 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP C2 SCISSOR 6 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 17:59:57 2013 Page 1 I D:u rGetCvy IvM M bAo7q LAI DTyLJpo-XKcvGihxN H u M H ndSeGOxCJmd ID 1 cG21 hQy5Vthys6fm 5-1-14 1 10.0-0 1 14-10.2 1 20.0-0 1 21-6-0 5-1-14 4-10-2 4-10-2 5-1-14 1-0-0 1 4x4= Scale=1:56.4 3 9.00 12 11 10 3x4 zi 3x4 O 2 4 W2 W2 8 5x8= n co 1 9 7 m 2x4 11 2x4 11 5 6 4.50 12 3x6� 3x6 5-1-14 10-0-0 14-10-2 20.0-0 5-1-14 4-10-2 4-10-2 5-1-14 Plate Offsets(X,Y):[1:0-1-2,0-0-6],[2:0-1-12,0-1-8],[3:0-2-0,0-1-12],[4:0-1-12,0-1-8],[5:0-1-2,0-M] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.11 8 >999 360 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.44 Vert(TL) -0.21 7-8 >999 240 BCDL 8.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.21 5 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:76 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation g uide. REACTIONS (lb/size) 1=655/0-5-8 (min.0-1-8),5=756/0-5-8 (min.0-1-8) Max Horc1=-147(LC 8) Max Upliftl=A7(LC 10),5=-73(LC 11) Max Grav1=777(LC 2),5=901(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1895/147,2-10=-1317/39,3-10=-1213/64,3-11=-1213/85,4-11=-1316/60,4-5=-1859/61 BOT CHORD 1-9=-149/1512,8-9=-147/1506,7-8=-1/1471,5-7=-0/1469 WEBS 3-8=-24/1162,4-8=-440/176,2-8=-486/178 NOTES (12) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)1,5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1� t� A$H� r W 0969 acs' GIST ti 901404 Ejhjrbrmtjhof a cz,Uf ss M Qpx f mFOF/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ti CO.INC. Page 14 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP C3 GABLE 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 17:59:58 2013 Page 1 I D:u rGetCvy IvM M bAo7q LAI DTyLJpo-?MHT1 hZ8bODuxCeCzvAkWJrQdOo?eDrecr2Q7ys6fl 5-2-3 1 10.0-0 1 149-13 1 20.0-0 1 21-6-0 1 5-2-3 4-9-13 4-9-13 5-2-3 1-0-0 4x4= Scale=1:65.6 3x5 zi 3x5 Q 3x5-i 3 4 5 3x4 3x5-i 3x4 Q 9.00 12 42 41 3x5 3x5 Q 2 6 8 8 5 5 ST1 3 1 7 7 3 ST1 2 2 1 7 8 4x4= 3x4= 39 40 3x4= 3x4 18 17 16 15 14 13 12 11 10 9 3x5 3x4 11 6-7-7 13-4-9 20.0-0 6-7-7 6-9-3 6-7-7 Plate Offsets(X,Y):[1:0-0-15,Edge],[3:0-1A,0-1-8],[4:0-2-0,0-1-12],[5:0-13,0-1-8],[7:0-1-13,0-13],[13:0-1-7,0-1-8],[14:0-1-13,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.10 13-14 >999 360 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.38 Vert(TL) -0.17 13-14 >669 240 BCDL 8.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.02 7 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:152 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF SS TOP CHORD Structural wood sheathing directly applied or6-M oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2`Except` MiTek recommends that Stabilizers and required cross bracing be installed W1:2x4 HF Stud during truss erection,in accordance with Stabilizer Installation g uide. OTHERS 2x4 HF Stud REACTIONS All bearings 6-5-8. (Ib)- Max Horz 1=-1 46(LC 6) Max Uplift All uplift 100 lb or less at joint(s)1,7,18,15,12,9 except 16=-116(LC 2), 11=-120(LC 2) Max Grav All reactions 250 lb or less at joint(s)18,17,16,15,12,11,10,9 except 1=531(LC 21), 7=675(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-886/66,2-41=-782/103,3-41=-691/117,3A=-625/118,4-5=-634/128,5-42=-701/127, 6-42=-791/114,6-7=-878/59 BOTCHORD 1-18=-53/721,17-18=-53/721,16-17=-53/721,15-16=-53/721,14-15=-53/721,14-39=0/468, 39AO=0/468,13-40=0/468,12-13=0/649,11-12=0/649,10-11=0/649,9-10=0/649,7-9=0/649 WEBS 2-14=-321/156,4-14=-78/367,4-13=-83/372,6-13=-308/155 NOTES (14) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. 10)Provide mechanical connection(by others)oftruss to bearing plate capable ofwithstanding 100 lb uplift at joint(s)1,7,18,15,12,9 except Qt=1b)16=116, 11=120. 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Y 13)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits 1 with the intended use of this component. 14)All dimensions given in feet-inches-sixteenths(FFIISS)format. 9 s�/ LOAD CASE(S)Standard i, W i 4964 {(V acs' GIST ti 901404 Ejhjrbrmtjhof a cz,Uf ss M Qpx f mFOF/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ti CO.INC. Page 15 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP D1 MONO TRUSS 6 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 17:59:59 2013 Page 1 ID:urGetCvylvMMbAo7gLAIDTyl-Jpo-Tj fg Ni Bvv94W5n rIhQPH krOW1 pek6Q_tGacyays6fk -1-6-0 1-11-8 1-6-0 1-1'1- Scale=1:9.1 3 3x4 1111 5 4.00 F12 N 2 W1 0 T B1 L X ><1 4 >< 2x4 11 3x4= Plate Offsets(X,Y):[3:0-2-0,0-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 8.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.00 2 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2-4 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:7 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-M oc purlins, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=179/0-5-8 (min.0-1-8),3=23/0-1-8 (min.0-1-8) Max Horz2=26(LC 9) Max Uplift2=-70(LC 6),3=-18(LC 16) Max Grav2=218(LC 17),3=33(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (14) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.II;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 14)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1� t� A$H� r W 0969 acs'FGISTER� �3~ IoIVAI ti 901404 Ejhjrbrmtjhof a cz,Uf ss M Qpx f mFOF/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ti CO.INC. Page 16 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP D2 MONO TRUSS 4 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 17:59:59 2013 Page 1 I D:u rGetCvy IvM M bAo7q LAI DTyl-Jpo-Tj fg Ni Bvv94W5n rIhQPH krOW1 oVk6Q_tGacyays6fk -1-6-0 0-11-8 1-6-0 0-1'1- Scale=1:7.1 3 4.00 12 2 N r O B1 T1 1 4 3x4= 0-11-8 0-11_8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) 0.00 2 >999 360 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.10 Vert(TL) 0.00 2 >999 240 TCLL 8.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:4 1 FT=16 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-M oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=186/0-5-8 (min.0-1-8),4=A2/Mechanical Max Horz2=30(LC 6) Max Uplift2=-90(LC 6),4=-53(LC 2) Max Grav2=228(LC 2),4=30(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (12) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/­PI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard i PC) ASF1/ 'd L� y W 0969 9014(24 Ejhjrbrmtjhof a cz,Uf sy M Qpx f rmQ/F/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building , ** � Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Li}y 1�T�Y S SCd.INC. Page 17 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP D3 MONO TRUSS 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 17:59:59 2013 Page 1 ID:urGetCvylvMMbAo7gLAIDTyl-Jpo-Tj fg Ni Bvv94W5n rIhQPH kr271 pek6Q_tGacyays6fk 1-11- 1-11-8 Scale=1:9.1 4.00 F12 2 3x4 1 T1 P B1 LX >< 3 >< 2x4 I I 3x4= Plate Offsets(X,Y):[2:0-2-0,0-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 8.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 1 >999 360 MT20 185/148 (Roof Snow--25.0) Lu mber Increase 1.15 BC 0.02 Vert(TL) -0.00 1-3 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:5 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-M oc purlins, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=60/0-5-8 (min.0-1-8),2=60/0-1-8 (min.0-1-8) Max Horc1=19(LC 9) Max Upliftl=-7(LC 6),2=-1O(LC 10) Max Grav1=71(LC 2),2=71(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (13) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.II;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard i PC) A5F11 b G� � � W ]9969 aIVA1.� 9014(24 Ejhjrbrmtjhof a cz,Uf sy M Qpx f rmQ/F/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building , ** � Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Li}y 1�T�Y S SCd.INC. Page 18 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP E GABLE 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 18:00:00 2013 Page 1 I D:u rGetCvy IvM M bAo7q LAI DTyLJpo-xvH 1 uj ggCHx8FM 1 JOxegxOB 1 R81 TZ586wK9UOys6fj -1-6-0 10-0-0 20-0-0 21-6-0 1-0-0 10-0-0 10-0-0 1-0-0 Scale=1:36.0 3x4= 8 9 10 7 11 5.00 F12 6 12 30 31 5 13 4 14 1 T T 3 T ST5 T 15 T T i T T T T T 2 16 B1 17 3x4= 29 28 27 26 25 24 23 22 21 20 19 18 3x4= 20-0-0 20-0-0 Plate Offsets(X,Y):[9:0-2-0,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.17 Vert(LL) 0.01 17 n/r 120 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.08 Vert(TL) 0.00 17 n/r 90 BCDL 8.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 16 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:85 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or6-M oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation g uide. REACTIONS All bearings 20-0-0. (Ib)- Max Horz2=-57(LC 11) Max Uplift All uplift 100 ID or less at joints)2,16,18,19,20,21,22,29,28,27,26,25 Max Grav All reactions 250 lb or less at joint(s)2,16,18,19,20,21,22,23,29,28,27,26,25,24 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (15) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 14-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,16,18,19,20,21,22,29,28,27,26,25. 12)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 14)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 15)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1� t� A$H� r W 0969 acs' GIST ti 901404 Ejhjrbrmtjhof a cz,Uf ss M Qpx f mFOF/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ti CO.INC. Page 19 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP E1 COMMON 5 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 18:00:01 2013 Page 1 I D:u rGetCvy IvM M bAo7q LAI DTyLJpo-P5rP53kSQWPolPx Dt6StM 9xGFq K6CwLH Ka3iOSys6fi -1-6-0 6-11-8 10-0-0 1ao� 20-0-0 z1-s-0 1-0-0 6-11-8 3-0-8 3-0-8 6-11-8 Scale=1:36.4 4x4= 4 2x4 Q 2x4 5.00 F12 5 3 9 10 1 V, It 1 2 6 7 8 3x5 3x5 3x8= 10-0-0 20-0-0 10-0-0 10-0-0 Plate Offsets(X,Y):[2:0-3-0,0-1-8],[6:0-3-0,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.19 6-8 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.73 Vert(TL) -0.40 6-8 >593 240 TCDL 8.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.05 6 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:66 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation g uide. REACTIONS (lb/size) 2=752/0-5-8 (min.0-1-8),6=752/0-5-8 (min.0-1-8) Max Horz2=-57(LC 11) Max Uplift2=-85(LC 10),6=-85(LC 11) Max Grav2=896(LC 2),6=896(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=-1403/96,3-9=-1246/108,3A=-1066/68,4-5=-1066/68,5-10=-1246/108,6-10=-1403/96 BOT CHORD 2-8=-89/1211,6-8=-32/1211 WEBS 4-8=-31/702,5-8=-454/128,3-8=-454/128 NOTES (11) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6. 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1� t� A$H� r W 0969 acs'FGISTER� �3~ IoIVAI ti 901404 Ejhjxbrmtjhof a cz,Uf ss M Qpx f mFOF/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ti CO.INC. Page 20 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP F GABLE 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 18:00:01 2013 Page 1 I D:bvmJZd5GjUvrjUt4LLj U_WzOmBs-P5rP53kSQWPolPx Dt6StM 9xM Wq UwCOAH Ka3iOSys6fi 3-6-0 7-0-0 1 8-0-0 1-0-0 3-0-0 3-0-0 1-0-0 1 6x8= Scale=1:30.1 3 3x4 i 3x4 O 2x4 I I 9.00 12 12 2x4 11 11 1 1 T T It 4 2 LHI 1-11 B1 2x4 II 6 2x4 11 5 1 4x4 2x4 11 4x4 Q 3-0-0 7-0-0 3-0-0 3-0-0 Plate Offsets(X,Y):[2:0-1-4,0-1-14],[4:0-1A,0-1-14] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 2-6 >999 360 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.10 Vert(TL) -0.01 26 >999 240 BCDL 8.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:37 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or6-M oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 HF Stud during truss erection,in accordance with Stabilizer Installation g uide. REACTIONS (lb/size) 2=314/0-3-8 (min.0-1-8),4=314/0-3-8 (min.0-1-8) Max Horz2=49(LC 7) Max Uplift2=A3(LC 10),4=-44(LC 11) Max Grav2=377(LC 2),4=377(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-11=-271/7,4-12=-271/6 NOTES (13) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1� t� A$H� r W 0969 acs' GIST ti 901404 Ejhjrbrmtjhof a cz,Uf ss M Qpx f mFOF/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ti CO.INC. Page 21 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP F1 COMMON 6 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 18:00:02 2013 Page 1 ID:AsVIPVLXjzl BtHnDHgwjOoz7_Km-tHPoJPk4BgXfNYWQRpz6vMTOuEICxSeQZEpGZuys6fh 7-0-0 1 14-0-0 1 15-6-0 1-0-0 7-0-0 7-0-0 1-0-0 Scale=1:26.6 4x4= 3 4.00 F12 7 8 T1 W1 T1 2 4 31 5 6 3x4= 2x4 11 3x4= 7-0-0 14-0-0 7-0-0 7-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.07 2-6 >999 360 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.42 Vert(TL) -0.13 2-6 >999 240 TCLL 8.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.02 4 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:43 lb FT=16% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or4-7-14 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=550/0-5-8 (min.0-1-8),4=550/0-5-8 (min.0-1-8) Max Horz2=34(LC 14) Max Uplift2=-99(LC 6),4=-99(LC 7) Max Grav2=656(LC 2),4=656(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-887/26,3-7=-808/35,3-8=-808/35,4-8=-887/26 BOT CHORD 2-6=0/763,4-6=0/763 WEBS 3-6=0/285 NOTES (11) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will ft between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/­PI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard i PC) A5F11 b G� � � W 0969 9014(24 Ejhjxbrmtjhof a cz,Uf sy M Qpx f rmQ/F/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building , ** � Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Li}y 1�T�Y S SCd.INC. Page 22 of 22 Job Truss Truss Type Qty Ply SOUNDBUILTNW/26033-CARO.L.A/RD 26033 CP F2 GABLE 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Aug 01 18:00:02 2013 Page 1 ID:AsVIPVLXjzl BtHnDHgwjOoz7_Km-tHPoJPk4BgXfNYWQRpz6vMTXLEI4xSeQZEpGZuys6fh 7-0-0 1 14-0-0 1 15-6-0 1-0-0 7-0-0 7-0-0 1-0-0 Scale=1:27.0 4x8= 2x4 11 3 2x4 11 3x5 3x5 4.00 F12 2x4 11 2x4 11 3x5 3x5 15 16 T 1 T T1 2 T T1 4 B1 Ll 5 4x12= 2x4 I I 2x4 11 6 2x4 I I 2x4 11 2x4 11 4x12= 7-0-0 14-0-0 7-0-0 7-0-0 Plate Offsets(X,Y):[2:0-54,0-2-1],[3:OA-0,0-1-0],[4:0-5A,0-2-1] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.07 2-6 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.42 Vert(TL) -0.13 2-6 >999 240 BCDL 8.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.02 4 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:60 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF SS TOP CHORD Structural wood sheathing directly applied or6-M oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 HF Stud during truss erection,in accordance with Stabilizer Installation g uide. REACTIONS (lb/size) 2=550/0-5-8 (min.0-1-8),4=550/0-5-8 (min.0-1-8) Max Horz2=32(LC 10) Max Uplift2=-99(LC 6),4=-99(LC 7) Max Grav2=656(LC 2),4=656(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=-934/27,3-15=-860/36,3-16=-860/35,4-16=-934/27 BOT CHORD 2-6=0/817,4-6=0/818 WEBS 3-6=0/285 NOTES (13) 1)Wind:ASCE 1-10;110mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.11;Exp B;enclosed,MWFRS(envelope)gable end zone,cantilever left and right exposed, end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11,Exp B,Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameterfits with the intended use of this component. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard Y 1� t� A$H� r W 0969 acs'FGISTER� �3~ IoIVAI ti 901404 Ejhjrbrmtjhof a cz,Uf ss M Qpx f mFOF/ WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance AA regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ti CO.INC.