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Plans (15) Job Truss Truss Type Qty Ply Smart Development K4462965 B1801104 A01 Monopitch Supported Gable 1 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Apr 05 13:48:15 2018 Page 1 ID:y9Cfgfy5MgYgy41H KDAoOzzTlSl-2HTkgQ0Glh48kk1 sOpjcma?OoYcfT?D2yy60 GhzTkU_ 20-0-0 21-0-0 2 0-0 20- 0-0 I 1-0-0 12Scale= 7.8 11 Y 10 9 24 8 r 3x6 % 7 - o 6 P r 4.00 12 5 SO 4 3 r V 23 o /j1:74VVVVVVVV:/VVVVVV',Is! \/VVVVVVV\IVVVVVV\IIVVVVVVV II g �✓/ 3x6= 22 21 20 19 18 17 16 15 14 I 20-0-0 I 20-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) 0.00 12 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.16 Vert(CT) 0.00 12 n/r 120 TCDL 7.0 Rep Stress Inc: YES WB 0.11 Horz(CT) -0.00 14 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 (Matrix) Weight:108 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 20-0-0. (Ib)- Max Horz 2=263(LC 9) Max Uplift All uplift 100 lb or less at joint(s)14,2,19,20,21,22,18,17,16,15 Max Gray All reactions 250 lb or less at joint(s)14,19,20,21,18,17,16,15 except 2=360(LC 18), 22=273(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Comer(3)-2-0-0 to 1-0-0,Exterior(2)1-0-0 to 18-0-0,Corner(3)18-0-0 to 21-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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;-F1=25-0-psf(flatrnof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been t.unaidored for this design. — D 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs r jE1 PRQ , non-concurrent with other live loads. ` ` t G V 6)All plates are 2x4 MT20 unless otherwise indicated. �� V�G,NE+ tg `/QA9 7)Gable requires continuous bottom chord bearing. -_!!�� 8)Gable studs spaced at 2-0-0 oc. Q Qry$O•�,7 E 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11` 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will /y fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. 1r 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14,2,19,20,21,22, 18,17,16,15. � OREGON cL 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �� e/. '0 24N �� t xit, M. KO EXPIRES:06-30-2019 April 5,2018 1 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Smart Development K4462966 81801104 A02 Monopitch 7 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Apr 05 13:48:15 2018 Page 1 ID:y9Cfgfy5MgYgy41H KDAoOzzTlSI-2HTkgQOGlh48kk 1 sOpjcma?1 nYUxTxK2yy6OGhzTkU_ I -2-0-0 1 6-8-0 13-4-0 I 20.0-0 121-0-01 2-0-0 6-8-0 6-8-0 6.8-0 1-0-0 Scale=1:42.4 8 7 2x4 I I 11 r 3x4 % 5 3x6% r 4 O 4.00 j 12 2x4 111 2 3 �J 10 2 o I... II43 1111.111. 11 MO MI 3x6% 8 3x4 - 3x4= I 10-0-0 I 70-0-0 I 10-0-0 10-0-0 Plate Offsets(X.Y)- F2:0-3-12.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.22 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.68 8-9 >349 180 TCDL 7.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.05 8 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 (Matrix) Weight:93 lb FT=10% BCDL 10.0 g LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-8 REACTIONS. (lb/size) 8=892/0-5-8,2=973/0-5-8 Max Horz 2=263(LC 9) Max Uplift8=-166(LC 12),2=-185(LC 8) Max Gray 8=1132(LC 19),2=1011(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-10=-1878/213,3-10=-1816/229,3-4=-1453/104,4-5=-1328/115,6-8=-395/108 BOT CHORD 2-9=-293/1714,8-9=-135/963 WEBS 3-9=-495/209,5-9=0/668,5-8=-1168/229 NOTES- 1)Wind:ASCE 7-10;Vull=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 18-0-0,Exterior(2)18-0-0 to 21-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully 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 2.00 times flat roof load of 25.0 psf on overhangs �`�.0 PR OFFss non-concurrent with other live loads. ` Nr CV 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Cj a'`G le • / 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 2-0-0 wide will „Q? 'c' `"T �4. fit between the bottom chord and any other members. 'f7 7)A plate rating reduction of 20%has been applied for the green lumber members. J 86.09P E '" 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)8=166, 2=185. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. w,, , !i v OREGON ti C5, �<Y 10 2-`) �C) -90M. KOM� EXPIRES:06-30-2019 April 5,2018 a ..,_ �.� � WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2010 BEFORE USE. t Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mae A�aPek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 IC fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Smart Development K4462967 B1801104 A03 MONOPITCH 5 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Apr 05 13:48:16 2018 Page 1 I D:y9Cfgfy5MgYgy41H KDAoOzzTlSl-WU 161m 1 v3?C?Mtc2y WFrInYCrxg9C OJB Bcsxn8zTkTz 1 -2-0-0 1 6-8-0 I 13-4-0 I 20-0-0 I 2-0-0 6-8-0 6-8-0 6-8-0 2x4 II Scale=1:41.4 6 11 3x4% 5 0. 3x6 10 • ; 4 4.00 12 2x4'\ S, 3 4-4 •b 9 1 1 2 --Olt l'*—..M.1.1.1MMIMIMMIIIMIIIMIIMIIIIIMMIIMIMIIMIIMIIIMMIIIMMIIMMI. 111...1" Ill 0.'121 MI MI 8 MI 3x6% 7 3x4 = 3x4= I 10-0-0 I 20-0-0 10-0-0 10-0-0 Plate Offsets(X.Y)— 12;0-3-12.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.22 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.66 Vert(CT) -0.68 7-8 >349 180 TCDL 7.0 Rep Stress Inca- YES WB 0.37 Horz(CT) 0.05 7 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 (Matrix) Weight:92 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-7 REACTIONS. (lb/size) 7=816/0-5-8,2=975/0-5-8 Max Horz 2=250(LC 11) Max Uplift7=-139(LC 12),2=-189(LC 8) Max Gray 7=1031(LC 19),2=1026(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-9=-1923/226,3-9=-1861/241,3-4=-1499/118,4-10=-1381/119,5-10=-1370/129, 6-7=-262/57 BOT CHORD 2-8=-294/1756,7-8=-138/1007 WEBS 3-8=-491/208,5-8=0/668,5-7=-1221/232 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 16-10-4,Exterior(2)16-10-4 to 19-10-4 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60-plate grip DOL=1.60 2)TCLL:ASCE 1-1U;Pt=25.0 psf(ftafroofsnow);Category It,Exp B,Fully Exp.,Ct-1.1 f PRO pp,,, Unbalanced snow loads have been considered for this design. �GD P R OFps 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs "1s non-concurrent with other live loads. !�Gt N��� 'a 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. V * 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will : 9 fit between the bottom chord and any other members. V680 r PE 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)7=139, ` � 2=189. t/• 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. OREGON n. Cly U4 y 10, 2-° `G) X44. KO44 '" EXPIRES:06-30-2019 April 5,2018 e WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Smart Development K4462968 B1801104 A04 Monopitch 3 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Apr 05 13:48:17 2018 Page 1 ID:y9Cfgfy5MgYgy41H KDAoOzzTlSl-_gbUF61 XgILs_1 BE WEm4r?4NbLGRxIwKQ GbVJazTkTy I -2-0-0 1 6-8-0 I 13-4-0 I 70-0-0 I 2-0-0 6-8-0 6-8-0 6-8-0 2x4 II Scale=1:41.4 4.00 12 6 V 12 3x4% 5 11 3x6% IHIIIIIIIIIIIIIIIIIIIIIIglli `� 2, d 4 3x4 S} 3 10 II.00 O. y Y Y gag *A IINAI gall gall. 3x6 9 bllIllIllIllMhh._ 8 7 2x4 II 3x4= 3x4= I 6-8-0 13-2-12 I 20-0-0 I 6-8-0 ______.6A2 6-9-4 Plate Offsets(X,Y)- 12:0-3-12.0-1-81 LOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.68 Vert(LL) 0.05 2-9 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.27 Vert(CT) -0.12 7-8 >639 180 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Weight:97 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=48/0-5-8,2=593/0-5-8,8=1150/0-5-8 Max Horz 2=250(LC 9) Max Uplift7=-41(LC 9),2=-139(LC 8),8=162(LC 12) Max Gray 7=167(LC 19),2=597(LC 19),8=1293(LC 19) FORCES. (Ib)-Max.Comp./Max,Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-10=-671/30,3-10=-605/46,4-11=-103/304,5-11=-96/325,6-7=-261/57 SOT CHORD 2-9=-109/571,8-9=-109/571 WEBS 3-9=0/268,3-8=-855/160,5-8=-878/200,5-7=0/292 NOTES- 1)Wnd:ASCE 7-10;Vutt=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 16-10-3,Exterior(2)16-10-3 to 19-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. f1 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��OD PR Opt c, non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. !_` M 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 2-0-0 wide will Jr.�? " �`� O* fit between the bottom chord and any other members. ^4./ -y 7)A plate rating reduction of 20%has been applied for the green lumber members. 41 86.09 E 8) APProvide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(jt=lb)2=139 / . 9)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. . i . S,, OREGON ti �'S,9�Y10 2-c).�G� M. KO EXPIRES:06-30-2019 April 5,2018 / F WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekm connectors.This design is based only upon parameters shown,and is for an individual building component,not x a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' N;Tek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 6 1` fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB•89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Smart Development K4462969 ' B1801104 A05 Common 3 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Apr 05 13:48:18 2018 Page 1 ID:y9CfgfySMgYgy41 HKDAoOzzTlSl-Ss9sSS29bcTjcBmR4xH JN CdbBIYvg8ZUfwL2sOzTkTx I-2-0-01 6.7-6 1 13-2-12 1 19-1-6 1 25-0-0 1 30.10-10 1 36-9-4 I 43-4-10 I 50-0-0 152-0-0 1 2-0-0 6-7-6 6-7-8 5-10-10 5-10-10 5-10-10 5-10-10 6-7-6 6-7-6 2-0-0 Scale=1:88.7 5x6= 7 6 25 26 8 4.00 12 4x6 5 24 279 4x6 4 10 v. 3 11 23 28 ¢.11 2 '� �r.�. n� 12 13 d /"_... HHILI r •� \ to 4x8= 22 21 20 19 29 18 30 17 16 15 14 4x8= 2x4 II 4x6= 4x8= 4x6= 2x4 II 4x6= 4x6 = I 6-7-6 I 13-2-12 1 19-1-6 1 25-0-0 1 30-10-10 1 36-9-4 I43-4-10 50-0-0 I 6-7-6 6-7-6 5-10-10 5-10-10 5-10-10 5-10-10 6-7-6 6-7-6 Plate Offsets(X,Y)— 14:0-3-0,0-1-8j,L6;0-2-12.0-1-81,[8:0-2-12.0-1-8],[10:0-3-0.0-1-8).[15:0-2-12,0-1-8),[17:0-2-8,0-1-14 119:0-2-8.0-1-12).121:0-2-12,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.23 14-15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.57 Vert(CT) -0.54 14-15 >820 180 TCDL 7.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.10 12 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 (Matrix) Weight:253 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-8-8 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt 8-18 REACTIONS. (lb/size) 2=220/0-5-8,21=2717/0-5-8,12=1511/0-5-8 Max Horz 2=-128(LC 17) Max Uplift2=-124(LC 8),21=-264(LC 8),12=-273(LC 9) Max Gray 2=317(LC 19),21=2717(LC 1),12=1604(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-23=-65/818,3-23=-49/852,3-4=-93/1478,4-5=-639/162,5-24=-578/167, 6-24=-505/176,6-25=-1146/243,7-25=-1114/256,7-26=-1114/256,8-26=-1230/243, 8-27=-2017/313,9-27=-2092/305,9-10=-2151/299,10-11=-2917/383,11-28=-3645/447, 12-28=-3710/436 BOT CHORD 2-22=-772/211,21-22=-772/211,20-21=-1340/229,19-20=-1340/229,19-29=-2/548, 18-29=-2/548,18-30=86/1984,17-30=-86/1984,16-17=-217/2703,15-16=-217/2703, 14-15=-358/3441,12-14=-358/3441 WEBS 7-18=-52/392,8-18=-1370/226,8-17=-33/654,10-17=901/170,10-15=0/424, 11-15=-789/154,11-14=0/271,6-18=-62/1010,6-19=1206/184,4-19=-189/2179, 4-21-=-2288/288,3 21-018/167,3-22=0/278 NOTES- a0-PROF EQ P OFF 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS �'�' G�, S/A (envelope)automatic zone and C-C Exterior(2)-2-0-0 to 3-0-0,Interior(1)3-0-0 to 20-0-0,Exterior(2)20-0-0 to 25-0-0,Interior(1)30-0-0 Co N o to 47-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MVVFRS for r. reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 '4 $v;agPE! 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully 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 2.00 times flat roof load of 25.0 psf on overhangs / ,•' non-concurrent with other live loads. 5)All plates are 3x6 MT20 unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OREGON�r�, 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 2-0-0 wide will `...'S, (/� , 24 ` .-- fit between the bottom chord and any other members,with BCDL=10.0psf. '- 10 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=124, M. KO' 21=264,12=273. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. EXPIRES:06-30-2019 April 5,2018 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mt Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wel( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Smart Development K4462970 B1801104 A06 Common 7 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Apr 05 13:48:19 2018 Page 1 I D:y9Cfgfy5MgYgy41HKDAoOzzTISl-w2jEgo3nMwbaDL LddfoYwQAiJ9gNPewdta4b0TzTkTw 1-2-0-01 6-7-6 13-2-12 1 19-1-6 1 25-0-0 1 30-10-10 I 36-9-4 I 43-4-10 50-0-0 152-0-01 2-0-0 6-7-6 6-7-6 5-10-10 5-10-10 5-10-10 5-10-10 6-7-6 6-7-6 2-0-0 Scale=1.88.7 5x6 = 7 308% 6 25 26 8 3x8 4.00 12 5 24 279 . 10 3 11 23 " 28 2 12 b11 U: 9 .. ., w E --0,, ...... v 3I 1 g b _. b6 4x12= 22 21 20 19 29 18 30 17 16 15 14 4x12 =- 2x4 2x4 II 5x12 MT18H= 4x8= 5x12 MT18H= 2x4 I I I 6-7-6 I 13-2-12 19-1-6 1 25-0-0 1 30-10-10 1 36-9-4 43-4-10 I 54.0-0 I 6-7-6 6-7-6 5-10-10 5-10-10 5-10-10 5-10-10 6-7-6 6-7-6 Plate Offsets(X,Y)— [2:0-0-0.0-0-41,[12:0-0-0,0-0-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.54 17-18 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -1.30 18-19 >458 180 MT18H 220/195 TCDL 7.0 Rep Stress!nor YES WB 0.83 Horz(CT) 0.42 12 n/a n/a BCLL 0.0 Code IBC2015/TP12014e BCDL 10.0 (Matrix) Weight:253 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD-,2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 8-9-8 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt 8-18,6-18 REACTIONS. (lb/size) 2=2223/0-5-8,12=2223/0-5-8 Max Horz 2=-128(LC 17) Max Uplift2=-319(LC 8),12=-319(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-23=-5564/568,3-23=-5498/584,3-4=-4828/525,4-5=-4078/469,5-24=-4019/475, 6-24=-3971/483,6-25=-3308/43.4,7-25=-3237/446,7-26=-3237/446,8-26=-3308/434, 8-27=-3971/483,9-27=-4019/475,9-10=-4078/469,10-11=-4828/525,11-28=-5498/584, 12-28=-5564/569 BOT CHORD 2-22=-581/5189,21-22=-581/5189,20-21=-456/4518,19-20=-456/4518,19-29=-323/3813, 18-29=-323/3813,18-30=-266/3813,17-30=-266/3813,16-17=-352/4518, 15-16=-352/4518,14-15=-477/5190,12-14=-477/5190 WEBS 7-18=-144/1742,8-18=-1354/225,8-17=32/642,10-17=-887/170,10-15=0/411, 11-15=-710/151,11-14=0/265,6-18=-1354/225,6-19=-32/642,4-19=-887/170, 4-21=0/411,3-21=-710/149,3-22=0/265 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS t`�°0 PR pFF (envelope)automatic zone and C-C Exterior(2)-2-0-0 to 3-0-0,Interior(1)3-0-0 to 20-0-0,Exterior(2)20-0-0 to 25-0-0,Interior(1)30-0-0 �y 'N S�1 to 47-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for Gj !`C? �t�n reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 V`_ `'7 �,,..11-_ 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 �/ O v'f7 3)Unbalanced snow loads have been considered for this design. �' 86:09PE V 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 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)All plates are 3x6 MT20 unless otherwise indicated. Or 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OREGON 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will , 4/G 41/ 4— fit between the bottom chord and any other members,with BCDL=10.0psf. 1/4•Z if1 0 2� CJ 9)A plate rating reduction of 20%has been applied for the green lumber members. '9Q A4 �� f 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=319, . KO° 12=319. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. EXPIRES:06-30-2019 April 5,2018 0 9 mem WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not % a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' NiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 1� fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Infomration available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Smart Development K4462971 B1801104 A07 Roof Special 11 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Apr 05 13:48:20 2018 Page 1 ID:y9Cfgfy5MgYgy4IHKDAoOzzTISI-OFHdt74P7DjQrVwpBMJnTdivVZ9H82 n6Dg9wvzTkTv 1 -2-0-0 1 6-0-0 12-0-0 I18-0-0 I25-0-0 30-5-1 I 35-10-2 I 2-0-0 6-0-0 6-0-0 6-0-0 7-0-0 5-5-1 5-5-1 Scale=1:66.4 5x6= 4.00 171T 7 La 25 3x4 23 24 B 4x8% 5x6% 6 26 27 4x6 5 �� y 3x6--.--- Illi, 10 iiiiiiiiiiii 47 4 o d 2x4 raN_ .— a 15 .�` 9x16 MT18H= 14 13 11 0 0 2 _..... 1111111111122 —,__ 8 4x8= 3x8= 3x6 }I1 � ccSS /' 1817 16 5x12= 3x8 II 4x8 = I 9-0-0 I 18-0-0 I25-0-0 30-5-1 I35-10-2 I 9-0-0 9-0-0 7-0-0 5-5-1 5-5-1 Plate Offsets(X,Y)— [6:0-2-0.0-2-0],[9:0-3-0.0-1-12].[12:0-3-0.0-1-51[13:0-2-8.0-1-81.[14:0-2-12,0-1-121[15:0-8-12.Edge1[17:0-3-8.0-0-12].[18:0-0-15.0-2-0] LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.46 16 >931 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.77 Vert(CT) -1.08 14-15 >395 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.32 12 n/a n/a BCLL 0.0 ' Code IBC2015/TPI2014 (Matrix-S) Weight:184 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. Except: WEBS 2x4 DF Std G'Except' 10-0-0 oc bracing:15-17 15-18:2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-14 REACTIONS. (lb/size) 2=1643/0-5-8,12=1509/Mechanical Max Horz 2=196(LC 12) Max Uplift2=-262(LC 8),12=-137(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-22=-3719/484,3-22=-3704/496,3-4=-3383/399,4-5=-5157/691,5-6=-5083/703, 6-23=-2294/287,23-24=-2215/290,7-24=-2212/299,7-25=-2166/311,8-25=-2265/298, 8-26=-1940/261,26-27=-1954/254,9-27=-2006/253,9-12=-1436/221 BOT CHORD 2-18=-587/3470,6-15=-136/1546,14-15=-675/4947,13-14=-158/1854 WEBS 3-18=-380/185,4-18=-1384/308,15-18=-661/4149,4-15=-40/848,6-14=-3064/508, 7-14=-54/973,8-14=-67/451,8-13=-566/123,9-13=-177/1860 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone-andC-C Exterior(2)-2-0-0 to 1-7-0,interior(-)-)-4.7_040_24-.&A Fxferinr(2)21-5-n to 25-0-0.Interior(1)28-7 0 to 32-3-2 zone;cantilever left and right exposed;end vertical e • • --• •- - • • - • ' t� reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ` V PROF,e, 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 �'S.'% '�G�NE�� .0 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 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. $6$�9PE -v, 5)Allh plates Fabr areaMT20 plates ance unlessat otherwise 6% indicated. 6)The Fabrication Tolerance at joint 15=6% 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. t,�OREGON�tL 10)Refer to girder(s)for truss to truss connections. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=262, �1 }e 0, '- ��C) 12=137. �(t 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'4"gypsum M. KO V"- sheetrock be applied directly to the bottom chord. EXPIRES:06-30-2019 April 5,2018 f WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Iek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 • Job Truss Truss Type Qty Ply Smart Development K4462972 B1801104 A08 Monopitch 2 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Apr 05 13:48:20 2018 Page 1 I D:y9Cfgfy5MgYgy41H KDAoOzzTlSl-OFHdt74P7DjQrVwpBMJnTdiwYZD583Zn6Dg9wvzTkTv 1 -2-0-0 1 6-0-0 I 12-0-0 I 18-0-0 119-0-0 1 2-0-0 6-0-0 6-0-0 6-0-0 1-0-0 Sfale=1:37.3 6 00 12 3x4% 3x6% 11 5 a - 4 o 4.00 12 Sf Y d 2x4 ,d 3 av 10 2 GG � y . Y d1 II �� 3x6 % 3x4= 8 3x4 = I 8-0-0 I 18-0-0 I 9-0-0 9-0-0 Plate Offsets(X,Y)-- 12:0-3-12,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.15 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.53 Vert CT -0.45 8-9 >469 180 TCDL 7.0 Vert(CT) BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Weight:84 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=807/0-5-8,2=889/0-5-8 Max Horz 2=239(LC 9) Max Uplift8=-152(LC 12),2=-175(LC 8) Max Gray 8=1023(LC 19),2=926(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-10=-1672/185,3-10=-1616/199,3-4=-1295/89,4-11=-1182/97,5-11=-1166/98, 6-8=-360/106 BOT CHORD 2-9=-258/1524,8-9=-119/861 WEBS 3-9=-435/186,5-9=0/596,5-8=-1045/203 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 16-0-0,Exterior(2)16-0-0 to 19-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. c\f 1D PR Op� 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs \�'\<(' G_`Gi i .C) non-concurrent with other live loads. ` 7 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ti. /Ij 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� C f fit between the bottom chord and any other members. 86 19PE 7)A plate rating reduction of 20%has been applied for the green lumber members. / 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)8=152, // 2=175. . 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Or" , OREGON ti M. KO EXPIRES:06-30-2019 April 5,2018 . .�_ -.. ,.....: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not MIrc a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wel(' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the IY( IC fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AN5I/TPI1 Quality Criteria,OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 e Job Truss Truss Type Qty Ply Smart Development K4462973 B1801104 A09 Monopitch Supported Gable 1 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Apr 05 13:48:21 2018 Page 1 ID:y9CfgfySMgYgy4IHKDAoOzzTISI-sRq?5T51 uXrHTfV014g0?rF4UyfntjHwLtZISLzTkTu -2-0.017.6-8 19-0-0 1 2-0-0 I 17-6-8 1-5-8 1 11 12 25 10 V 9 3x6 8 24 y 0 6 7 � r 4.00 12 y s� o, I. 4 5 3 il 23 V 2 q Y Y Y Y Y Y V Poll67, . . NIT . Nr..- 1 ,r•T ._ Nr-L, , 'my- mw , _ 3x6= 22 21 20 19 18 17 16 15 14 3x6 = 17-6-8 17-6-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) 0.01 13 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) 0.00 12 n/r 120 TCDL 7.0 Rep Stress Ina YES WB 0.07 Horz(CT) 0.00 15 n/a n/a BCLL 0.0 * Code IBC2015(TPI2014 (Matrix) Weight:96 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 DF Std G 10-0-0 oc bracing:14-15. REACTIONS. All bearings 17-6-8. (Ib)- Max Horz 2=238(LC 9) Max Uplift All uplift 100 lb or less at joint(s)15,2,14,19,20,21,22,18,17,16 Max Gray All reactions 250 lb or less at joint(s)19,20,21,22,18,17,16 except 15=392(LC 19),2=366(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 12-15=-431/214 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Corner(3)-2-0-0 to 1-0-0,Exterior(2)1-0-0 to 16-0-0,Corner(3)16-0-0 to 19-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 7-18;Pf=25.0 psf(flat roof snow);-Category-II;€xp43;Fully Exp.;Gt=1.1_ __ 4)Unbalanced snow loads have been-considered for this design. — f 1R r 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs C�`y r1 Opes non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. , G1 N�F� ,' 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. ". $6 09PE 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will oi., ._ fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. I. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15,2,14,19,20,21, 22,18,17,16. OREGON `2. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 0y (, ' Z0N G� `l0 � M. KO EXPIRES:06-30-2019 April 5,2018 f 9 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7471 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of Individual truss web and/or chord members only.Additional temporary and permanent bracing MFrei( is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Corona,CA 92880 Job Truss Truss Type Qty Ply Smart Development K4462974 B1801104 801 GABLE 1 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Apr 05 13:48:22 2018 Page 1 I D:y9Cfgfy5MgYgy4IH KDAoOzzTISI-LdO N Ip5ffrz84o4CJnMFY2oJ8Mvbc7X3ZXJF?nzTkTt 1 -2-0-0 1 5-10-1 I 9-4-6 I 12-10-10 18-8-12 1 20-8-12 1 2-0-0 5-10-1 3-6-4 3-6-4 5-ID-1 2-0-0 Scale=1:37.3 4x4= 4 4.00 12 r' 27 28 3 5 26 29 111111 Yi 4.- r.."- ,J) 25 h0.0,i � Y30 � 2ill 1.11 el iii. pl e e 6 T-; 11 YI Y 7 IO E. 8C. 3x6% 308= 3x6 9-4-6 I18-8-12 9-4-6 9-4-6 Plate Offsets(X.Y)- 12:0-3-12.0-1-8116:0-3-12,0-1-8] LOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.11 2-8 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.53 Vert(CT) -0.37 2-8 >599 180 BCLL 0.0 * Rep Stress Incr YES WB 0.26 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Weight:86 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G OTHERS 2x4 DF Std G REACTIONS. (lb/size) 2=911/0-3-12,6=911/0-3-12 Max Horz 2=-54(LC 13) Max Uplift2=-169(LC 8),6=-169(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-25=-1651/172,25-26=-1596/173,3-26=-1546/186,3-27=-1244/105,4-27=-1195/112, 4-28=-1195/112,5-28=-1244/105,5-29=-1546/186,29-30=-1596/173,6-30=-1651/172 BOT CHORD 2-8=-155/1507,6-8=-101/1507 WEBS 4-8=0/589,5-8=-514/171,3-8=514/170 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 6-4-6,Exterior(2)6-4-6 to 9-4-6,Interior(1)12-4-6 to 17-8-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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. �tO PROF4.,,' 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. �c,.<<-!NGI NF�� /pA 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ,� �OG -lam non-concurrent with other live loads. p6 i9PE 6)All plates are 2x4 MT20 unless otherwise indicated. K' 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. J// 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 2-0-0 wide will fit between the bottom chord and any other members. Or 10)A plate rating reduction of 20%has been applied for the green lumber members. OREGON 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=169, vG .\V L 6=169. L)i 2.° _10 \\� 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 4/0 EXPIRES:06-30-2019 April 5,2018 mit WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekle connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' A1Tk" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tl fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Smart Development K4462975 B1801104 B02 Common 5 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Apr 05 13:48:23 2018 Page 1 ID:y9Cfgfy5MgYgy41H KDAoOzzTlSl-pgylV961Q85?iyfOsUtU4GKUumFgLam DoB2pXEzTkTs 1 -2-0-0 1 5-10-1 I 9-4-6 I 12-10-10 18-8-12 1 20-8-12 2-0-0 5-10-1 3-6-4 3-6-4 5-10-1 2-0-0 Scale=1:37.3 4x4= 4 4.00 12 2x4 ar 2x4 11 12 3 5 � 13 10 tr �- d c% 9 14 6 2 g allillw �1 = 7 o 5 6 3x6% 3x6 3x8= I 9-46 I 19-462 I 9-4-6 Plate Offsets(X,Y)- f2:0-3-12.0-1-81.f6:0-3-12.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.11 2-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.37 2-8 >599 180 TCDL 7.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.05 6 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 (Matrix) Weight:74 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=911/0-3-12,6=911/0-3-12 Max Horz 2=-54(LC 13) Max Uplift2=-169(LC 8),6=169(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-9=-1651/172,9-10=-1596/173,3-10=-1546/186,3-11=-1244/105,4-11=-1195/112, 4-12=-1195/112,5-12=-1244/105,5-13=-1546/186,13-14=-1596/173,6-14=-1651/172 BOT CHORD 2-8=155/1507,6-8=101/1507 WEBS 4-8=0/589,5-8=-514/171,3-8=-514/170 NOTES- 1)Wind:ASCE 7-10;Vult=l20mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 6-4-6,Exterior(2)6-4-6 to 9-4-6,Interior(1)12-4-6 to 17-8-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-401 Pf=2&.0 psf(flet-roofsnow);Category II;Exp B;Fully-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 2.00 times flat roof load of 25.0 psf on overhangs ��D Q FR p �� non-concurrent with other live loads. l�G�N�F� sfO 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. V\ A�?-- 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 2-0-0 wide will ��? 4. fit between the bottom chord and any other members. (� 8.10°PE 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=169, 6=169. m 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 1 • OREGON 0, CS �4Y1O 2-° `0 O M KO�N EXPIRES:06-30-2019 April 5,2018 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.101031201$BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iTk° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 • Job Truss Truss Type Qty Ply Smart Development K4462976 B1801104B03 COMMON 2 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Apr 05 13:48:23 2018 Page 1 I D:y9 Cfgfy5M gYgy4l H KDAoOzzTl Sl-pgyl V 961085?i yfOsUtU 4 G KU em FfLa Q D oB2 pX EzTkTs I 5-10-1 I 9-4-6 I 12-10-11 I 18-8-12 I 5-10-1 3.6-4 3-6-5 5-10.1 Scale=1:31.2 iLaiiii 4x4= 3 4.00 12 /r 2x4 J8 9 2x4 i 2 4 n J �^ h 10 A 7 5 1 1 MI 11. 6 3x6= 3x6 3x8= 9-4-6 I18-8-12 I 9-4-6 9-4-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.11 5-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.38 5-6 >575 180 TCDL 7.0 Rep Stress Ina: YES WB 0.28 Horz(CT) 0.05 5 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 (Matrix) Weight:68 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 1=774/0-3-12,5=774/0-3-12 Max Horz 1=45(LC 12) Max Uplift1=-88(LC 8),5=-88(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-1724/273,2-7=-1672/286,2-8=-1306/176,3-8=-1291/183,3-9=-1291/183, 4-9=-1306/176,4-10=-1672/286,5-10=-1724/273 BOT CHORD 1-6=-229/1593,5-6=-229/1593 WEBS 3-6=-36/640,4-6=-512/183,2-6=-512/182 NOTES- 1)Wnd:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)0-1-14 to 3-1-14,Interior(1)3-1-14 to 6-4-6,Exterior(2)6-4-6 to 9-4-6,Interior(1)12-4-6 to 15-6-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �`-�.p PRO FA-, fit between the bottom chord and any other members. SL. C 6)A plate rating reduction of 20%has been applied for the green lumber members. �GJ t'�,GI N��n /p 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5. � 51 � ' 77 1- 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 86=©7PE 1, � V 7 • OREGON ti C,y L4 y 10 (2-° `0 M. KO " EXPIRES:06-30-2019 April 5,2018 a WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMil a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Smart Development e K4462977 B1801104 B04 Common Supported Gable 1 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Apr 05 13:48:24 2018 Page 1 ID:y9Cfgfy5MgYgy4IHKDAoOzzTlSl-HOW7jV7wASDsK6DbQCOjdTtjXAj?44wM1 roM3gzTkTr I 7-5-8 I 18-3-10 I 7-5-8 10-10-2 4x4= Scale=1:35.4 4.00171i- 5 4 — 6 24 ^ , 25 23 3 V Y 7 3x4 % 2 Y 8 1 r Y 26 9 • OA Y 10 11 V n illtIii N a o 0 N .nn ,,,n,, �,\" en,\,,,,,,n�,\/\n,,,,,,,,,,,,,nnnnnn n,,,„ n nom, 22 21 20 19 18 17 16 15 14 13 12 3x4= 3x4= I 18-3-10 I 18-3-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) n/a - n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 12 n/a n/a BCLL 0.0 Code IBC2015/TP12014 (Matrix) Weight:109 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 DF Std G 10-0-0 oc bracing:21-22,13-14,12-13. REACTIONS. All bearings 18-3-10. (Ib)- Max Horz 22=-70(LC 8) Max Uplift All uplift 100 lb or less at joint(s)22,12,19,20,21,17,16,15,14 Max Gray All reactions 250 lb or less at joint(s)22,12,18,19,20,21,17,16,15,14,13 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Comer(3)0-1-13 to 3-1-13,Exterior(2)3-1-13 to 4-5-8,Corner(3)4-5-8 to 7-5-8,Exterior(2)10-5-8 to 15-1-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 B;Fully Exp.;Ct=1.1 4)Unbalanced considered for this design. 5)All plat- . - .- r • r - • - ,'se indicated. D 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). (`k5D P R QFFs 7)Gable studs spaced at 2-0-0 oc. \ -'AV NP.C, s.O 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 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 2-0-0 wide will G' ?i fit between the bottom chord and any other members. ' 86C)�7PE 9 10)A plate rating reduction of 20%has been applied for the green lumber members. ��+ 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)22,12,19,20,21, 17,16,15,14. j // Y 12)Non Standard bearing condition. Review required. . "�� 13)"Fix heels only”Member end fixity model was used in the analysis and design of this truss. v OREGON r�, C,y G4)'10 `2-° 0 � M. KO EXPIRES:06-30-2019 April 5,2018 a.a.. WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MtI.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 to Job Truss Truss Type Qty Ply Smart Development K4462978 B1801104 CO1 Flat Girder 1 4 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Apr 05 13:48:26 2018 Page 1 I D:y9Cfgfy5MgYgy4l HKDAoOzzTISI-DPeu8B8Ai3TaZQNzYdQ BiuywizB8YomfU9HT8ZzTkTp I 2-9-10 1 5-9-0 I 8-8-6 1 11-7-12 1 14-7-2 1 17-6-8 1 20-5-14 1 23-3-8 1 2-9-10 2-11-6 2-11-6 2-11-6 2-11-6 2-11-6 2-11-6 2-9-10 Scale=1:43.0 5x10= 2x4 11 5x16= 2x4 II 3x8 = 2x4 I I 5x16 = 2x4 H 5x10= XI 63 2 6a 4 6a 61 6 Il I1X1 t l 8 63 Dz ® 1 ® 0 ee 1111 e II I M n - e nn n • ° n i! ilii iii 18 19 17 20 2116 22 t5 23 14 24 13 25 12 26 11 27 t11tO 5x12 MT18H II 7x14 MT18H= 2x4 11 HUS26 4x12 = 2x4 11 HUS26 4x12 = 2x4 11 7x14 MT18H= 5x12 MT18H HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 1 2-9-10 1 5-9-0 1 8-8-6 1 11-7-12 1 14-7-2 1 17-6-8 1 20-5-14 1 23-3-7 231-8 2-9-10 2-11-6 2-11-6 2-11-6 2-11-6 2-11-6 2-11-6 2-9-8 0-0-2 Plate Offsets(X,Y)- 11:0-3-8,0-1-121 19:0-3-8,0-1-12].[10:0-5-8.Edae1.[11:0-3-8.0-3-81.113:0-3-8,0-1-14115:0-5-0,0-1-121,[17:0-0-1,0-0-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.49 14 >559 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.87 Vert(CT) -1.15 14 >239 180 MT18H 220/195 TCDL 7.0 ert( ) BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(CT) 0.18 10 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix-M) Weight:565 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF 2400F 2.0E TOP CHORD 2-0-0 oc purlins(6-0-0 max.):1-9, except end verticals. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G*Except* Alternate to 1/2"dia.bolts and washers specified in note 1: 1-17,3-17,3-15,5-15,5-13,7-13,7-11,9-11:2x4 DF No.1&Btr G USP WS6,SIMPSON SDS25600,SDW22638,OR TRUSSLOK TSLZ006, 1/4"X 6"LONG WOOD SCREWS SPACED @ 24"00,2 ROWS(ONE ROW-2X4) REACTIONS. (lb/size) 18=12136/0-5-8,10=11832/0-3-5 DRIVEN FROM EITHER SIDE OF 4-PLY GIRDER TRUSS CAN Max Horz 18=-44(LC 22) REPLACE THE 1/2"BOLTS @ 48"OC IN CHORD MEMBERS Max Uplift18=-1401(LC 4),10=-1371(LC 5) AS SHOWN IN THE NOTE SECTION FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-11092/1303,1-2=-20036/2313,2-3=-20036/2313,3-4=-45375/5226, 4-5=-45375/5226,5-6=-45519/5240,6-7=-45519/5240,7-8=-20024/2311, 8-9=-20024/2311,9-10=-11094/1304 BOT CHORD 18-19=-109/674,17-19=-109/674,17-20=-4156/35873,20-21=-4156/35873, 16-21=-4156/35873,16-22=-4156/35873,15-22=-4156/35873,15-23=-5618/48628, 14-23=-5618/48628,14-24=-5618/48628,13-24=-5618/48628,13-25=-4152/35935, 12-25=-4152/35935,12-26=-4152/35935,11-26=4152/35935,11-27-85/651, 10-27=-85/651 WEBS 1-17=-2525/21950,2-17=-817/228,3-17=-17569/2032,3-16=-178/2174, 3-15=-1211/10542,4-15=-833/183,5-15=-3608/424,5-14=-178/2156,5-13=-3448/405, 6-13=-825/186,7-13=-1223/10633,7-12=-177/2166,7-11=-17651/2038,8-11=-817/227, 9-11=-2528/21962 ���' D P R O,c4-O ' NOTES- C �NGIN�F9 /e 1)4-ply truss to be connected together with 10d(0.120"x3")nails as follows: 2 Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-7-0 oc. -f7 Bottom chords connected as follows:2x6-3 rows staggered at 0-5-0 oc. 8•z 09 PE r Webs connected as follows:2x4-1 row at 0-9-0 oc. ,> • Attach TC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. Ze Attach BC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 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. OREGON 3)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS 0vG \" (envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 ,y }' 10 Z�\`0 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;ExpB;FullyExp.;Ct=1.1 ' 5)Provide adequate drainage to prevent water ponding. M. KO" 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPIRES:06-30-2019 Continued on page 2 April 5,2018 Mme ,.... ..'.... e n;.-,e. ...:..._P_ ; ..._ ... WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekea connectors.This design is based only upon parameters shown,and is for an individual building component,notMall a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' A'Tyk` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the IGI€ fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2t8 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 414 Job Truss Truss Type Qty Ply Smart Development K4462978 B1801104 CO1 Flat Girder 1 4 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Apr 05 13:48:26 2018 Page 2 I D:y9Cfgfy5MgYgy4IH KDAoOzzTlSl-DPeu8B8Ai3TaZQNzYdQ BiuywizB8YomfU9HT8ZzTkTp NOTES- 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)18=1401,10=1371. 11)Girder carries tie-in span(s):14-0-0 from 0-0-0 to 23-3-8 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 1-4-12 from the left end to 21-4-12 to connect truss(es)to front face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-9=-310(B=246),10-18=-20 Concentrated Loads(Ib) Vert:14=-1489(F)12=-1489(F)19=-1489(F)20=-1489(F)21=-1489(F)22=-1489(F)23=-1489(F)24=-1489(F)25=-1489(F)26=-1489(F)27=-1489(F) t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection end bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Property offsets are indicated. Failure to Follow Could Cause 1 3/" Center plate on joint unless x,y 4 (Drawings not to scale) Damage or Personal Injury ran Dimensions are in ft-in-sixteenths. 1111%46, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0' 16 2 wide truss Truss bracing amust be designed by an engineer.For spacing,individual lateral braces themselves 1111111.3252.1111.11111!))c may require bracing,or alternative Tor I -� Oobracing should be considered. �I3. Never exceed the design loading shown and never 4 U stack materials on inadequately braced trusses. o O 4. Provide copies of this truss design to the building C7-8 C6-7 CS6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0- 'h/'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/I-PI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■M110 reaction section indicates joint - number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NM NB ...m.-E4 18.Use of green or treated lumber may pose unacceptable �� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal Mit 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, M ITek 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate • Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 9 9 4