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2385A3C-CP Truss Specs Pagel of 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP B2 SPECIAL 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. Fri Aug 02 17:07:25 2013 Page 1 1 D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-2tm4B48ULEGRd D12Pgvu Bdez7?P3Pae3Givd IVyroLO -1-1-11 6-2-12 1 12-3-0 18-2-1 1 24-6-0 1-1-1 6-2-12 6-0-4 5-11-1 6-0-15 4 Scale=1:70.1 8.00 F12 11 12 3x4 i 2x4 3 5 8 m N 2 5X6= 6 7 N 1 3x5= 10 9 4x5 2x4 11 5x5= 4.00 F12 6-2-12 10.11-8 17-6-0 24-6-0 6-2-12 4-0-12 7-0-0 Plate Offsets(X,Y):[2:0-2-9,0-1-8],[3:0-1-12,0-1-8],[4:0-2-4,0-1-12],[6:0-2-0,0-0-10],[8:0-3-0,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.17 8 >999 360 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.62 Vert(TL) -0.32 8-9 >889 240 BCDL 8.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.19 6 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:100 lb FT=16% 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 Stud`Except` MiTek recommends that Stabilizers and required cross bracing be installed W3,W4:2x4 HF No.2 during truss erection,in accordance with Stabilizer Installation g uide. REACTIONS (lb/size) 2=886/0-5-8 (min.0-1-12),6=886/0-5-8 (min.0-1-10) Max Horz2=202(LC 9) Max Uplift2=-193(LC 10),6=-193(LC 11) Max Grav2=1053(LC 2),6=1053(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1422/227,3-11=-1038/208,4-11=-917/237,4-12=-2233/402,5-12=-2351/374,5-6=-2507/307 BOT CHORD 2-10=-220/1082,9-10=-220/1082,8-9=-51/800,6-8=-199/2080 WEBS 3-9=-472/222,4-8=-257/1694,5-8=-343/247 NOTES (12) 1)Wind:ASCE 1-10;110mph,TCDL=4.8psf,BCDL=4.2psf,h=25ft,Cat.11,Exp C,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 C,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)6 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 193 lb uplift at joint 2 and 193 lb uplift at joint 6. 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 901504 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 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP B4 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. Fri Aug 02 17:07:26 2013 Page 1 I D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-W3KSPQ966YOI FN KFzYQ7krBL_PuC86M DVMfAHyyroL? 12-3-0 24-6-0 �5-7-1 12-3-0 12-3-0 1 3x5- Scale:3/16"=1' 11 12 10 9 8.00 12 13 42 8 14 43 NOTCH TC'S 4'O.0 7 15 6 16 8 STB 5 17 9 ST9 4 S 7 7 18 6 6 19 3 T 5 T 3 3 20 1 2 2 1 21 22 3x5= 30 29 3x5= 41 40 39 38 37 36 35 34 33 32 31 28 27 26 25 24 23 5x5 WB= 24-6-0 24-6-0 Plate Offsets(X,Y):[1:0-2-9,0-1-8],[11:0-2-8,Edge],[21:0-2-9,0-1-8],[30:0-2-8,0-0-4] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) 0.00 22 n/r 120 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.05 Vert(TL) 0.00 22 n/r 90 BCDL 8.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 21 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:154 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied orb-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`Except` MiTek recommends that Stabilizers and required cross bracing be installed ST9:2x4 HF No.2 during truss erection,in accordance with Stabilizer Installation g uide. REACTIONS All bearings 24-6-0. (lb)- Max Horzl=-208(LC 8) Max Uplift All uplift 100 lb or less at joint(s)1,21,23,24,25,26,27,28,29,31,41,40,39,38,37,36,35,34 Max Grav All reactions 250 lb or less at joint(s)1,21,33,32,23,24,25,26,27,28,29,31,41,40,39,38,37,36,35,34 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (15) 1)Wind:ASCE 1-10;11omph,TCDL=4.8psf,BCDL=4.2psf,h=25ft,Cat.11,Exp C,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 C,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)1,21,23,24,25,26,27,28,29,31,41,40, 39,38,37,36,35,34. 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� AS 1 W i 4964 {(V acs'FGISTER� �3~ IoIVAI ti 901504 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 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP B5 FINK 12 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350s Jul 31 2012 MiTek Industries,Inc. Fri Aug 02 17:07:27 2013 Page 1 1 D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-?GugcrrAltrWMsXvRXFyM G2kQzo8UtwMjOOkgoy roL_ 2-11-0 8-10-1 1 13-155-11-1 6 2-11-0 IN 8.00 F12 4x5— Scale:3/16"=1' 2 3x4 I 1 2x4 3 4 4 KI 5 7 8 9 6 3x4 3x4= 3x4= 6-10-0 15-2-0 6-10-0 8-0-10 Plate Offsets(X,Y):[2:0-2-8,0-1-12],[4:0-2-0,0-1-8],[7:0-1-12,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.12 6-7 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.43 Vert(TL) -0.21 4-6 >854 240 TCDL 8 8.0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:73 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-0 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 No.2`Except` WEBS 1 Row at midpt 2-7 W4,W1:2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=598/0-5-8 (min.0-1-8),7=575/Mechanical Max Horz7=-288(LC 6) Max Uplift4=-131(LC 11),7=-141(LC 11) Max Grav4=688(LC 2),7=644(LC 21) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-591/193,34=-765/125 BOT CHORD 7-8=47/260,8-9=47/260,6-9=A7/260,4-6=0/549 WEBS 2-6=-184/589,3-6=-380/248,2-7=-566/133 NOTES (12) 1)Wind:ASCE 1-10;110mph,TCDL=4.8psf,BCDL=4.2psf,h=25ft,Cat.11,Exp C,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 C,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)except 0=1b)4=131,7=141. 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 901504 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 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP 135A ROOF TRUSS 7 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. Fri Aug 02 17:07:28 2013 Page 1 I D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-TSSDp6BNe9eOUg Ud4zTbpGGWrCTZctPWyg8H Lqy roKz 2-11-0 1 6-10-6 8-10-1 15-2-0 16-3-1¢ 2-11-0 3-11-6 11-11-11 1 6-0-15 11-15 6x8 MT18H= Scale=1:69.7 8.00 F12 2 8x12 11 1 3x4 3 2x4 15 16 4 3x5 11 1 FURNACE LTIAD 6-1-6 10x10 1 111 1 4— 5 6 x 10 9 8 17 7 3x5 3x4 3x5= 2x4 11 3x4= 2x4 11 2-11-0 1 4-0-0 1 6-10-0 15-2-0 2-11-0 1-7-0 2A-6 8-0-10 Plate Offsets(X,Y):[1:0-84,0-64],[3:0-1-12,0-1-8],[5:0-2-0,0-1-8],[9:0-1-12,0-1-8],[10:0-2-0,0-1-14],[11:0-5-0,0A-0],[16:0-2-4,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.20 5-7 >887 360 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.50 Vert(TL) -0.41 5-7 >430 240 MT18H 185/148 BCDL 8.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.01 5 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:99 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-15 oc purlins, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud`Except` 5-4-14 oc bracing:9-10. W1:2x8 DF No.2,W4:2x6 HF No.2 JOINTS 1 Brace at Jt(s):16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 10=618/Mechanical,5=613/0-5-8 (min.0-1-8) Max HOrz10=-289(LC 6) Max UpliftlO=-179(LC 11),5=-141(LC 11) Max Grav10=732(LC 2),5=731(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-487/1574,2-3=-05/279,3-4=-624/167,4-5=-802/126,10-11=-794/218,11-15=A18/133, 1-15=-254/789 BOT CHORD 9-10=-893/383,8-9=0/479,8-17=0/479,7-17=0/479,5-7=0/575 WEBS 7-12=-100/358,3-12=-96/343,4-7=-359/202,15-16=-562/238,3-16=-562/238,2-15=-1625/534, 9-11=-311/1318 NOTES (15) 1)Wind:ASCE 1-10;110mph,TCDL=4.8psf,BCDL=4.2psf,h=25ft,Cat.11,Exp C,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 C,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)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`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. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 0=1b)10=179,5=141. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)106 lb down and 24 lb up at 12-2-8,and 106 lb down and 24 lb up at 14-2-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 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)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Y h 15)All dimensions given in feet-inches-sixteenths(FFIISS)format. I v LOAD CASE(S)Standard AS�f7 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Continued on page 2 i9969 acs'FGISTER� �3~ IoAit,ti 901504 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 5 of 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP 135A ROOF TRUSS 7 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. Fri Aug 02 17:07:28 2013 Page 2 I D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-TSSDp6BNe9eOUg Ud4zTbpGGWrCTZctPWyg8H Lqy roKz LOAD CASE(S)Standard Uniform Loads(plf) Vert:1-2=-53,2-6=-53,5-10=-14 Concentrated Loads(lb) Vert:9=-84(F)17=-84(F) i PC) ASFJI 'd L� y W 0969 aIVA1.� 9015(24 Ejhjibrmtjhof a cz,Uf sg M Qpx f mmQ/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 6 of 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP B6 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. Fri Aug 02 17:07:29 2013 Page 1 ID:vOvoAldOVpWzMNYbSHkLJRzeFze-xe0bl RC?PTmt6g3geg_gLTpibcidLHWFBKtgtHyroKy 4-10-1 9-0-4 12-3-0 18-0-9 24-6-0 25-7-1 r 4-10-1 4-2-3 3-2-12 5-9-9 65-7 'I 1-15 6x8 MT18H Scale=1:71.7 4 6x8 8.00 F12 3 14 3x4 5 4x5 i 1 m ro 2 MSH29 Wr 1 6 1 B2 7 15 16 12 17 18 11 10 9 8 6x8 6x10 MT18H�i 3x12 I I 5x18 MT18H 11 8x14 I 1 8x8 MSH29 3x6 11 MSH29 MSH29 THDH212-3 MSH29 4-10-1 9-0-4 12-3-0 18-0-9 24-6-0 4-10-1 4-2-3 3-2-12 65-7 Plate Offsets(X,Y):[1:0-5-0,0-2-8],[2:0-14,0-1-12],[3:0-1-12,0-1-0],[5:0-1-12,0-1-8],[6:OA-0,Edge],[8:0-3-0,0-1-8],[10:0-8A,OA-0],[11:0-9-12,0-1-12],[12:0-9-0,0-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/dell Ud PLATES GRIP TCLL 25.0 8.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.23 11-12 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.90 Vert(TL) -0.3911-12 >740 240 MT18H 185/148 TCLL 8.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.06 6 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:377 lb FT=16% LUMBER BRACING TOP CHORD 2x4 DF 240OF 2.0E`Except` TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins. T2:2x4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x12 DF SS`Except` B2:2x12 DF No.2 WEBS 2x4 HF Stud`Except` W305:2x4 HF 1650F 1.5E,W4:2x4 DF 240OF 2.0E REACTIONS (lb/size) 1=12664/0-5-8 (req.0-6-12),6=5357/0-5-8 (min.0-2-14) Max Horz 1=-205(LC 6) Max Upliftl=-2753(LC 10),6=-1218(LC 11) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-17839/3943,2-13=-14452/3291,3-13=-14352/3293,3-4=-9178/2159,4-14=-9168/2155, 5-14=-9253/2138,5-6=-8929/1991 BOTCHORD 1-15=-3365/14971,15-16=-3365/14971,12-16=-3365/14971,12-17=-3365/14971,17-18=-3365/14971, 11-18=-3365/14971,10-11=-2677/11983,9-10=-1579/7415,8-9=-1579/7415,6-8=-1579/7415 WEBS 2-12=-082/3497,2-11=-3659/841,3-1 1=-2388/10499,3-10=-8938/2123,4-10=-2293/9877,5-10=-450/406, 5-8=-745/236 NOTES (19) 1)2-ply truss to be connected togetherwith 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at O-4-0 oc. Bottom chords connected as follows:2x12-2 rows staggered at O-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 3-11 2x4-2 rows staggered at 0-3-0 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 C,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 C,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)All plates are MT20 plates unless otherwise indicated. 8)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. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Y 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 1 C) chord and any other members. 11)WARNING:Required bearing size at joint(s)1 greaterthan input bearing size. 9 s�/ 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=1b)1=2753,6=1218. 13)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. 14)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 15)Use USP MSH29(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 0-0-12 from the left end to 8-0-12 to Con#MWdrfrprgg")G3(1 ply 2x4 HF) to back face of bottom chord. r W 0969 I01VA1,ti 901504 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 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP B6 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. Fri Aug 02 17:07:29 2013 Page 2 ID:vOvoAldOVpWzMNYbSHkLJRzeFze-xeObl RC?PTmt6g3geg_gLTpibcidLHWFBKtgtHyroKy NOTES (19) 16)Use USP THDH212-3(With 16d nails into Girder&16d nails into Truss)or equivalent at 9-04 from the left end to connect truss(es)G4(3 ply 2x6 DF) to back face of bottom chord. 17)Fill all nail holes where hanger is in contact with lumber. 18)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. 19)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:1A=-53,4-7=-53,1-6=-14 Concentrated Loads(lb) Vert:12=-1602(B)1 1=-8315(B)15=-1602(B)16=-1602(B)17=-1602(B)18=-1602(B) i PC) A5F11 b G� � � W 0969 sjrIsTOI''s aIVA1.� 9015(24 Ejhjrbrmtjhof a cz,Uf sg 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 8 of 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP B7 GABLE 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE Run:73.350 s 5 Jul 31 2012 Print:7.350 s Jul 31 2012 MiTek Industries,Inc. Fri Aug 02 17:54:19 2013 Page 1 I D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-fFou n HCcfroADgttFgOoE2Bzh LI_kJ4GLVaVWVPyrnf2 -1-1-1¢ 12-3-0 17-6-0 24-6-0 257-1� 1-1-1 12-3-0 5-0-0 7-0-0 1-1 1 NOTCH TC'S 4'O.0 10 —15 Scale=1:73.2 8.00 12 9 16 18 5x5= 8 0 20 7 S 22 8 S 6 8 9 5 S 7 17 4 ST5 6 4 4 3S 2 3 11 25 r� N 1 2 5x5= 23 24 N it- 3x5= 5x9 I I 3x5 34 33 32 31 30 29 28 27 26 = 4.00 12 3x5 10-11-8 17-6-0 24-6-0 10-11-8 6-0-8 Plate Offsets(X,Y):[2:0-2-9,0-1-8],[13:0-2-8,Edge],[22:0-1-12,Edge],[23:0-0-13,Edge],[25:0-2-8,0-2-12],[26:0-2-8,0-0-13],[27:0-2-12,0-3-11] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.09 23-25 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.90 Vert(TL) -0.19 23-25 >841 240 BCDL 8.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.08 23 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:147 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2`Except` TOP CHORD Structural wood sheathing directly applied or4-10-1 oc purlins. T2:2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2x4 HF No.2 10-0-0 oc bracing:26-27,25-26,23-25. WEBS 2x4 HF Stud JOINTS 1 Brace at Jt(s):14,19 OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 10-11-8 except Qt=length)23=0-5-8. (lb)- Max Horz2=202(LC 9) Max Uplift All uplift 100 lb or less at joint(s)2,34,33,32,31,30,29 except 23=-133(LC 11), 28=-140(LC 11) Max Grav All reactions 250 lb or less at joint(s)2,34,33,32,31,30,29 except 26=424(LC 2), 23=599(LC 2),28=512(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 22-23=-1007/81,11-27=-1034/194,11-14=-1000/213,14-17=-935/235,17-19=-915/216,19-21=-877/182, 21-22=-856/170 BOT CHORD 26-27=0/698,25-26=0/748,23-25=0/786 WEBS 22-25=0/578 NOTES (16) 1)Wind:ASCE 1-10;110mph,TCDL=4.8psf,BCDL=4.2psf,h=25ft,Cat.11,Exp C,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 C,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. 10)Bearing at joint(s)23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,34,33,32,31,30,29 except Ot=1b) 23=133,28=140. 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. h 14)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. V 15)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 f] with the intended use of this component. S�7 16)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1 W 4964 {(V acs'FGISTEV- Q 4 IoIVA�ti 901504 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 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP C2 SCISSORS 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. Fri Aug 02 17:07:30 2013 Page 1 I D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-PrazEnCdAmu kj_eOCNV4u h M rD08d4u n pP_dOPjy roKx -1-1-15 7-0-0 14-0-0 15-1-15 1-1-15 7-0-0 7-0-0 1 1-1-15 4x4= Scale=1:36.6 3 8.00 F12 7 8 1 T 6 5x5= m N N 2 4 5 1 4.00 F12 3x5 3x5 7-0-0 14-0-0 7-0-0 7-0-0 Plate Offsets(X,Y):[2:0-0-13,Edge],[4:0-0-13,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.15 2-6 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.53 Vert(TL) -0.29 2-6 >552 240 TCDL 8.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.07 4 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:43 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2-2-0 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 g uide. REACTIONS (lb/size) 2=531/0-5-8 (min.0-1-8),4=531/0-5-8 (min.0-1-8) Max Horz2=118(LC 7) Max Uplift2=-122(LC 10),4=-122(LC 11) Max Grav2=633(LC 2),4=633(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-966/50,3-7=-822/64,3-8=-822/110,4-8=-966/95 BOT CHORD 2-6=-24/750,4-6=-24/750 WEBS 3-6=0/561 NOTES (12) 1)Wind:ASCE 1-10;110mph,TCDL=4.8psf,BCDL=4.2psf,h=25ft,Cat.11,Exp C,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 C,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)2,4 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)except 0=1b)2=122,4=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/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 901504 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 10 of 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP C4 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. Fri Aug 02 17:07:31 2013 Page 1 1 D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-tl 8LS7DFx4ObL8DCm5OJRu u BLQWCpNDyeeMxy9yroKw -1-1-15 7-0-0 1 14-0-0 1 15-1-15 1-1-15 1 7-0-0 7-0-0 1-1-15 ' 6x8 MT18H= Scale=1:44.4 2x4 11 2x4 11 2x4 II 4 5 s 2x4 II NOTCH TC'S 4'O.0 3x5 i 3x5 O 8.00 F1 2 8x8 i 3x5 i 23 24 8x8 2x4 3 7 3x5 O T T 2x4 11 cT3 cT3 T T T T 2 8 1 1 9 x5= 2x4 11 12 2x4 11 11 2x4 11 10 2x4 11 4x5— 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 7-0-0 14-0-0 7-0-0 7-0-0 Plate Offsets(X,Y):[2:0-1-12,0-1-15],[4:04-0,0-5-0],[6:0A-0,0-5-0],[8:0-1-12,0-1-15] 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) -0.06 2-12 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.38 Vert(TL) -0.10 2-12 >999 240 MT18H 185/148 BCDL 8.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 8 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:87 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.5E 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=533/0-3-8 (min.0-1-8),8=533/0-3-8 (min.0-1-8) Max Horz2=117(LC 7) Max Uplift2=-122(LC 10),8=-122(LC 11) Max Grav2=635(LC 2),8=635(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-624/89,3-23=-527/125,4-23=-500/137,4-5=A17/140,5-6=A17/140,6-24=-500/137, 7-24=-527/125,7-0=-024/89 BOT CHORD 2-12=-25/438,11-12=-25/438,10-11=-25/438,8-10=-25/438 NOTES (14) 1)Wind:ASCE 1-10;110mph,TCDL=4.8psf,BCDL=4.2psf,h=25ft,Cat.11,Exp C,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 C,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 MT20 plates 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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=1b)2=122,8=122. 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 Y 1� t� AS i' W i 4964 {(V acs' GIST ti 901504 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 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP D1 ROOF TRUSS 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. Fri Aug 02 17:07:32 2013 Page 1 I D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-LDhjf TEtiO9Szl n PJoXYz6RNx pwFYgt5tl6VUby roKv -1-1-15 1 3-3-0 1 55-8 1-1-15 3-3-0 2-2-8 4x4= Scale=1:22.5 3 7 8.00 Fl 2 T2 3x4 Q 4 m N W1 It Z2 W3 B1 1 6 3x4= 5 2x4 11 3x4= OH8 3-3-0 55-8 3-3-0 2-2-8 Plate Offsets(X,Y):[4:0-1-12,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 2-6 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 2-6 >999 240 TCLL 8 8.0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:21 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or6-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 Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation g uide. REACTIONS (lb/size) 2=253/0-3-8 (min.0-1-8),5=166/0-1-8 (min.0-1-8) Max Horz2=75(LC 7) Max Uplift2=-70(LC 10),5=-29(LC 11) Max Grav2=304(LC 2),5=196(LC 2) FORCES (lb)-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.11,Exp C,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 C,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)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 at joint(s)5. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,5. 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 P() A$H� r W 0969 acs' GIST ti 901504 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 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP D2 ROOF 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. Fri Aug 02 17:07:32 2013 Page 1 I D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-LDhjf TEtiO9Szl n PJoXYz6RNx pwOYgt5tl6VU byroKv -1-1-15 1 3-3-0 6-6-0 1 7-7-15 1-1-15 3-3-0 3-3-0 1-1-15 4x4= Scale=1:22.5 3 8 8.00 F12 7 m N W1 It It 4 2 B1 5 1 6 2x4 11 3x4= 3x4= 3-3-0 6-6-0 3-3-0 3-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 4-6 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 4-6 >999 240 TCLL 8 8.0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:23 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 during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=279/0-3-8 (min.0-1-8),4=279/0-3-8 (min.0-1-8) Max Horz2=57(LC 7) Max Uplift2=-73(LC 10),4=-73(LC 11) Max Grav2=335(LC 2),4=335(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-259/28,4-8=-259/28 NOTES (11) 1)Wind:ASCE 1-10,110mph,TCDL=4.8psf,BCDL=4.2psf,h=25ft,Cat.11,Exp C,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 C,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-"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)2,4. 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 aIVA1.� 9015(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 13 of 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP D3 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. Fri Aug 02 17:07:33 2013 Page 1 1 D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-pPF6tpFVTh HJaSM btWLn WJzYFDGBH H6F6yr202yroKu -1-1-15 1 3-3-0 6-6-0 1 7-7-15 1-1-15 3-3-0 3-3-0 1-1-15 5x7— NOTCH TC'S 4'O.0 Scale=1:24.4 2x4 11 3 2x4 11 A2F] 123x4 O W1 T1 T1 4 B1 5 6 2x4 11 4x5— 2x4 11 4x5— 3-3-0 6-6-0 3-3-0 3-3-0 Plate Offsets(X,Y):[2:0-24,0-1-11],[3:0-3-8,0-14],[4:0-2-4,0-1-11] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.00 2-6 >999 360 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.09 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:33 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.5E 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=279/0-3-8 (min.0-1-8),4=279/0-3-8 (min.0-1-8) Max Horz2=53(LC 7) Max Uplift2=-74(LC 10),4=-74(LC 11) Max Grav2=335(LC 2),4=335(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-11=-268/28,4-12=-268/27 NOTES (13) 1)Wind:ASCE 1-10;110mph,TCDL=4.8psf,BCDL=4.2psf,h=25ft,Cat.11,Exp C,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 C,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 14-0 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 901504 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 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP G1 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. Fri Aug 02 17:07:35 2013 Page 1 1 D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-moNsHVGm?JX1 q IWz?x5Fbk3g31 xN IAMYZGK95wyroKs -2-25 19-9-0 39-6-0 41-85 2-2-5 19-9-0 19-9-0 2-2-5 ' Scale=1:68.7 3x6= 4.00 12 16 17 18 NOTCH TC'S 4'O.0 15 19 14 20 6�2 13 21 22 3x6 11 23 624 3x6 10 8 g 25 26 m5 6 7 9 S 0 S 1 S 2 S 3 S 3 S 2 S 1 S 0 9 27 28 4 7 8 8 7 29 3 5 6 6 5 4 0 2 1 2 3 3 2 1 32 1 33 3x5= 3x5= 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 3x6= 3x6= 39-6-0 39-6-0 Plate Offsets(X,Y):[17:0-3-0,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.32 Vert(LL) 0.03 33 n/r 120 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.17 Vert(TL) 0.01 33 n/r 90 BCDL 8.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 32 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:202 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 39-6-0. (lb)- Max Horz2=-118(LC11) Max Uplift All uplift 100 lb or less at joint(s)34,35,36,37,38,39,40,41,42,44,45,46,61,60,59,58,57,56,55,54,53, 51,50,49 except 2=-129(LC 6),32=-143(LC 7) Max Grav All reactions 250 lb or less at joint(s)48,47,34,35,36,37,38,39,40,41,42,44,45,46,61,60,59,58,57,56, 55,54,53,51,50,49 except 2=315(LC 17),32=315(LC 18) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (15) 1)Wind:ASCE 1-10;11omph,TCDL=4.8psf,BCDL=4.2psf,h=25ft,Cat.11,Exp C,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 C,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)34,35,36,37,38,39,40,41,42,44,45,46, 61,60,59,58,57,56,55,54,53,51,50,49 except Qt=1b)2=129,32=143. 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� AS i' W i 4964 {(V acs' GIST ti 901504 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 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP G2 ROOF TRUSS 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. Fri Aug 02 17:07:36 2013 Page 1 I D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-E_xEVrHOmcfu Rv5AYecU7ybu I RSTUSchov4id Ny roKr -2-25 7A-8 13-4-12 19-9-0 26-0-12 32-3-9 39-6-0 41-85 2-2-5 7A-8 6-0-3 6A-4 6-0-12 6-2-13 7-2-7 2-2-5 Scale=1:69.7 5x5= 4.00 F12 7 4x8 3x4 4x10 MT18H� 18 6 8 19 3x6 2x4 O 5 9 2x4 6x10 MT18H� 4 10 3 2 11 1 17 c? 1 12 5x14- 6x14 MT18H= 20 21 15 14 13 16 4x7= 4x12- 5x8= 4x4= 4x7= 3x4= 2.00 F12 8-2-0 15-10-8 23-7-8 30-3-11 39-6-0 8-2-0 7-8-8 7-9-0 6-8-4 9-2-5 Plate Offsets(X,Y):[2:0-5-8,0-3-0],[2:0-11-15,Edge],[6:0-2-0,0-1-12],[11:0-2-6,Edge],[15:0-1-12,0-2-011[16:0-4-0,0-2-12],[17:0-6-0,0-3-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.72 16-17 >650 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.95 Vert(TL) -1.3516-17 >346 240 MT18H 185/148 TCDL 8.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.50 11 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:161 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No.2`Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 131:2x4 HF SS MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 HF Stud`Except` during truss erection,in accordance with Stabilizer Installation g uide. W2,W4:2x4 HF No.2 SLIDER Left 2x4 HF Stud 3-2-3 REACTIONS (lb/size) 2=1494/0-5-8 (min.0-2-12),11=1494/0-5-8 (min.0-2-13) Max Horz2=-118(LC 15) Max Uplift2=Al2(LC 6),11=Al2(LC 7) Max Grav2=1722(LC 2),11=1722(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-7054/1327,3-4=-0920/1347,4-5=-0820/1302,5-18=-0791/1306,6-18=-0718/1317,6-7=-2931/595, 7-8=-2920/591,8-19=-3546/704,9-19=-3601/694,9-10=-3665/687,10-11=-3964/757 BOT CHORD 2-17=-1294/6661,16-17=-006/3402,16-20=-307/2286,20-21=-307/2286,15-21=-307/2286, 14-15=A29/3032,13-14=A29/3032,11-13=-021/3675 WEBS 6-17=-094/3627,6-16=-1465/381,7-16=-206/989,7-15=-199/977,8-15=-044/265,8-13=-115/560, 10-13=-393/198 NOTES (13) 1)Wind:ASCE 1-10;110mph,TCDL=4.8psf,BCDL=4.2psf,h=25ft,Cat.11,Exp C,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 C,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)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`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. 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)except 0=1b)2=412,11=412. 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. Y h LOAD CASE(S)Standard 1 ASV, f L i' W i 4964 {(V acs' GIST ti 901504 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 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP G3 ROOF TRUSS 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. Fri Aug 02 17:07:37 2013 Page 1 I D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-iBVciA1 OXwn 133g M 6M 7jg983Aq RXDv9rl ZpF9pyroKq 7-0-0 1&3A 19-7-8 2511-4 32-2-1 39-18 7-0-0 6-4-4 6 3-12 6-2-13 6-11-7 Scale:3/16"=1' 5x5= 4.00 F12 6 4x8 3x4 4x10 MT18H� 5 717 16 3x6 2x4 O 4 8 2x4 4x12 MT18H� 3 9 2 1 15 10 I16 4x14=5x14- 6x16 MT18H= 14 18 19 13 12 11 5x6= 5x8= 4x4= 4x7= 3x4= 2.00 F12 8-0-8 159-0 23-6-0 30-2-0 39-1-0 8-0-8 7-8-8 7-9-0 6-8-4 8-115 Plate Offsets(X,Y):[1:0-84,0-34],[1:1-10A,0-1-8],[1:1-0-13,Edge],[5:0-1-12,0-1-12],[10:0-0-14,Edge],[13:0-1-12,0-2-0],[14:0-4-0,0-2-12],[15:0-7-8,0-3-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.72 14-15 >650 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.89 Vert(TL) -1.3414-15 >347 240 MT18H 185/148 BCDL 8.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.48 10 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight:152 lb FT=16% LUMBER BRACING TOP CHORD 2x4 DF 240OF 2.0E`Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T3:2x4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing. BOT CHORD 2x4 HF No.2`Except` MiTek recommends that Stabilizers and required cross bracing be installed B1:2x4 HF SS,134:2x4 HF 1650F 1.5E during truss erection,in accordance with Stabilizer Installation g uide. WEBS 2x4 HF Stud`Except` W2,W4:2x4 HF No.2 SLIDER Left 2x4 HF Stud 3-2-3 REACTIONS (lb/size) 1=1357/OA-0 (min.0-2-8),10=1357/Mechanical Max Horzl=108(LC 10) Max Upliftl=-311(LC 6),10=-311(LC 7) Max Gravl=1553(LC 2),10=1553(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-7102/1424,2-3=-0989/1437,3A=-0881/1387,4-16=-0851/1401,5-16=-0766/1402,5-6=-2939/608, 6-7=-2922/601,7-17=-3545/738,8-17=-3611/737,8-9=-3677/721,9-10=-3970/794 BOT CHORD 1-15=-1398/6727,14-15=-039/3415,14-18=-330/2290,18-19=-330/2290,13-19=-330/2290, 12-13=A77/3034,11-12=A77/3034,10-11=-093/3677 WEBS 5-15=-761/3679,5-14=-1431/394,6-14=-210/967,6-13=-200/944,7-13=-817/268,7-1 1=-126/571, 9-11=-381/200 NOTES (13) 1)Wind:ASCE 1-10;110mph,TCDL=4.8psf,BCDL=4.2psf,h=25ft,Cat.11,Exp C,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 C,Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)All plates are MT20 plates unless otherwise indicated. 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)Bearing at joint(s)1 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)except 0=1b)1=311,10=311. 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. Y h LOAD CASE(S)Standard 1 ASV, f L i' W i 4964 {(V acs' GIST ti 901504 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 17 of 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP G4 COMMON 1 3 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE Run:7.350 s Jul 31 2012 Print:7.350 s Jul 31 2012 Miek Industries,Inc. Fri Aug 02 17:54:46 2013 Page 1 I D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-N Rx5SWXY18CLy pR4L?N7q kpW5D2YZSxEYCcSyLyrned 5-9-9 9-11-12 15-0-0 19-7-0 24-2-13 29-3A 3&5-7 39-1-0 5-9-9 4-2-2 5-0-7 4-7-5 4-7-5 Scale=1:63.1 = 4.00 F12 5x6 6 4x4 4x4 3x7 5 7 20 21 3x7 3x5 4 8 3x5 3 9 3x4 3x4 2 W5 5 10 I 1 19 22 23 18 24 17 25 26 16 27 28 15 29 30 14 31 32 13 33 34 12 35 36 37 11 4x12= JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS26 2x4 II 4x4= 4x5= 8x8= 4x5= 4x4= 2x4 II 6x12= JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS26 5-9-9 9-11-12 15-0-0 19-7-0 24-2-13 29-3A 3&5-7 39-1-0 5-9-9 4-2-2 5-0-7 4-7-5 4-7-5 Plate Offsets(X,Y):[1:0-6-0,0-1-11],[3:0-2-0,0-1-8],[4:0-3-4,0-1-8],[5:0-1-4,0-1-12],[7:0-1-4,0-1-12],[9:0-2A,0-1-8],[11:0-0-0,0-2-0],[14:0-2-4,0-2-0],[15:OA-0,0-4-8],[16:0-2-4,0-2-0],[17:0-1-12,0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.49 15-16 >940 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.63 Vert(TL) -0.8215-16 >560 240 BCDL 8.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.16 11 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:618 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2`Except` TOP CHORD Structural wood sheathing directly applied or4-5-2 oc purlins. T1:2x4 DF No.1&Btr,T3:2x4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 DF 240OF 2.0E WEBS 2x4 HF Stud`Except` W7:2x4 DF 240OF 2.0E OTHERS 2x12 DF SS REACTIONS (lb/size) 11=8142/Mechanical,1=7730/0-4-0 (min.0-2-9) Max Horz 1=-1 14(LC 15) Max Upliftl 1=-2025(LC 7),1=-1902(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-20992/5172,2-3=-18794/4677,3-4=-15634/3928,4-20=-15592/3931,5-20=-1 5582/3939, 5-6=-12698/3238,6-7=-12698/3243,7-21=-15472/3952,8-21=-15480/3944,8-9=-15522/3940, 9-10=-18374/4647,10-11=-1 96 59/4 905 BOT CHORD 1-22=A913/19832,22-23=-4913/19832,18-23=A913/19832,18-24=-4913/19832,17-24=-4913/19832, 17-25=A396/17813,25-26=-4396/17813,16-26=-4396/17813,16-27=-3637/14792,27-28=-3637/14792, 15-28=-3637/14792,15-29=-3616/14686,29-30=-3616/14686,14-30=-3616/14686,14-31=-4337/17416, 31-32=A337/17416,13-32=-4337/17416,13-33=-4636/18617,33-34=A636/18617,12-34=-4636/18617, 12-35=A631/18590,35-36=-4637/18618,36-37=-4642/18644,11-37=A648/18672 WEBS 6-15=-1948/7753,7-15=A062/1103,7-14=-097/3536,9-14=-3271/866,9-13=-563/2426,10-13=-1330/340, 10-12=-112/765,5-15=-4212/1077,5-16=-871/3684,3-16=-3617/909,3-17=-001/2714,2-17=-2226/571, 2-18=-302/1528 NOTES (18) 1)3-ply truss to be connected together with 1 O(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-4-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 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 C,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 C,Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. 6)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,#16 Unbal.Snow Only-Left,#17 Unbal.Snow Only-Right,#18 Live Only,#22 MWFRS Wind Left Positive+Snow,#23 MWFRS Wind Right Positive+Snow,#24 MWFRS 1st Wind Parallel Positive+Snow,#25 MWFRS 2nd Wind Parallel Positive+ Y h Snow. 1 V 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-M wide will fit between the bottom 9 S�/ chord and any other members. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=1b)11=2025,1=1902. 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. tl@%fI6@W-6lgi#q"breaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. f� r W 14964 IONA�ti 901504 Ejhjrbrmtjhof a cz,OF 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 18 of 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP G4 COMMON 1 3 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE Run:7.350 s Jul 31 2012 Print:7.350 s Jul 31 2012 Miek Industries,Inc. Fri Aug 02 17:54:46 2013 Page 2 I D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-N Rx5SWXYl8CLy pR4L?N7q kpW5D2YZSxEYCcSyLyrned NOTES (18) 13)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 14)Use USP JUS26(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 36-0-0 oc max.starting at 1-1 1 A from the left end to 37-11-4 to connect truss(es)B5(1 ply 2x4 HF) to back face of bottom chord. 15)Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-M oc max.starting at 3-11-4 from the left end to 35-11-4 to connect truss(es)B5(1 ply 2x4 HF) to back face of bottom chord. 16)Fill all nail holes where hanger is in contact with lumber. 17)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. 18)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:1-0=-53,6-11=-54,1-11=-14 Concentrated Loads(lb) Vert:14=-722(B)17=-085(B)18=-685(B)22=-085(B)23=-085(B)24=-685(B)25=-085(B)26=-685(B)27=-722(B)28=-722(B)29=-722(B)30=-722(B)31=-722(B)32=-722(B)33=-085(B)34=-685(B) 35=-085(B)36=-685(B)37=-085(B) i PC) ASFJI 'd L� y W 0969 sjrIsTOI''s aIVA1.� 9015(24 Ejhjrbrmtjhof a cz,Uf sg 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 19 of 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP H1 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. Fri Aug 02 17:07:39 2013 Page 1 1 D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-eZd N7sJG2X1 SI Nq I Em9BIaDZUeKN h?r7Ut1 M Ehy roKo 75-8 1 -0 75-8 2x4 Scale=1:30.5 NOTCH TC'S 4'O.0 2x4 II 7 s 2x4 11 6.00 F12 5 2x4 13 4 2x4 11 3 T1 T T T T 2 B1 1 3x4= 12 11 10 9 8 2x4 I 2x4 11 2x4 11 2x4 11 2x4 11 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) 0.01 1 n/r 120 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1 n/r 90 TCLL 8.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 8 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:34 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or6-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 Stud MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 HF Stud during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 7-5-8. (Ib)- Max Horz2=153(LC 7) Max Uplift All uplift 100 lb or less at joint(s)2,8,12,11,10,9 Max Grav All reactions 250 lb or less at joint(s)2,8,12,11,10,9 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (14) 1)W nd:ASCE 1-10;110mph,TCDL=4.8psf,BCDL=4.2psf,h=25ft,Cat.II;Exp C,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 II;Exp C,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 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)2,8,12,11,10,9. 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 AS r W 0969 acs' GIST ti 901504 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 20 of 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP H2 MONO TRUSS 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. Fri Aug 02 17:07:39 2013 Page 1 I D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-eZd N7sJG2X1 SI Nq I Em9BIaDPfeDBh?17Ut1 M EhyroKo 75-8 1 -0 75-8 2x4 Scale=1:30.0 3 6.00 F12 5 1 T1 2 B1 1 4 3x4= 2x4 11 ox8 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 0.79 Vert(LL) -0.17 2-4 >505 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.50 Vert(TL) -0.32 2-4 >269 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:24 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or6-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 Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=340/0-3-8 (min.0-1-8),4=232/0-1-8 (min.0-1-8) Max Horz2=153(LC 7) Max Uplift2=-93(LC 10),4=-82(LC 10) Max Grav2=419(LC 17),4=320(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 34=-270/112 NOTES (13) 1)Wind:ASCE 1-10;110mph,TCDL=4.8psf,BCDL=4.2psf,h=25ft,Cat.11,Exp C,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 C,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)4 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)4. 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 i PC) A5F11 b G� � � W 0969 9015(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 21 of 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP H3 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. Fri Aug 02 17:07:39 2013 Page 1 I D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-eZd N7sJG2X1 SI Nq I Em9BIaDZJelth?17Ut1 M EhyroKo 4-2-8 1 a-nom 4-2-8 Scale=1:21.5 4 2x4 3 6.00 12 6 W1 T1 2 B1 1 5 2x4 11 3x4= oN8 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) -0.02 2-5 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.13 Vert(TL) -0.03 2-5 >999 240 TCDL 8 8.0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:15 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or4-2-8 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 Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=233/0-3-8 (min.0-1-8),5=167/0-1-8 (min.0-1-8) Max Horz2=107(LC 7) Max Uplift2=-63(LC 10),5=-69(LC 10) Max Grav2=282(LC 17),5=228(LC 17) FORCES (lb)-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.11,Exp C,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 C,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)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 at joint(s)5. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,5. 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 parameterflts 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 0969 9015(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 22 of 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP H4 MONO TRUSS 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. Fri Aug 02 17:07:39 2013 Page 1 I D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-eZd N7sJG2X1 SI Nq I Em9BIaDYpelth?17Ut1 M EhyroKo 4_2_8 1 -0 4-2-8 Scale=1:19.2 3 2x4 11 6.00 F12 5 W1 T1 2 B1 1 4 2x4 11 3x4= ON8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0.02 2-4 >999 360 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.13 Vert(TL) -0.03 2-4 >999 240 TCLL 8.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:15 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or4-2-8 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 Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=239/0-3-8 (min.0-1-8),4=114/0-1-8 (min.0-1-8) Max Horz2=91(LC 9) Max Uplift2=-74(LC 10),4=-39(LC 10) Max Grav2=292(LC 17),4=149(LC 17) FORCES (lb)-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.11,Exp C,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 C,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)4 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)4. 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 parameterflts 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 0969 9015(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 23 of 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP H6 ROOF 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. Fri Aug 02 17:07:40 2013 Page 1 I D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-6rrAILCKu pr9JwWPx n UgQ1 omgw2gjQSYHjX2wm8yroKn -1-6-0 2-0-0 5-0-0 1-0-0 2-0-0 3-0-0 Scale=1:21.9 3 6.00 F12 5 T1 2 B1 1 3x4= 4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.00 2-4 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 240 TCDL 8 8.0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:11 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. 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) 3=115/Mechanical,2=234/2-0-0 (min.0-1-8),4=14/2-M (min.0-1-8) Max Horz2=113(LC 10) Max Uplift3=-82(LC 10),2=-75(LC 10) Max Grav3=163(LC 17),2=292(LC 17),4=34(LC 5) FORCES (lb)-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 C,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 C,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-"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)3,2. 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/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) A5F11 b G� � � W 0969 9015(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 24 of 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP J 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. Fri Aug 02 17:07:41 2013 Page 1 1 D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-ayk7YYLXa9HAYgz7LBCfq?JtiSsQ9szQx BnT1 ayroKm -1-6-0 6-6- 9-0-0 11-6-0 18-0-0 1s-s-0 1-0-0 6-0-o 2-6-0 z-0-o 6-0-0 1-0-0 Scale=1:33.4 4x7= 4x8 4 3.50 F1 2 2x4 11 4x8 5 2x4 11 3x6 3 3x6 2x4 2x4 11 3x6 21 22 3x6 W 1 :4 11 T 2x4 ITI T F1 EN F1 2 6 7 3x8= 2x4 11 2x4 11 2x4 11 8 2x4 11 2x4 11 2x4 11 4x5= 4x5= 3x8= 3x8= 9-0-0 18-0-0 9-0-0 9-0-0 Plate Offsets(X,Y):[2:0-11-6,0-1A],[2:1-M,0-1-8],[3:0-1-4,0-2-0],[4:0-3-8,0-1A],[5:0-1A,0-2-0],[6:0-11-6,0-1A],[6:1-M,0-1-8],[13:0-2-8,0-1-0],[19:0-2-8,0-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.12 2-8 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.64 Vert(TL) -0.25 2-8 >855 240 BCDL 8.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.05 6 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:81 lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-3 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=686/0-3-8 (min.0-1-8),6=686/0-3-8 (min.0-1-8) Max Horz2=A7(LC 15) Max Uplift2=-210(LC 6),6=-21 O(LC 7) Max Grav2=817(LC 2),6=817(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-21=-1710/306,3-21=-1643/314,3A=-1347/213,4-5=-1348/213,5-22=-1643/315,6-22=-1710/308 BOT CHORD 2-8=-281/1605,6-8=-239/1605 WEBS 4-8=-93/653,5-8=-509/192,3-8=-511/190 NOTES (13) 1)Wind:ASCE 1-10;110mph,TCDL=4.8psf,BCDL=4.2psf,h=25ft,Cat.11,Exp C,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 C,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 20.0 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-M 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)except 0=1b)2=210,6=210. 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 901504 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 25 of 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP J1 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. Fri Aug 02 17:07:41 2013 Page 1 1 D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-ayk7YYLXa9HAYgz7LBCfq?JphStT9sxQxBnTlay roKm -1-s-0 s-0-o s-0-o 11-s-0 18-0-0 1s-s-0 1-0-o s-0-o z-0-o z-0-o s-0-o 1-0-0 Scale=1:32.9 4x4= 4 3.50 F1 2 2x4 x4 i 3 5 9 10 W 1 2 6 7 8 3x5= 3x8= 3x5= 9-0-0 18-0-0 9-0-0 9-0-0 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 0.50 Vert(LL) -0.14 2-8 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.64 Vert(TL) -0.31 2-8 >681 240 TCDL 8.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.05 6 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:56 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-15 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=686/0-3-8 (min.0-1-8),6=686/0-3-8 (min.0-1-8) Max Horz2=49(LC 10) Max Uplift2=-209(LC 6),6=-209(LC 7) Max Grav2=817(LC 2),6=817(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=-1669/301,3-9=-1585/309,3-4=-1283/202,4-5=-1283/202,5-10=-1585/310,6-10=-1669/302 BOT CHORD 2-8=-276/1543,6-8=-231/1543 WEBS 4-8=-91/657,5-8=-508/194,3-8=-508/193 NOTES (11) 1)Wind:ASCE 1-10;110mph,TCDL=4.8psf,BCDL=4.2psf,h=25ft,Cat.11,Exp C,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 C,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 20.0 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 0=1b)2=209,6=209. 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 9015(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 26 of 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP K1 FINK 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. Fri Aug 02 17:07:42 2013 Page 1 1 D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-281 Vlu M 9LSP 19gYKvvju N Dr0n rBd uJKaArX0r0yroKl -1-6-0 5-0-7 10-0-0 14-3-9 20-0-0 21-6-0 1-0-0 5-0-7 4-0-9 4-0-9 5-0-7 4x4= Scale=1:41.4 4 6.00 F12 2x4 9 10 2x4 i 3 5 1 1 2 6 B 7 1 8 3x5 3x5 3x8= 10-0-0 20-0-0 10-0-0 10-0-0 Plate Offsets(X,Y):[2:0-2-10,0-1-8],[6:0-2-10,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.19 2-8 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.71 Vert(TL) -0.38 2-8 >627 240 TCDL 8.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.04 6 n/a n/a BCLL 0.0 Code IRC2012/TP12007 (Matrix) Weight:71 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or4-5-15 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 g uide. REACTIONS (lb/size) 2=753/0-3-8 (min.0-1-8),6=753/0-3-8 (min.0-1-8) Max Horz2=93(LC 10) Max Uplift2=-179(LC 10),6=-179(LC 11) Max Grav2=897(LC 2),6=897(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1312/237,3-9=-962/154,4-9=;385/171,4-10=-885/171,5-10=-962/153,5-6=-1312/237 BOT CHORD 2-8=-215/1098,6-8=-123/1098 WEBS 4-8=-62/550,5-8=-418/197,3-8=-418/197 NOTES (11) 1)Wind:ASCE 1-10;110mph,TCDL=4.8psf,BCDL=4.2psf,h=25ft,Cat.11,Exp C,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 C,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 0=1b)2=179,6=179. 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 901504 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 27 of 27 Job Truss Truss Type Qty Ply SUBMITTALS 2385A3C-CP K2 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. Fri Aug 02 17:07:43 2013 Page 1 I D:vOvoAl dOVpWzM NYbSH kLJ RzeFze-XLsuzE M n6mXu n_7WTcE7wQOEmFhod pVj PVGaNTy roKk -1-6-0 10-0-0 20-0-0 21-6-0 1-0-0 10-0-0 10-0-0 1-0-0 3x5= Scale=1:39.3 9 NOTCH TC'S 4'O.0 8 10 7 11 6.00 F12 6 1231 30 5 13 m N 4 1 14 T T T T 15 3 T T T T ST: T T ST 16 2 B1 17 1 3x5= 29 28 27 26 25 24 23 22 21 20 19 18 3x5= 20-0-0 20-0-0 Plate Offsets(X,Y):[9:0-2-8,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 17 n/r 120 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) 0.00 17 n/r 90 BCDL 8.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 16 n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:93 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. (lb)- Max Horz2=93(LC 10) Max Uplift All uplift 100 lb or less at joint(s)2,16,18,19,20,21,22,29,28,27,26,25 Max Grav All reactions 250 lb or less at joint(s)2,16,24,23,18,19,20,21,22,29,28,27,26,25 FORCES (lb)-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 C,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 C,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� AS r W 0969 acs' GIST ti 901504 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.