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Plans (119) Job Truss Truss Type Qty Ply POLYGON R50657335 PL17-179_UPPER F01 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:22 2017 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsmUO-h1M1 ZC_s9PPugh0pWMCgfwcGvx2KtZrY8hNFRozDFI? I 1-9-12 2-6-0 I Scale=1:17.7 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 C\X>� 8 e 7 e 9C 3x5 = 3x4= 3x4 = 0y.7� 9-8-4 I 0 9-6-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight 47 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=420/0-4-0,8=420/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=688/0,3-4=-688/0 BOT CHORD 7-8=0/430,6-7=0/536 WEBS 4-6=-626/0,2-7=0/300,2-8=-557/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. (w) PR OFFS N , 0NGINEF9 0 /0 P9 ¢- 87022PE / r • N - SAT OREGON ciz 4 Qti Ib 8ER '1 OS,MA. HEV1P EXPIRES:06/30/2017 May 24,2017 a 1 ma..... A WARNING-Verify design parameter: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 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657336 PL17-179_UPPER F02 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:22 2017 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsmUO-hlM1 ZC_s9PPughOpWMCgfwcGpxORVOY8hNFRozDF1? 0-9-0 I 2-6-0 Scale=1:23.4 1.5x3 II 4x8 = 1.5x3 II 3x4= 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 II „` V �� I_� Y IIs /lo 03...Woro,, ll X111• -II e- 11 10 9 81;1 4x4 = 4x8= 3x8= 3x5= l 01118 13-9-4 I 0-1-8 13-7-12 Plate Offsets(X.Y)— [11:Edde,0-1-8] LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012TTPI2007 Matrix-R Weight:67 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=600/0-1-8,11=600/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1028/0,3-4=1028/0,4-5=-1282/0,5-6=-1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=-973/0,6-9=0/523,4-10=349/0,2-10=0/822,2-11=680/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��_EO PRQFFS '.•\� oNG]N��R s/��9 ° 8702tr N yox. ORE �C �cMBE O`, A. EXPIRES:06/30/2017 May 24,2017 4 t r ®WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10Po3/2015 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 MiTel(' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the A�. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657337 PL17-179_UPPER F03 Floor 22 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:23 2017 Page 1 I D:5eV?tdjYilz0X2xysiFDVpzsm U 0-9VvPnY?VwjXl Rqb?4SjvB79OVLM Pcz9h N L6ozEzDFI_ I 2-1-4 I 2-6-0 Scale=1:25.6 1.5x3 II 4x6 = 1.5x3 I I 3x4= 1.5x3 II 3x8= 1.5x3 II 1i,J 2 3 4 5 6 7 U _ 0 i 10 90 8k 3x5 = 4x8= 3x8 = 3x5 = 418 15-1-4 I 0-1-8 14-11-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=659/0-1-8,11=659/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1418/0,3-4=-1418/0,45=-1476/0,5-6=-1476/0 BOT CHORD 10-11=0/811,9-10=0/1620,8-9=0/931 WEBS 6-8=1086/0,6-9=0/636,2-10=0/709,2-11=-995/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. RP Opp. .���tiNG N F,9ss'o 87022PE _ < / N yAj, OREGON rti� �� �O AMBER \� �O OS, A HES\P EXPIRES: 06/30/2017 May 24,2017 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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 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/TM Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657338 PL17-179_UPPER F04 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MTek Industries,Inc. Wed May 24 15:22:23 2017 Page 1 I D:5eV?tdjYi lzoX2xysi FDVpzsm U O-9VvPnY?VwjXlRgb?4SjvB79QbLNAcy?hNL6ozEzDFI_ I 2-6-0 Scale=1:22.6 5x8=- 1.5x3 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 '11 a _ 1144444441444404444400044r, _ 0 ab • e 11 10 9 8k 5x5 = 4x8= 3x6 = 3x4 = 01118 13-4-0 I 0-1-8 13-2-8 Plate Offsets(X,Y)— [11:Edoe.0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:65 lb FT=O%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=581/0-1-8,11=581/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=899/0,3-4=899/0,4-5=-1219/0,5-6=1219/0 BOT CHORD 9-10=0/1230,8-9=0/802 WEBS 6-8=936/0 6-9=0/486,4-10=387/0 2-10=0/855,2-11=-670/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '��ED P R OFF / 4oINE4\ 87022P 9r X` cV 7 GAJ, OR GON r2�Q(t/ �O AMBER 4\ sx OS, A. HE!Q‘ \-\P EXPIRES:06/30/2017 May 24,2017 i I r• ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. '" Design valid for use only with MTek®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 ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Sae 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657339 PL17-179_UPPER F05 Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:24 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-ehTn_u?7h0fc3 ABeAF8kLhWBIfILLggb?sMVgzDFHz 1 1-10-4 2-6-0 I Scale=1:25.1 3x4 I I 4x10 = 1.5x3 II 3x4= 1.5x3 II 4x10 = 3x4 II 1 12 2 13 3 14 4 15 16 5 17 8 18 19 7 s a• a e5 se' e e 'X� 10 9 e 4x8 = 4x12= 4x10 = 4x10= I 15-1-4 I 15-1-4 Plate Offsets(X,Y)— 11:Edge,0-1-8],18:Edge,0-1-8].Il l:Edge,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.10 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.51 Vert(TL) -0.17 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1190/0-5-8,8=1226/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2424/0,3-4=-2424/0,4-5=2571/0,5-6=2571/0 BOT CHORD 10-11=0/1415,9-10=0/2793,8-9=0/1756 WEBS 6-8=2036/0,6-9=0/952,5-9=312/0,4-9=259/0,4-100-430/0,3-10=-345/0,2-10=0/1178,2-11=-1793/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)152 lb down at 2-3-0,152 lb down at 13-2-8,93 lb down at 1-5-7,88 lb down at 3-0-10,88 lb down at 4-7-13,88 lb down at 6-3-0,88 lb down at 7-10-3,88 lb down at 9-5-6,88 lb down at 11-0-9,and 88 lb down at 12-7-12,and 95 lb down at 14-2-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1) Uniform floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ���ED PR OFA., Yol Vert:8-11=8,1-7=-80 �5 �NGtNEF. /0 Concentrated Loads(Ib) V '- Vert:6=88(F)3=-88(F)2=-152(F)12=-93(F)13=88(F)14=-88(F)15=-88(F)160-88(F)17=-88(F)18=152(F)19=-95(F) �� 87 fl22PE �� (P tN - � U '0j, OREGON rte </ �S A. HE04 EXPIRES: 06/30/2017 May 24,2017 9 I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 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 MI . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall t building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Nigel(' 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/TP11 Quality Criteria,DSB-99 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657340 PL17-179_UPPER F06 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MTek Industries,Inc. Wed May 24 15:22:25 2017 Page 1 ID:5eV?tdjYilzoX2xysiFOVpzsmU0-6t19CEOISKnTh810BtmNGYEIS91S4sT gfbv17zOFHy 1-10-4 I 2-6-0 ,. Scale=1:25.1 3x4 I I 4x6 = 1.5x3 II 3x4= 1.5x3 II 3x6= 3x4 II 1 2 3 4 5 6 7 e a e e __Zee. _ _.jki44t4ii00004%44Nooii000... _ .40000000000000000•••fr_.414440104441001411414441140..., 0 05 o o- 41100e _ 10 9 3x6= 4x8 = 3x8= 3x6= I 15-1-4 I 15-1-4 Plate Offsets(X,Y)— (1:Edae,0-1-8] LOADING (psi) SPACING- 1-7-3 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.32 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=653/0-5-8,8=653/0-5-8 Max Uplift 11=74(LC 6),8=74(LC 7) Max Gray 11=688(LC 3),8=688(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=262/262,2-3=-1378/58,3-4=1378/58,4-5=-1466/37,5-6=1466/37,6-7=348/348 BOT CHORD 10-11=-199/861,9-10=27/1591,8-9=-162/1021 WEBS 6-8=-1191/198,6-9=250/805,4-9=-420/384,4-10=-504/359,2-10=-231/900, 2-11=-1019/155 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11,8. 3)This truss has been designed for a total drag load of 2000 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-1-4 for 132.4 plf. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. `-c' 87022PE r CV y �Aj, OREGON q9 <ti 1.O AMBER O1 �O OV A. HEC�P EXPIRES: 06/30/2017 May 24,2017 0._ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 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 applicabilityof design parameters and properlyincorporate 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 MiTele ek' is always required for stabilityand 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 ANSA PII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657341 PL17-179_UPPER F07 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:25 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-6t19CEOISKnTh5IOBtmNGYEmB95Q4xc gfbvl7zDFHy 1 0-11-4 1 2-6-0 1 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:11.1 111 II II inn II I /1441161 I NM -Mil leill 5 F 3x4= 3x4 = dil 3-8-4 I 1 3-6-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Inc- YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-P Weight:20 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=157/0-4-0,5=157/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �C ,' G N A-, Wo 87022PE �• r cv y x'02, OREGON rte IN "PO SER \\ '4 os A. HE¢,P EXPIRES:06/30/2017 May 24,2017 s I rr ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/032015 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 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/TPH Quality Criteria,D5B-89 and BCSI Budding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657342 PL17-179_UPPER F08 Floor 14 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:26 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-a4bXPa1 NCevKllKalbhIcpmnwPZSgpOj73JLTZZzDFHx I 2-6-0 I 0-11-12 I 0-6-12 4x41= 1 1.5x3 II 2 3x4= 3 3x4 II 4 Scale=1:11.1 •J S1.5x3 II 7 5 3x4 = 4xx60-4 I 37-4 r 1R I 4-6-8 I 3-7-4 1- 0-8-4 0-1-8 Plate Offsets(X.Y1- 14:0-1-8,Edeel LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-P Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=128/Mechanical,6=385/0-6-0 Max Gray 7=152(LC 3),6=385(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 4-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase-=1.00 Uniform Loads(plf) ��Ed P R OFF S Vert:5-7=-8,1-4=-80 � N \ GC (5/ Concentrated Loads(Ib) R o Vert:4=-125(F) �� 87022PE f yN -- N �Aj, OREGON rt4 kf -PO ��BER '\1 �4 On A. H -?�. EXPIRES:06/30/2017 May 24,2017 i I N ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1.1I1-7473 rev.10/032015 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 bucking 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/TPN quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657343 PL17-179_UPPER F09 Floor 20 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:26 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-a4bXPa1 NCevKIIKaIbHcpmnwUZS5pOe73JLTZZzDFHx 2-6-0 I 0-5-12 0-6-12 4x41= 1 1.5x3 II 2 4x4= 3 3x4 II q Scale=1:11.1 0 3 \ 1.5x3 II 7 5 3x4= 4 6rj4= 3-1-4 3n2-1Q 4-0-8 3-1-4 1 0-8-4 0-1-8 Plate Offsets(X,YI— 14:0-1-8,Edoel LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-P Weight:27 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc puriins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=102/Mechanical,6=368/0-6-0 Max Gray 7=129(LC 3),6=368(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 3-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads Vert:5-71 P R pFk —8,1-4=-80 K O 061 Concentrated Loads(Ib) �CDNG�NEE �o Vert:4=-125(F) ,�? 9 4, 87022PE N �N fiAj, OREGON etc,:, 111N "P0O "78ER \1 �0 A. HE-' EXPIRES:06/30/2017 May 24,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 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 ■#T t' building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iVl'EQlc'. 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 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657344 PL17-179_UPPER F10 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 M7ek Industries,Inc. Wed May 24 15:22:27 2017 Page 1 ID SeV?tdjYilzOX2xysiFDVpzsmUO-2G9wdw2?-a1 BwSvmJlorMzJ6fynCYr_HIz406?zDFHw I 0.5-4 I 2-6-0 I 1 1.5x3 II 2 4x4 = 3 1.5x3 II Scale=1:11.2 -: / 5 3 . 1 4x4 = 3x4 = LI¢14 3-211 I 1 3-0-12 Plate Offsets(X.Y)— [5:Edae,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 "**" 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Inc: YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012ITP12007 Matrix-P Weight:18 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=135/0-4-0,5=135/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���c O PR oFFs w�`� tiNGINEFR s/p2� 870 2PE r , ,SNI - SAT OREGON o3 1v -QO AMBER �� �O OCI `3 A, HEY' EXPIRES: 06/30/2017 May 24,2017 r 1 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 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,note 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 ANSVTPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Su0 Cititerus1He9ights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657345 PL17-179_UPPER F11 Floor 44 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:27 2017 Page 1 ID:5eV?tdjYilzoX2xysiFDVpzsm UO-2G9wdw2?zx1 BwSvmJlorMzJ6VyjQYmOHlz406?zDFHw I 1-11-4 I 2-6-0 Scale=1:25.4 1.5x3 I I 4x6= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 0 c i1 1 10 9 8r 3x5 = 4x8= 3x8= 3x5 = 01148 14-11-4 I 0-1-8 14-9-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Inc- YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=651/0-1-8,11=651/0-1-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1369/0,3-4=-1369/0,4-5=1452/0,5-6=-1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=1072/0,6-9=0/622,2-10=0/725,2-11=945/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � G�Ep PROFFs, ,� �NGtNEF9 /'�' 87022PE 91-' o'1/449cv -y �'oj, OREGON q, 40 gO FiLjBER '\'\ \-‘© EXPIRES:06/30/2017 May 24,2017 I I Al WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Mi. MiDesign 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 �t� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek Qk" 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 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657346 PL17-179_UPPER F12 Floor 32 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:28 2017 Page 1 I D:Se V?tdj Yi Iz0X2xys i FD V pzsm U O-WSj I g G 2 d kF92YcTzt?J4u B sH N M 5 J H E OQ Wd gZeRzD F Hv 1 0-10-0 H I 2-6-0 I Scale=1:19.2 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 4x4= 2 3 4 5 6 i e0 "i"e -`1\ f\f/� o o 10X 9 8 7 4x5= 3x5 = 1.5x3 II 3x4 = I 11-4-0 I 11-4-0 Plate Offsets(X.Y)— f1:Edae,0-1-8J LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:56 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=493/0-4-0,7=493/0-1-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-501/0,1-2=-309/0,2-3=309/0,3-4=-927/0,4-5=-927/0 BOT CHORD 8-9=0/795,7-8=0/656 WEBS 5-7=-766/0,5-8=0/315,3-9=-567/0,1-9=0/584 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <��Ep P R OFFS �c'� tiNG�NE�R s/02v 87022P7 r i ,` >C ��Aj`OREGON n Q� Or) MBER la A. HE ' EXPIRES:06/30/2017 May 24,2017 1 1 r ®WARNING-Verify design parameter: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 ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657347 PL17-179_UPPER F13 Floor Girder 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MTek Industries,Inc. Wed May 24 15:22:28 2017 Page 1 ID:SeV?tdjYilz0X2xysiFDVpzsmUO-WSjlgG2dkF92YcTzt?J4uBsHaM05H5AQ WdgZeRzDFHv 1-2-12 I 1-10-0 I I 1-8-8 Scale=1:24.8 3x4 II 6x12 = 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x8 = 3x4 II 1 2 3 4 5 6 7 8 9 e05 NZ1V N.--: NN.,, a �cx,�o 13 e 12 11 ,/TBS 5x8 = 6x16= 3x5 = 4x10 = 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X.Y)— 11:Edae,0-1-81.(10:Edge,0-1-81,114:Edoe,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ld PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.13 12-13 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC20121TP12007 Matrix-R Weight:80 lb FT=0%F,50 hE LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=1285/0-5-8,10=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2457/0,3-4=-2458/0,4-5=-2473/0,5-6=-2473/0,6-7=-1673/0,7-8=-1673/0 BOT CHORD 13-14=0/1086,12-13=0/2559,11-12=0/2168,10-11=0/960 WEBS 8-10=-1222/0,8-11=0/920,6-11=-638/0,6-12=0/393,3-13=-967/0,2-13=0/1745,2-14=1646/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)825 lb down at 3-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 10-14 ,Concentrated Loads�(b),9 80 la P R Ores6),,,.-) Vert:3=825(F) �rN �NG)N�F9 Ni �/ 87022PE �,�r t" 7 �Aj, OREGON if) IUB 9C FMBER 1'' �p On A. H3' EXPIRES:06/30/2017 May 24,2017 t a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.101032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual balding 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 !91■ �k /1FT ` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the R. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,D5B49 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657348 PL17-179_UPPER F14 Floor Girder 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:29 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO_fHg1c3FVZHv9129QjgJROPOBmMQOc2aIHZ7AuzDFHu 1-8-4 I 2-6-0 I Scale=1:24.8 3x4 II 4x10 = 1.5x3 II 3x4 = 1.5x3 II 4x8= 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 • e • • e 0 • - .40700000- _ ...6.... _ 0 a`X,' e 0, - e '�` 10 9 e 4x8 = 4x12= 4x8= 4x8 = I 14-11-4 I 14-11-4 Plate Offsets(X.Y)— ft:Edoe,0-1-8],[8:Edae,0-1-6],[11:Edge,0-1-8] LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(TL) -0.14 9-10 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.59 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:74 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1025/0-5-8,8=1000/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2080/0,3-4=-2080/0,4-5=-2201/0,5-6=2201/0 BOT CHORD 10-11=0/1084,9-10=0/2400,8-9=0/1465 WEBS 6-8=-1699/0,6-9=0/859,5-9=-278/0,4-10=-373/0,3-10=-367/0,2-10=0/1163,2-11=-1423/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 lb down at 3-11-8,129 lb down at 13-3-0,79 lb down at 0-8-9,71 lb down at 2-3-12,65 lb down at 5-6-2,65 lb down at 7-1-5,65 lb down at 8-8-8,and 65 lb down at 10-3-11,and 65 lb down at 11-10-14 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+ Flood sive(balanced):Lumber Increase=1.00,Plate Increase=1.00 ���E❑ PROreci Uniform Vert:8-11=-8,1-7=-80 �Cj �NGINFF9 /0 Concentrated Loads(Ib) ,� 2� Vert:6=65(F)4=-65(F)12=-79(F)13=-71(F)14=-129(F)15=65(F)16=-65(F)17=65(F)18=-129(F) 87022PE r" N y �Aj, OREGON r[� 4Q �C tcMBER ,1 �O OS A. HVi; EXPIRES:06/30/2017 May 24,2017 it 1 r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev.10/0722015 BEFORE USE MIII. 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 MIlekC' 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/TP11 Quality Criteria,DSB-89 and BCSI Budding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Su Citrusite ll109eiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657349 PL17-179_UPPER F15 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:29 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO_fHg1c3FVZHv9129QjgJROPS8mR1OjfaIHZ7AuzDFHu 1-5-12 I 2-6-0 I Scale=1:17.1 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 5 e- : 8>e 7 3x5 = 3x4= 3x4 = O 9-4-4 I 0-'1-$ 9-2-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Ina" YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:46 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=406/0-40,8=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=639/0,3-4=639/0 BOT CHORD 7-8=0/356,6-7=0/511 WEBS 4-6=597/0,2-7=0/330,2-8=-504/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <c ,,o) P R OFFS �ca <.:. tiNG t NEF,9 s/01, 87022PE r yto -- ti �Aj, OREGON rte <cr 'POn AMBER 11 �� S A. HO; EXPIRES:06/30/2017 May 24,2017 pa, ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 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 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Safe 109 Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 13/4' Center plate on joint unless x,y P Y offsets are indicated. (Drawings not to scale) Damage or Personal Injury MitDimensions are in ft-in-sixteenths. I Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. dia onal or TOP CHORDS 9 g,is always required. See BCSI. Truss bracing must be designed by an engineer.For 0-1.16" 2. wide truss spacing,individual lateral braces themselves 4 C! may require bracing,or altemative Tor I _ .. bracing should be considered. 4.3. 1.1111Air 0 ever exceed thdegloading as ht nd eve OL\IRA r;91111A d stack materials one inadequatelysibraced otrusses.an PNrovide copies of this trussnoa design to the building r For 4 x 2 orientation,locate C7-8 cs- cs s designer,erection supervisor,property owner and plates 0- 'h t'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/TPI 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. 1 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. ■IIMIIO reaction section indicates joint 1111r III EM number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. green or treated lumber may MI18.Use of pose unacceptable 1.-M-4 environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal project engineer before use. 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, n 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 lot MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: ERT AREA 3 LOTS 23-28 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K3229498 thru K3229546 My license renewal date for the state of Oregon is December 31,2017. ?,t.o PROF?.44, 89200PE r3OREGON 'DA 4 2-C3\ P4 ��RRItL May 23,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I TC: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=21.7ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-00 5-00 '( .( T 12 12 IIM-9x4 12.00 7 3 12.00 240 O JJ�� O M-3x9 M-3x4 ),' 1-00 y 10-00 y 1-00 y �Co' , " S�,/..: mac~ 9 0.'.0 89200PE r- JOB NAME : RT ENGLISH 6 PLEX - Al Scale: 0.4312 ,7101111 rr'-,'"�-/y—~ WARNINGS: GENERAL NOTES, unless otherwise noted �,,.s OREGON Je, I.Builder end erection contractor should be advised of as General Notes I.This design is basad only upon the parameters shown and is for an individual )�/ (1C L�V I V w `{J Truss: Al and Warnings before constudbn commences. building component Applkabllity of design parameters and proper �} (�A L'a 2.D�4 compression web bradng must be installed where shown e. incorporation of component Is the responsibility or the building designer. /TO 7 F` 14 2-V 4 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be lalerelly brecetl at �./ Is the reaponslblAN or the erector.Additional permanent bracing of T o.c.and at 10 o.c nspedWaly unless bread Ihroughod Met length by k..\- DATE: 5/23/2017 me swami structure Is the re alba of building designer. antlnuoua sheathing let as plywood Meething(TC)anNor drywaa(BC). epon M o g g 3.2s Impact bridging far lateral bracing required where mown•t SEQ. : K 3 2 2 9 4 9 8 4.No load should be applied to any component until after all bracing and 4.Inctallatlon of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D• LINK dealp loads be applied to any component. end are for"dry condition"uruse. 5.CompaTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supporta Maven.Shim or wedge it EXPIRES: V I']'17 C[s' /11rS /20 i 7. tabrkalbn,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. May 23,2017 f1C S7 G/J / i 8.This design is furnished aub(ad to the limitations set forth by 8.Plates shell be Mailed on both faces of truss,and placed a their center TPIMyTCA in BCSI,copies of which MI be furnished upon request. Hnes coincide with joint center fines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inn./CompuTruo Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-13/1.ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-1245) 1552 3- 9=( -414) 342 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C. 2- 3=(-1275) 628 7- 8-) 0) 0 B- 9=( 0) 65 WEBS: 2x4 KDDF STAND 3- 4=( -896) 349 8-10=( -7) 10 9- 4=( -226) 568 LOADING 4- 5=( -867) 297 10- 6=(-1028) 1392 9-10=(-1054) 1431 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1332) 614 9- 5=( -627) 489 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -304) 371 TOTAL LOAD = 45.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.504 or equal at non-structural 0'- 0.0" -389/ 1109V -2000/ 2000H 5.50" 1.77 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -390/ 1107V -2000/ 2000H 5.50" 1.77 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR SSPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" / 7-11-02 9-01-14 MAX LL DEFL = -0.020" @ 7'- 11.1" Allowed = 0.808" f 1' MAX BC PANEL TL DEFL = -0.068" @ 4'- 2.3" Allowed = 0.474" 4-00-05 3-10-13 4-03-09 4-10-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.024" @ 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.030" @ 0'- 5.5" M-4x6 12.00 7 Q 12.00 4.0" ICOND. 3: 2000.00 LBS SEISMIC LOAD. 9 M-3x5 'i%4r M-3x5 Design conforms to main windforce-resisting >fO system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=6.0,BCD1=6.0, ASCE 7-10, M-1.5X4 M-1.SX4 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, M-3xTruss designed for wind loads M-1.5x3 M-3x5 in the plane of the truss only. M-3x4 Truss designed for 4x2 outlookexs. 2x4 let.-ins M-3x5 3Al of the same sire and grade as structural top ilillA. ,`rchord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are M-1.5x4 permissible at inlet board areas only. 0-1 M-3x51111 _ M-3x9 9 11111111111\r- 0 ugmeumminiiimit. ,:--: _� I N 7 B 10 **6 cz, M-1.5x3 M-3x5 M-3x4 i 0 M-5x8 l l l l 7-11-02 4-03-09 4-10-05 )' l l l 1-00 7-07 yl 9-06 E t y 7-09-06 0-02-06 9-03-10 y �� 61N s., /0 17-01 :\_9200 E t_, JOB NAME : RT ENGLISH 6 PLEX - B1 ..' Scale: 0.2246 1ipp.40 er. WARNINGS: GENERAL NOTES, anotherwlarnoted: 7 OREGON 4/ 1.Builder and erection contractor should be advised of al General Notes 1.TMs design Is based only upon the parameters shown and is for an Individual 1lG V V I w ='V Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters end proper i•'e 2.2.4 compression web bracing must be hastened where shown+, Incorporation of component is me responsibility m the building sea finer /0 '<J r yy0� i- 3.Addi8onal temporary bracing to Insure stability doing construction 2 Design assumes the lop and bottom ci,ords to be laterally braced et Is the reaponsiNlty of the erector.Additional permanent bracing of 2a.c.and at 10 o.C.respedNety ununlessMeatl throughout thea length by 71r DATE: 5/23/2017 overall structure structureure la the responsibility of the buildingcoMinuoue sheathing each as ptywootl Ing(TC)ant/or tlrywap(BC). designer. s.2a Impact bridging or lateral bracing requiredaired where shown•+ S E Q.: K3 2 2 9 4 9 9 4.Soloed should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man S.Design eesusras trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. �/p 5.CompuTos has no control over and assumes no responsibility for the 6.Design assumes NII bearing at ail support;Mown.Salm or wedge d EXPIRES: C(-+.,. n/r)�JItO febncstbn,handling,shipment components. wry' L/ll-. RLt7 G J f-L pmameonsslimiamnscot a. B.Design eshassumes Hosadequate drainage loftruss,an M8 23,2017 8.This design is furnished caged to the limitations set forth by B.Plates shall be located on both lasso of truss,and placed so their center y TPWOICA In SCSI,copies of which wig be furnished upon request. lines colloids with)Dint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.lCompuTrus Software 7.6.8f1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e8(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-124) 593 3- 9=(-236) 225 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-811) 223 7- 8=( 0) 0 8- 9=( 0) 65 WEBS: 2x4 RUDE STAND 3- 4=(-633) 290 8-10=( 0) 5 9- 4=(-226) 996 LOADING 9- 5=(-647) 255 10- 6=( -81) 513 9-10=( -80) 527 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSE 5- 6=(-857) 179 9- 5=(-282) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 10- 5=( -90) 130 TOTAL LOAD = 45.0 POE OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -123/ 897V -223/ 236H 5.50" 1.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 (IDE ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-02 9-01-14 MAX LL DEFL = 0.014" @ 7'- 11.1" Allowed = 0.808" 1' . f MAX BC PANEL TL DEFL = -0.068" @ 4'- 2.3" Allowed = 0.474" 4-00-05 3-10-13 4-03-09 4-10-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.008" @ 16'- 7.5" 12 12 MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" M-9x6 12.00 7 N 12.00 4.0" Design conforms to main indforce-resisting 4 T+( system and components and cladding criteria, 'i\ Wind: 140 mph, h=24,4ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. M-1,5x3 3 M-3x9 IIIIIIIIoo,, m 0 441111111111 I r..111111 1 1M-3x9 0 B � k rn -�(rn aiminii .4. 001 ; ,-1 7 8 10 **6 0l M-1.5x3 M-3x4 M-3x4 1 M-5x8 7-11-02 4-03-09 4-10-05 1 l l ,L 1-00 7-07 9-06 �O PRQ - y ll y 4,c� 6, 7-09-06 0-02-06 9-03-10 taGINEp, --/,..., y y � 17-01 89200PE t-- JOB JOB NAME : RT ENGLISH 6 PLEX - B2 �, '' Scale: 0.2246 - fifillr ' Cr WARNINGS: GENERAL NOTES, unless otherwise noted' * OREGON Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameter.shovel and b for an Individual Y �.lff77GGON *_ Truss: B2 and Warnings before comb-t:lon commences. building component.Applicability of design parameters end prope13:0 ��A L s�l ` 2.2x4 compression web bracing must be Installed where shown*. incorporation of component Is the responsibility of the building designer. '') �` �{A \ 3.Additional temporary bracing k insure stability during conetfuctbn 2.Design assumes the top and bottom chorda to be laterally braced et '<r( /W Is the responsibility of the erector.Additional permanent bracing of 2 continuous aeheathhg such as plywood sheathing(TC) ndtorr hout their Ir length by ���A 1�� DATE: 5/23/2017 the overall ebuchrte la them responsibility of the buildingdesigner. a9(BC). .poll car e 3.Sci,impact bridging or lateral brodng required where shown** S E K 3 2 2 9 5 0 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss h the responsibility of the respective contractor. Q' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nonacorrosNe environment. TRANS ID: LINK design loads be applied tany component. B eDed refordy mneion�ldt,ew n.shown. g 5,CompuTrus has no control over and assumes no teepunaibility for thenecell„;assumes g° p� �° EXPIRES: 12131/2017 ry. hbncatbn,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. May 23,2017 8.This design Is furnished witted to the limitations set forth by A Plates shall be located on both laces of truss,and pieced so their center TPEWTCA in BCSI,copies of which all be furnished upon request. lines coincide vtth faint center lines. 9.Digits hdkate size of plate in Inches. MiTek USA,Ino,/CompuTfoe Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 18-11-08 GIRDER SUPPORTING 20-11-00 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5370) 874 1- 8=(-590) 3519 8- 2=( -276) 1924 5-13=(-2109) 358 BC: 206 KDDF #1&BTR 2- 3=(-3858) 730 8-11=(-586) 3499 2-11=(-1248) 310 13- 6=) -708) 9920 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3890) 734 9-10=( 0) 0 10-11=( -92) 634 14- 6=1 -208) 1338 2x9 DF 2400F A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5306) 912 10-12=( -2) 29 11- 3=( -964) 5086 6-15=(-5576) 919 2x6 KDDF STAND B TC UNIF LL( 50.0)+DL( 20.01= 70.0 PLF 0'- 0.0" TO 18'- 11.5" V 5- 6=(-5768) 966 12-13=(-942) 6000 11- 4=(-1798) 422 15- 7=( -60) 22 BC UNIF LL( 236.5)+DL( 209.2)= 445.6 PLF 0'- 0.0" TO 18'- 11.5" V 6- 7=( -44) 54 13-14=(-438) 2870 11-12=( -564) 3916 TC LATERAL SUPPORT <= 12"OC. UON. 14-15=(-938) 2870 4-12=( -384) 2234 BC LATERAL SUPPORT <= 12"OC. UON. ADD', BC CONC LL+DL= 547.0 LBS @ 17'- 1.0" 12- 5=(-2934) 526 -er ( 2 ) complete trusses p required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Attach 2 ply with 3"0.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) nails staggered: 0'- 0.0" -812/ 4978V -203/ 252H 5.50" 7.96 KDDF ( 625) \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 18'- 11.5" -873/ 5344V 0/ OH 5.50" 8.55 KDDF ( 625) /)(v�(\ 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs. kOND. 2: Design checked for net(-7 psi) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 7-11-02 6-07 4-05-06 MAX LL DEFL = -0.072" @ 11'- 3.5" Allowed = 0.902" f fMAX TL DEFL = -0.135" @ 11'- 3.5" Allowed = 1.203" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-03-01 3-08-01 3-02-10 3-04-06 2-06-14 1-10-08 f 1' #' '1' f T 'f MAX HORIZ. LL DEFL = 0.017" @ 18'- 8.0" 12 12 MAX HORIZ. TL DEFL = 0.031" @ 18'- 8.0" M-4x6 12.00 17 7j12.00 3 4 ODesign conforms to main windforce-resisting system and components and cladding criteria. ALL CONCENTRATED LOADS 0,1 Wind: 140 mph, h=23.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, MUST BE EQUALLY DISTRIBUTED (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), TO EACH PLY OF THE TRUSS. load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 101 ,M-3x5 M-3x5 z4I1 ,'. M-5x6 M-1.5x3 M-5x10 6 M-5x10 `6 MEMPAMMEMEME 1'- 8 I 11 4l ,A1\ r coO ,__, 910 12 13 14 -moi 5 M-1.5x3 M-4x12 M-5x6 M-3x8 M-7x8 M-4x6 1, y l l 1 *547# , 4-01-05 3-09-13 3-04-06 3-06-02 2-03-06 1-10-08 y l ), J, 7-07 ll 11-04-08 b ,.1) PRQF 7-09-06 0-02-06 11-02-02 i4�I NE I O y y .9 18-11-08 sC/ s 9200ID r' JOB NAME : RT ENGLISH 6 PLEX - BGIRD �` /moi!!" Scale: 0.2184 /'' WARNINGS:.BulBGENERALdesign is NOTES, unless otherwise par M I i1 77 �/"�y-,EGON �1.0 Truss• BGIRD Builderandsbefor comraaorsnoutsbences.advised ofau General Note: burring Ipweed opplupon mo parametersshownand Ipfor,r individual t OREGON a and plantings before construction commences. building ssofnscomponent.component ebllHy of design parameters and proper �y 01\t, ` 2.204 compression web bracing must be intallaE where shown.. incorporation of cemponent la me responsibility of the building designer. �/y 'T {A "`�{ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al C,/ /`4, l'e by la the responsibility of the erector.Additional permanent bracing of T o continuous end et 10'o c.rsuchas ply unless braced FIC)a d/Mair langur). .FiR 1 L r NY DATE: 5/23/2017 the overall structure Is the responsb8 f the building designer, WImpctshging or suchas required wheresand/ordrywaN(BC). responsibility 3.leImpactbor truss orN therelpoangity of the whereswum++ SEQ.: K3229501 4.Noload enesaresmeteapplied totnany ticomponent houluntil after geraarmand 4.DesatsionortestrIsesaretolawnyofthe ospectoeweviron fasteners are compete and at no time moats any loads greater men 5.Design assumes trusses are to be used to e non<omoam..nmronment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CempuTrus has no control over and assumes no responsibility for the 6.Design assumes N8lass ng aN supports mown.Shim or site H EXPIRES 12/3112617 fabrication,handling,shipment and Inetaltetion of components. Design as 7.Plates awmesteredoneothifacelo trussea. May 23,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed ere their center TPHWICA in SCSI,copies of which MAI be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./ComuTrus Software 7.6.8 iL E S Digits indicate size of plate in inches. P ( )- 10.For basic connector plate design values see ESR-1311,ES114550(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF 4163TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-126) 112 1-4=(-43) 48 2-4=(-149) 145 BC: 2x8 KDDF 4168TR SPACED 24.0" O.C. 2-3=( -16) 8 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. 01 ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 POP 0'- 0.0" -57/ 475V -45/ 87H 5.50" 0.76 ROOF ( 625) ** For hanger specs. - See approved plans 3'- 6.0" -109/ 557V 0/ OH 5.50" 0.89 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) ADDL: BC CONC LL+DL= 717.0 LBS @ 2'- 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX TC PANEL LL DEFL = 0.009" @ 1'- 9.3" Allowed = 0.186" MAX BC PANEL TL DEFL = -0.012" @ 1'- 11.2" Allowed = 0.149" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 3'- 2.2" 3-02-04 0-03-12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 2.2" f 1' 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 7 Wind: 140 mph, h=20.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 3 -,. End vertical(s) areexposed to wind, Truss designed for wind loads 2 in the plane of the truss only. N O O O I rn Al:. oI LATAIIIIIIIIIII v. f 1► 1,r, 4 O M-3x4 M-3x8 l 11,717# 1 , 3-02-04 0-03-12 y y A� /� 3-06 CJ,cO PROpen � 00 '• ia'.9200 .bit'+ JOB NAME : RT ENGLISH 6 PLEX - CGIRD / . ' _ Scale: 0.5494 +t It. Iii WARNINGS: GENERAL NOTES, wises otherMee noted. (� f�'!1R /s. 1.Builder and erection contractor should be advised of all General Notes 1.Tide design Is based only upon the parameters shown and is for an individual v W V I r(/ Truss: CGIRD and Warnings before construction commences. building component Applicability of design parameters and proper +'� :t �� �0N� A. In 2.2v4 compression web bracing must be installed where shown+. of component Is Me responsibility of the building designer. '7 3.Additional temperer),bracing to insure stability during construction 2.Design assumes the lop and bonen chorda to be laterally braced at �+ 1 th by Is the responsiblity of the erector.Additional permanent bracing of continuous enaathing Kroh as plywood sheathing(TC)t 10'o.c. unless braced throughout drywallgSC C A.I O- DATE: 5/23/2017 the overall structure is me responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K3229502 4.Na load should be applied Is any component soil after all bradng and 44..MDedioionatrussIsassumes sthe ae �wb�»eitherespeativvecsive ntreslan. fasteners are ample and at no time should any loads greater than and are for"dry condition"of use. TRANS I D: LINK design loads beapd to any component. 8.Design assumes full bearing at ell supports shown.Shim or wedge if EXPIRES. 1211/22017 5.CompuTrua hasas no no control over and assumes no resposibiliN forme e fabriaton,handling,shipment and installation afcomponents. 7.necessary. assumesadequaledrainageisprovided. May 23,2017 6.This design Is fumkhed sided to the limitations at forth by S.Plates shall be located on both faces of trues.and placed so their anter TP WOrCA in SCSI,copies of which will be furnished upon request. line coincide with pint anter lines. 9.Digits radiate sire of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L(E 10.For bask connector plate design alas as ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 21'— 2.0" 'COND. TC: 2x9 KDDF #1aBTR LOAD DURATION INCREASE = 1.15 ry,OND. 2: Design checked for net(-7 psf) uplift at 29 " c spacing. ) BC: 2x9 KDDF 1+1./BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF Wind: 190 mph, h=29.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 45.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on ontinuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 81-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-07-11 9-06-05 T 'f T 21-02 T T 12 12 9.00 11M-4x4 2 N9.00 NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. /7,,, 11111111111 i o, o M-3x4+ ril I 4 6 y5c.O PROP�c6, J. y J. y cit G,Ne " 1-00 6-11-08 19-02-08 � �y t EEQ ? co- 1-00y 21-02 ,I• $ 200r E � JOB NAME: RT ENGLISH 6 PLEX — D1410' � /} Scale: 0.2569 -y OREGON to WARNINGS: GENERAL NOTES, unless otherwise noted E NI), A.. Truss: D 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and la for an individual //t Al �d {A 210 44Z5�4 and Nkminga before esnslrudlon commences building component.Applicability of design parameters and proper S.f 1`Y' �' ll 2.2e4 compression web bracing must be Installed where shown 5. Incorporation el component b the responsibility of the building designer. /F 3.Additional temperery bracing to Insure stability during conatrudlon 2.Design eacumea me lop and bottom chortle to be laterally bated et ' R.t( �. lathe rospansibinly of the amulet.Additional permanent bracing of 2 No and et o.c.rsapedsely unless braced throughout their length by ! (l 1 4 DATE: 5/23/2017 the overall structure is the responsibility of the buildingdesigner. continuousxImp streamingor sten bs aciplyng re aired rte re s senand/5r drywen(BC). e 1 In Impact bridging is lateral bracing required the where shown contractor.. SEQ.: K3229503 4.Natoeds areld be cmapp)antot no component until eller alleredrthantl 5.DesignlasofbutsIses are to be seoftherespective fasteners ar<esmaeteand.t no time should any loads greater than 5.Design are for ion"of a be used In a na�eanaNsenvironment. EXPIRES: 12/31/2017 design loads be applied to an M. and are far"tlry condition"of use. TRANS ID: LINK PP yesmp"^e mer S.Designassumes full beating atail supports Blown.Shim orwedge if May 23,2017 5.CompuTrus has no control er and assumes no responsibility for the neesasery fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. S.This design Is furnished subject to the limitations set forth by 8.Plates shall be totaled on both faces of truss,and placed so their center TPIMTCA in SCSI,espies of which will be furnished upon request. lines coincide with Joint center linea. uTrus Software 7.6.6 1E E 2.Digits Indicate sire of plate in inches. MiTek USA,Inc./Com P ( )- W.For basic connector piste design values see ESR-1311,ESR-1288(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -5) 100 8- 9=(-234) 291 8- 2=(-1081) 291 9-12=(-965) 219 BC: 2x9 KDDF #180TR SPACED 24.0" O.C. 2- 3=( -928) 191 9-11=( -2) 10 2- 9=( -106) 715 12- 5=(-212) 581 WEBS: 2x9 ROOF STAND 3- 4=(-1113) 261 10-12=(-178) 878 9- 3=( -463) 169 12- 6=(-253) 166 LOADING 9- 5=( -813) 270 12-13=(-123) 687 9-10=( -185) 789 6-13=(-152) 141 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -814) 294 13-14=( -26) 95 3-10=( -43) 212 13- 7=(-107) 699 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -931) 207 11-10=) 0) 51 7-14=(-910) 223 TOTAL LOAD = 95.0 POP 10- 4=( -26) 232 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x9 where shown; Jts:2-4,6-7,13 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 1111V -243/ 256H 5.50" 1.78 KDDF ( 625) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 21'- 2.0" -148/ 952V 0/ OH 5.50" 1.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 11-07-11 9-06-05 MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 1' f ,. MAX LL DEFL = 0.025" @ 6'- 9.8" Allowed = 1.012" 3-08 3-03-08 4-08-03 4-04-09 5-01-12 MAX TL DEFL = -0.043" @ 6'- 9.8" Allowed = 1.350" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.012" @ 21'- 0.2" 12 IIM-4x4 12 MAX HORIZ. TL DEFL = 0.021" @ 21'- 0.2" 9.00 Q 9.00 S 4.0" Design conforms to main windforce-resisting ,int system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 4 r 3 111111111 111 7 0 I 2 't ti �0 1 r All .1 12 J 13 A 14 - , r 111 .. or__ ,.7,,,: M-3x8 M-1.5x3 CD0 ~ B.. M-1.5x3 M-3x8 M-14x8 " M-1.5x3 1 y l l ). l 3-06-04 3-03-08 4-09-15 4-06-01 4-10-04rY1 �7 I1c 06, 1-00 6-11-08 l 14-02-08 y , , t,GINEV&- ,// 21-02 `.. :9200PE JOB NAME : RT ENGLISH 6 PLEX - D2 Scale: 0.2255 'le !! !!; -`,a WARNINGS: GENERAL NOTES, unlees othervau noted OREGON )(�" • 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters Mown and is for an Individual 1J(1 CL7 W I V w V Truss: D2 and warnings before construction commences. building component.Applicability of design parameters and proper "�L/� 1A�'` QN .A. . 2.2e4 compression web bradng must be installed where shown 5. Incorporation of component Is the responsibility of the building designer. �7 V ` 3 Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chortle to be laterally braced at .• Is the responsibility f the erector.Additional permanent bracing of a and 88 hin reaph as ply unless a thi (TG) n m their length) 'E R IA.." + AlY o .c.ancontinuous t 17 c.c.such as plywood s brsced throughout hoot t drywaAgth b ,E '5..77 4r+ DATE: 5/23/2017 the overall structure is the reeponeibIlity of the building designer. 3.2s Impact bridging or lateral bradng required where shown** SEQ. : K 3 2 2 9 5 0 4 4.Noised should be applied to any component until after all bradng and 4.Installation of tru'rydsh�espoensIbbe uiye.e respective contractor. �ad�r.nem, fasteners are complete and at no time should any loads greater than Design assumes and ere for"dry condition"of use. TRANS ID: LINK design pada be applied to any component. s.compo uaneenocontrelowerandaseumeanoreeponabltydrthe 6.Design ssumesmgbearing atalsupports shown.Shim orwedge if EXPIRES- 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 2J,L017 6.This design Is furnished n B ished eub(ect to the limitations eel forth by .Plates shall be boated on both faces of truss,and placed so their center TPI WTCA in SCSI.copies of which vol be furnished upon request. lines coincide math(obit center line. MiTek USA,Inc./Com uTrus Software 7.6.8(1L 9.Digits indicate Don eresplate a inches. p }E 1.Dorbasicconnectorfpat in inc es. see ESR-7311.ESR-1 g86(hgTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 914BTR LOAD DURATION INCREASE = 1.15 1- 2=( -859) 175 7- 8=(-221) 231 7- 1=(-913) 202 3-11=(-442) 213 BC: 2x9 KDDF f1&BTR SPACED 29.0" O.C. 2- 3=(-1070) 260 8-10=) -2) 9 1- 8=(-105) 690 11- 9=(-211) 566 WEBS: 2x9 KDDF STAND 3- 9=( -796) 270 9-11=(-169) 898 8- 2=(-479) 164 11- 5=(-256) 166 LOADING 9- 5=( -799) 291 10-12=( 0) 0 8- 9=(-174) 795 5-13=(-148) 191 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=) -919) 204 11-13=(-121) 677 2- 9=( -45) 210 13- 6=(-105) 688 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 13-19=( -26) 95 10- 9-) 0) 53 6-14=(-899) 221 TOTAL LOAD = 45.0 POP 9- 3=( -18) 206 M-3x9 where shown; Jts:1-3,5-6,13 ** For hanger - See a LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA g specs. approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -196/ 991V -239/ 2918 5.50" 1.51 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 11.0" -196/ 991V 0/ OH 5.50" 1.51 KDDF ( 625) MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-04-11 9-06-05 MAX LL DEFL = 0.024" @ 6'- 7.8" Allowed = 1.000" / / MAX TL DEFL = -0.090" @ 6'- 7.8" Allowed = 1.333" 1 4 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-05 3-04-08 4-07-03 4-04-095-01-12 1 1 T 1 A T MAX HORIZ. LL DEFL = -0.012" @ 20'- 9.2" 12 12 MAX HORIZ. TL DEFL = 0.020" @ 20'- 9.2" IIM-4x4 9.00 [7 Q 9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. �� Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. zo.../ 0 o omponents --�'�l�9 ' 11 ' 0 13 �19 -1 o y M-3x8 M-1.5x3 7 * 8 1Jx8 lz M- *M-1.5x3 M-3x8 M-1.5x3 l )' l l l J• l 3-03-09 3-09-08 9-08-15 1-07-05 3-00-12 4-10-04 l 1 y y 6-09-08 y y-01-08 y R0) PRppfis y 13-00 6-02-08 7-11 l `Co GINE�9 LSj 20-11 c 89200PE t+ JOB NAME : RT ENGLISH 6 PLEX - D31 . Scale: 0.2124In WARNINGS: GENERAL NOTES, uiees otherwise noted: OREGON /v�` I.Builder and erection conlrador Mould be advised of a9 General Notes t.This design b based onty upon the parameters shown end is for an Individual OREGON V I V . ^'{d Truss: D3 and Warnings before wnstrudion commences building component.applicability of design parameters and proper 2.2x4 compression web brsdng must be instated where ohaus 0, Incorporation of component h Me reeponstbNlly of the building tlestgner. r/"t ...4�` 14 �°� i" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom dorsi.to d t etenity bracedairet �r� Is the responsibility of the erector.Additional permanent bracing of T o c end at ICI!sho.ceathing ,such a ply unless braced throughoandut their lanes)b �E'11 R I O- DATE: 5/23/2017 the overall.!,adore is the re silA f the building de continuous Mging or such as plywood shoe where s own+drywai(BC). ,(y epon 9y o signer. 3.2x Impact bridging or keret bredng required where shown,* SEQ.: K3 2 2 9 5 0 5 4.No load should be applied to any component until after all bredng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corroele environment, end are for"dry condition.of use. TRANS ID: LINK 44414nn beck be applied to any component. 5.lampoons has no control over and...asst.no responsibility fortha 8.Design assumes Nil bearing at all supports shown.Shim or wedge if EXPIRES:.. 12/31/2017 fabrication,handling,shipment and Installation of components. necessary. EXPIRES:R i7 7,Design assumes aeeduodrainage la provided. May 23,2017 B.The design Is furnished subject to theP limitations set forth by B.Plates shall be located onn f both feces of truss,and paced so their center TPIM1CA In BCSI.copies of which oil be furnished upon request lines coincide with joint center lines. 9.Digits indicate elle of plate in Inches. MiTek USA.Ino./Compurrua Software 7.6.8(1L)-E I0.For basic connector plate design values see ESR-1311,E55-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-970) 205 6- 7=(-255) 239 6- 1=(-895) 215 8- 4=(-203) 166 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-743) 287 7- 8=(-186) 750 1- 7=(-106) 702 4- 9=(-253) 157 WEBS: 2x9 KDDF STAND 3- 4=(-718) 283 8- 9=(-125) 550 7- 2=( -75) 159 9- 5=(-101) 633 LOADING 4- 5=(-753) 184 9-10=) -41) 60 2- 8=(-371) 197 5-10=(-901) 221 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8- 3=(-207) 471 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x4 where shown; Jts:1-2,4-5,7,9 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -146/ 941V -248/ 2750 5.50" 1.51 KDDF ( 625) '* For hanger specs. - See approved plans 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.018" @ 11'- 4.7" Allowed = 1.000" MAX TL DEFL = -0.031" @ 11'- 4.7" Allowed = 1.333" 11-04-11 9-06-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-10-15 5-05-11 4-06-09 ¢-11-12 MAX HORIZ. LL DEFL = 0.006" @ 20'- 9.2" MAX HORIZ. TL DEFL = 0.010" @ 20'- 9.2" 12 12 Design conforms to main windforce-resisting IIM-4X4 system and components and cladding criteria. 9.00 17 Q 9.00 4.0" Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 422 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), NF load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 4 ` 14iAh,,/ 0 1 B A'. of 6 e M-1.5x3 7 0.25" B 9 M-1.5x3 i 10 M-5x8(5) pp�y . .,-,V) I R Qr y5-07-07 y 5-09-03 l 4-10-01 y 4-08-04 �Co'� tiNG,N 9 s',Q�. 20-11 w 89200PE JOB NAME : RT ENGLISH 6 PLEX - D4 _., ;� ,,r�.- Scale: 0.2523 OAP' -10 �" WARNINGS: GENERAL NOTES, unless othernee noted 7 OREGON fa, I.Builder end erection contractor should be advised Mail General Notes 1.This design k based only upon the parameters shown and Is bran Individual 1,JI1 C.17�„J�V #. ti., Truss: D4 and Warnings before consbucgeecommences. building component.Appllcabllltyofdesign parameters and proper 2QN Q"A 2.2x4 compression web bracing must be installed where shown v. Incorporation of component Is the responsibility of the building designer. "0 }' 1 4 V 3.Additional temporary bracing to Insure stability during conelna:don 2.Design assumes the top and bottom chords to be laterally braced et VA ! T o e.and al 10.a.c respectively unless bread throughoutNoi is the responsibility or the erector.Additional permanent bracing of `their length by Fi(l f 1m� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 5/23/2017 the overall structure Is the responeibWity of the building designer. 3.24 Impact bridging or lateral bradng required where ohm. SEQ. : K3229506 4.No load ahoutdbeapplied toany component until after ail bracing and 4. gegenoftintrlathheraposi�iyc aeerrespctivecaaIro�nem, fasteners are complete and et no ane should any roads greater than Design nesumes design lade be applied to any component. end Cr.for"dry condition^or use. TRANS I D: LINK S.CompuTms hes no control over a and�e.aees no responsibility for the e.Design assumes tell bearing et all supports shown.Shim or wedge If EXPIRES: I RCS 1 2 31/201 7 fabrication,handling.shipment sed installation of components. 7.Design assumes adequate drainage is promded. May 23,20011 7r I(1C s7 /t il L B.This design Is furnished subject to the'Imitations eel roan by B.Plates shalt be located on both faces of truss,and placed so their anter TPIAA TCA in BCSI,copies of which will be furnished upon request. Anes coincide with)Dint center lines. 9.Digits Indicate size of plate Is Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 7.5" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main indforce—resisting WEBS: 2x9 KDDF STAND system and componentsand cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=15ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dis), TOTAL LOAD = 95.0 PSF load duration factor=1.6, End verticals) are exposed to wind, Truss designed forwind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-03-12 0-03-12 4 T ' 12 4.00 D M-1.5x3 4 —/ 3i r o 0 uo 0 2 I w-) f I of rn o 1 -������������������������A M-3x4 M-155x36 l l 01 1-00 3-07-08 � �� W R pFFss ' 892O0PE r JOB NAME : RT ENGLISH 6 PLEX - El _h, ,/ Scale: 0.6871 ' . WARNINGS: GENERAL NOTES, unless onthearametnoted: "� pREGON� .-.��1/ 1.Builder and erection contractor should be commences. advised of ail General Notes 1.This lesion la neat. ppl upon the parameters p ra shown and N foranIMlvltlual Truss: EI and Warnlnpa before construction commences Oufking component.Applicability of design parameters and proper �} ] 2s4 compraedon web bracing must be installed where*howl+. incorporation of component Is the responsibility of the building designer. f it: Y 1/I r2- 43.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at `M' by Is the responsibility of the erector.Additional permanent bracing of c'n continuous end et sa hio.n.rsuch as ply woods brecod(TC)a dlor rhey all(Bngth). ,'fi R..I O- DATE: 5/23/2017 the overall structure is the responalbulry of me building designer. 2impact siging or lateaeaptyng re uire where shown N J.is Impact bodging Is Morel bracing required the where shown++ SEQ.: K3229507 4.Noload saecnapplied stelaany component yellerall bracing and 5.DdaunlufWarissaretobusyoftherespells&coenviron fasteners are compete and at no time snouts any loads greater then 5.Design assumes trusses are to be used In a noncarnelve environment, TRANS ID: LINK design toads be applied to any component. and are tsr dry 050dltlon'eta,,. 5.Compurrus has no control over and assumed no responsibility for the 6.DeMgn assumes full bearing at all supporta shown.Salm or wedge H EXPIRES: 12/31/2017. fabrication,handling,shipment and installation of components. 7.Design sssumes adequate drainage is proNded. May 23,2017 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of Wes,and placed so their center TPNMCA In BCSI,copies of which will be famished upon request. lines colndde with MIN center lines. 9.Digits MiTek USA,Inc.ICompuTrus Software 7.6.8(1L)-E to.For beets connectorcate size of plate deign values design see ESR-7377,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-21) 24 3-5=(-117) 88 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-56) 34 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -49/ 334V -13/ 440 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -22/ 153V 0/ OH 5.50" 0.24 KDDF ( 625) * For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing._ REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" 3-03-12 0-03-12 MAX TC PANEL TL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.248" T f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" 4.00 17 MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to main indforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 End vertical(s) are exposed to wind, 4 -/ Truss designed for wind loads 3 in the plane of the truss only. rth 111 1 2 +.4. 5 IM-3x4 M-1.5x3 1 ). l 3-03-12 0-03-12 1 l l 1-00 3-07-08 kyry'� �y�y �((1cO PR�/�hh. ���5 C`�6IN �'C�V '/ te :9200PE JOB NAME : RT ENGLISH 6 PLEX - E2 Scale: 0.6499 WARNINGS: GENERAL NOTES, unless otherwise noted -7 OREGON /a I.Builder and erection conlrador should be advised of all General Notes 1.This design b based only upon the parameters shown end Is Mr an individual / A_ 1l G1.74d I V �+ v(/ Truss: E2 and warnings before construction commence, building component.Applicability of design pmametere and proper V' "�� 2�� 2.254 compression web bradng most be metalled where shown+. incorporation or component is the responsibility linins building designer. moi'+. 14 4. 3.Additional temporary bracing to Insure stability during construction 2 Design.scones me top..d bottom chords to be Merely braced at V h Is the responsldNy of the erector.Additional permanent bracing of 7 cono.tinuous end et ea o a respectively a ply unless braced(7C)throughout their dry length by FI`..40- DATE: 0- DATE: 5/23/2017 the overall structure Is the responsibility of the building designer. 24 Imp nue sheathing such as plywood required a where shownor drywop(BC). (.� ,L77 epon s � a.2a Impact bridging or Ietersl bracing regulrea tuners mown,. SEQ.: K 3 2 2 9 5 0 8 4.No road should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be need Ina non<orroaive environment, TRANS ID• LINK design Reds be applied to any component. end are far d0 navdfenor use. 5.ConWTrue has no control over and assumes no responsibility forme 6.Deng assumes Ng bearing at all supporta shown.Shim or wedge II EXPIRES: X p p C(_+, /f( .4!/101 7. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. May 23,2011 l7- f]L 43 L/ I1L I 6.This design is furnished marled to the limitations set form by B.Plates shag be located on both lanes etyma,and pkcad so their center 1 TP1M7CA In BENI,copies of which will be famished upon request. lines coincide with(slot center lines. 9.Firm Iscte size at plate Ininches. . MiTek USA Inc./Com uTrus Software 7.6.8(1L)-E ll.For basic connector pie design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF #1kBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" 0.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 95.0 PSF load duration factor=l.6, Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) PER ICC CODES(IRC/IBC),TPI 1 AND REFERENCED BCSI, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. INSTALLEDcomp/ to Cpepifics gable end detail for ADJACENT TO SCISSOR TRUSSES. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-07-04 5-07-04 T T T 12 12 IIM-4x4 9.00 7 N9.00 2 RI NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. 0 0 1 0 0 1 1 N 4 5 J. 1-00 J. 11-02-08 y 1-00 1 ��;� Gi E 6" t. `r 89200PE r' JOB NAME : RT ENGLISH 6 PLEX — Fl �� Scale: 0.4381 Fe er WARNINGS: GENERAL NOTES, unless otheneise noted -7..,_ ORI=1.71../IV /e,. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual fl L74J f s1 y "'(/ Truss: Fl and Naming.before construction commence. building component.Applicability of design parameters and proper Ag (� Y' 2.254 compression web bradrg must be Installed where shown.. incorporation of component Is the rosponsibAty of the building designer. `.�/5 '7 Y 14 2.4 l' 3.Additional lemporsry bracing to insure debility during construction L Design assumes the top and bottom chorda to be laterally braced at V by is the responsibility of the erector.Additional permanent bracing of 2 o c.and et ea o c./such as ply woods braced throughout rash length). ,. rw,;,,R I O- conmpacts sheathing such as plywood aired here)and/or dryvnN(BC). 1[w,FJI DATE: 5/23/2017 ins overall structure lame responsibility of the building designer. 3.2s impact bridging or faeral bracing required where.Hawn.. SEQ.: K3 2 2 9 5 0 9 4.No mad should be applied to any component unfit ager all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes hues are to be used in a nonaorrosNe environment. TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.Comma,.has en control over and assumes en responsibility for the 6.De ego assumes fug bearing at all supports Mown.Shim or wedge If EXPIRES: 12/31/2017 Bury. fabrication,handling,ehlpmeM and installation of components. 7.Design assumes adequate drainage is provided. May 23,2017 6.This design is furnished subject to the limitations set forth by 6.plates shall be located on both faces of thus,and pieced so their center TPIAe/TCA In BCSI,copes of which will be furnished upon request. lines coincide with joint center line. es. MiTek USA,Inc./Com uTrn6 Software 7.6.8(1L E 9.FarDigaIsssatesirer poles iign values P )• 7 Far beak connector plate design values dee ESR-7377.ESft•lgee(Weir) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 109 6-7=(-210) 220 6-2=(-630) 172 BC: 2x9 ROOF #16BTR SPACED 24.0" O.C. 2-3=(-600) 116 7-8=( -60) 83 2-7=( -90) 360 WEBS: 204 KDDF STAND; 3-4=(-600) 133 7-3=( 0) 306 2x6 KDDF #2 A LOADING 4-5=( -9) 109 7-9=( -90) 405 LL( 25.I)4-DL) 10.0) ON TOP CHORD = 35.0 PSF 4-8=(-630) 228 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 663V -189/ 184H 5.50" 0.45 KDDF (1985) 11'- 2.5" -80/ 663V 0/ OH 5.50" 0.45 KDDF (1465) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.015" @ 5'- 7.3" Allowed = 0.686" 5-07-04 5-07-04 MAX LL DEFL = -0.001" @ 12'- 2.5" Allowed = 0.100" ,r f JMAX TL DEFL = -0.002" @ 12'- 2.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.062" @ 8'- 2.7" Allowed = 0.396" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 7 ))M-4x9 N9.00 3 4.0" MAX HORIZ. LL DEFL = 0.009" @ 10'- 11.8" MAX HORIZ. TL DEFL = 0.016" @ 10'- 11.8" REDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(.) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 A4011111111111111111rigl M-3x4 2 7 /- �0 M-5x8 b‘ -',, ..", 1 m 0 0 I I rl A i rl 0 0 I I (V6I ''',4411' -/ M-1.5x3 M-1.5x3 Q 6.00 6.00 p. 12 12 k k l k k 1-00 k 5-07-04 5-07-04 k 1-00 lilt.° PR OEfis 11-02-08 ��\�' t. GIN ��• �'/0 89200PE JOB NAME : RT ENGLISH 6 PLEX - F2 -41, . 7 --. Scale: 0.3631 Y` x`^'." 10 ft WARNINGS: GENERAL NOTES, unless otherwisenotetl 7OREGON �1(i I.Builder and erection contractor should be advised of an General Notes I.This design Is based only upon the parameters shown end is ler an individual Truss: F2 and Warnings before construction commence, building component Applicabrty of design parameters and proper 2.2a4 compression web bhang mss be installed where.raven« incorporation of component Is the responsibility of the building designer. /TO ,1":1, 3" 1, 3" 14 ',O -"!- 3.Additional temporary bracing to Insure stebiilty during construction 2 Design assumes the lop and bonam chores to be laterally bread et V s by Is the respondbiAry of the erector.Additional permanent bracing of T continuous and m ea 0 n rsuch as sty unless braced throughout they length). R`.11-s- DATE: 5/23/2017 the overall structure b Inn elbll of building designer. Zshnrideathbrwenlbacwg re i d where shown dryw.u(Bc). (.7 iL..l7 °Pon M o g Irne 3.2a Impact bridging or lateral bracing required where shown*+ SEQ.: K3 2 2 9 510 4.No load should be applied to any component until after all bredng and 4.Installation of tress is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusties are to be used In a nen-oorroaice environment, TRANS ID: LINK design Wade be applied to any component. end am for"dry condabn"et use. 5.CompuTres has no control over and assumes no responsibility for me 6.Design assumes WA bearing el all supports shown.Shim or wedge If EXPIRES:. e'1/ 1/Rf1 7. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage m provided. May 23,20117G/ I C:LI 8.This design is furnished sublact to the limitations set forth by S.Plates shall be leceted on both faces of truss,and placed so they center TP WJTCA in SCSI.copies of which MI be furnished upon request. lines coincide with joint center Ines. B.DigitsIndicate Wm pp In Inches. MiTek USA,Inc./Com uTrus Software 7.6.8 1L E 1O Per bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #111315 LOAD DURATION INCREASE = 1.15 1-2=(-601) 195 4-5=(-184) 191 4-1=(-468) 165 5-3=( -41) 393 BC: 2x4 KDDF #16BTR SPACED 29.0" 0.C. 2-3=(-601) 165 5-6=( -57) 82 1-5=( -91) 362 3-6=(-468) 188 WEBS: 2x4 KDDF STAND; 5-2=( -3) 306 2x6 KDDF #2 A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD = 45.0 PSF 0'- 0.0" -76/ 506V -161/ 161H 5.50" 0.34 KDDF (1485) 11'- 2.5" -76/ 506V 0/ OH 5.50" 0.34 KDDF (1485) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) IC OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.072" @ 8'- 2.7" Allowed = 0.396" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.048" @ 2'- 11.8" Allowed = 0.594" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-07-04 5-07-04 MAX HORIZ. LL DEFL = 0.009" @ 10'- 11.8" / / / MAX HORIZ. TL DEFL = 0.016" @ 10'- 11.8" I 1 12 12 Design conforms to main windforce-resisting 9 00 IDM-4x4 ' 9.00 system and components and cladding criteria. 4•0" Wind: 140 2 mph, h=22.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), 111 load duration factor=l.6, End vertical(s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 �� M-3x9 1 5 /- �p M-5x8 Q� --! 0 0 I I 0 0 I (V 4I`/r 111' --/N ** M-1.5x3 M-1.5x3 *� 6.00 6.00 12 12 l l 'I' 5-07-04 5-07-04 00 PRO . .x., l 11-02-08 l ,,� Gini iti, �0 `cam 89200PE yr JOB NAME : RT ENGLISH 6 PLEX - F3 r Scale: 0.3700 '10 -L. WARNINGS: ONERALmisda NOTES,nuMeuponhparamete noted: '� OREGON �/.4. 1.Builder and erection mnlrsdor ec commences. be advised of all General Nates 1.This design is based ony upon the parameters shown and is bran individual Truss: F3 and Warnings before construction commences. building component.Applicability of design Parameters and proper 1g 4 20 � 2.2x4 compression web bracing must be instated where shown a. incorporation of component k the responsibility of the budding designer. �1Y 7 { 3.Additional temporary bracing to bars stability during conatnuceon • 2.Design assumes the top end bottom chordste be klerely braced at �✓ 7 Is the responsibility coublity of the arodor.Additional permanent bracing of T o c.and a110'o s.respectively as ply unless braced throughout their length by M, 1 1-1 l LL DATE: 5/23/2017 the overall ahudure is the responsibility f me building de continuous sheathing or ouches plywood required a wiled s own•drywaN(BC). tiv o g stgner. 3.za Impact bridging or lateral brsdna required where shown.. SEQ. : K3 2 2 9 511 4.No load should be applied to any component until after an bracing and 4.Installation of Puss la the responsibility of the reapedlve contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-oorrosivs environment, design bads be applied to any component. and are for"dry condition"of use. 8. MI ID: LINK Design assumes bearing at all supporta shaven.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility forth. raceway. EXPIRES`. 12/31/2017 fabriaenon,handling,shipment and kstseatlon of aempeneets. 7.Design assumes adequate drainage is provided. May 23,2017 8.This design Is banished subject to the limitations set forth by 8.Plates shall be located on both faces of hose and placed so their center TPINYTCA In SCSI,codes of which edit be famished upon request. lines coincide vdth joint center lines. MiTek USA,Inc./Com uTrue Software 7.6.8 1L E g.Digits Isis eon size of laked a Inches. P ( I- 7.For bade cats N ar plate design values see ESR-1311,ESR-1688(MlTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 109 6-7=(-2246) 2275 6-2=1 -959) 636 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=1-1787) 1415 7-8=(-2246) 2275 2-7=(-1615) 1884 WEBS: 2x4 KDDF STAND; 3-4=(-1787) 1415 7-3=(-1039) 1303 2x6 KDDF #2 A LOADING 9-5=( -9) 109 7-9=(-1615) 1884 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=( -959) 636 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -581/ 980V -2000/ 2000H 5.50" 0.66 KDDF (1485) 11'- 2.5" -581/ 980V -2000/ 2000H 5.50" 0.66 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.042" @ 5'- 7.3" Allowed = 0.686" 5-07-09 5-07-09 MAX LL DEFL = -0.001" @ 12'- 2.5" Allowed = 0.100" MAX TL DEFL = -0.002" @ 12'- 2.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.062" @ 8'- 2.7" Allowed = 0.396" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 p M-9x6 ' 9.00 MAX HORIZ. LL DEFL = 0.052" @ 0'- 2.8" 3 4.0„ MAX HORIZ. TL DEFL = -0.059" @ 0'- 2.8" PIN' ICOND. 3: 2000.00 LBS SEISMIC LOAD. I 11 Design conforms tomain windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 M-3x5 27 /- 4011111111 14-75x8 Qt,v d v 0 0 ti , p N 6 •410 M-3x9 M-3x9 Q 6.00 6.00 12 12 1 1 1• l l 1-00 y 5-07-09 5-07-09 1-00 �0 PRO��r y , s `Z" 89200PE r° • JOB NAME : RT ENGLISH 6 PLEX - FDRAG I� Scale: 0.3631 Ate . it cc WARNINGS: GENERAL NOTES, unless(MGM.noted OREGON !"YA1 f�,. Truss: FDRAG 1.Builder and erection contractor should be advised of all General Notes 1.This design Is Based only upon the parametere shown and Is for an Individual f y fill A��7 V�4 '�( and Warnings before conetnollon commences, building component Applicability of design parameters and proper �a 4 a\ ` 2.204 compression web bracing must be Installed where shown+ 44 Incorporation of component b the responsibility of the building tlealgner. +'� ••l\- 3.Additional temporary bracing to Insure(debility during construcifon Z Design assumes Me lop ate bottom chorda to be laterally braced at . la the responsibilty of me erector.Additional permanent bracing of 2'ntin end et e o c.rnog as sty plywood s brand throughout melt length). �1 continuous sheathing such as plywood ahsetmtp(TC)anNor tlrywall(BC). 1r DATE: 5/23/2017 the overall(hucture is the reepanslblllty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K3 2 2 9 512 4.No bad should be applied to any component until after all bracing and 4.Installation truss N the ,sspo los used 1 t anoncarroe a envireepective ronment, and ro 5.Desareign Intonateacomplete and at no time should any loads greater than seum destgn roads be applied to any component. and are for^dry condition"of use. TRANS ID: LINK 5.CompuT ua has no control over and assumes no responsibility or the 6.Design assumes mg bearing al al suppods shown.Shim or wedge if EXPIRES: 12/31/2017 rabdallon.handling,(Mpment and installation of components. 7.necessary. esign assumes adequate drainage is provided. NA 23,2011E 17- RC 8.This design I.furnished subject to the limitations set Myth by 8.Plates shall be located on both faces of buss,and placed ca their anter TPIM?CA In BCSI,copies of which will be furnished upon request. linea coincide with Joint center lines. 9.Digits Indicate Nee of plate In Inches. MITek USA,Int./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see EOR-1311,EIR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 71 2-6=(-142) 1021 6-3=(-191) 236 BC: 2x9 KDDF 11&BTR; SPACED 24.0" O.C. 2-3=(-1381) 173 6-7=(-176) 1155 3-7=(-347) 191 2x6 KDDF µ1&BTR B1 3-4=( -957) 154 7-8=( -55) 86 7-4=( -11) 675 WEBS: 2x9 KDDF STAND; LOADING 9-5=( -996) 149 7-5=( -66) 627 2x6 KDDE 12 A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=1-698) 177 DL ON BOTTOM CHORD = 10.0 POE TC LATERAL SUPPORT <= 12"OC. 0058. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -180/ 1260V -131/ I77H 5.50" 2.02 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 594.0 LBS @ 2'- 3.5" 13'- 6.0" -93/ 6BOV 0/ OH 5.50" 0.46 KDDF (1485) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.015" @ 7'- 10.7" Allowed = 0.629" 7-10-12 5-07-09 MAX TL DEFL = -0.034" @ 7'- 10.7" Allowed = 0.839" SEASONED LUMBER IN DRY SERVICE CONDITIONS / 3-00-08 4-10-04 5-07-04 MAX HORIZ. LL DEFL = -0.014" @ 13'- 3.2" 1 •f 1 MAX HORIZ. TL DEFL = 0.031" @ 13'- 3.2" 12 12 9.00 TIM-4X4 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 4.0" •dr( Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, PI (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), 1��1 load duration factor=1.6, End vertical(.) a exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 41 3 �� M-3x4 �p M-5x8 AI c 0 . _, I mmummummumitt ,_,0 0 1 ' 7 N o = 6 -/ I 1 0 M-3x4 M-5x6 M-1.5x3 Q 6.00 6.00 N0 12 12 y y +'514µ pp 1-00 2-09 5-01-12 5-07-04 „<c,. 6,,,s, (-RVF'y�s y 13-06 y C��� C``~Gy r.`�`t s,/19 e, \...... 89200 E .&'r JOB NAME : RT ENGLISH 6 PLEX - Gl . Scale: 0.3294 - WARNINGS: GENERAL NOTES, unless otherwise noted .sem OREGON Cr • 1,Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual J} A_ f l #_ � T ru s s: G1 and Warnings before construction commences building component.Appllcebllny of design parameters and proper L✓ �f NIX' 2.2x4 compression web bowing must be metalled where show,. incorporation of component la the responsibility of the building designer. �/'t 4" O` `"� 3.Additional temporary bracing to Insure stabnity during constrvcllon 2.Design assumes the top aiW bottom chords to be laterally braced al V 14 le* 2 s the responsibSy of the erector.Additional permanent bracing of continuous and at ea 0 n0g respectively unless braced throughout their dry length). R 101' DATE: 5/23/2017 the overall structure Is the ro sibA f the building de minuets sheatg or such l b aciplyng requiredesheathing(TC)whereshown** SEQ. : K3 2 2 9 513 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end ere for"dry sandmen-of use. 5.ComWTrua has no control over and assumes no responsibility for the 6.Design necessaassumes full beating at all supports shown.Shim or wedge If EXPIRES: XPI❑ES 12/31/2017 01 7 fabriaanen,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 23,2011t7r,flL C I7_! 1/ 6.This design is furnished'Owl to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center TPWuI CA In SCSI,copies of which wall be furnished upon request. Tines coincide with Joint center lines. B.Digits Indicate eeplatein inches. MiTek US Inc./Com uTrus Software 7.6.8(1L)-E 1I Dar basic connector nnrppte design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-6=(-240) 602 3-6=(-221) 160 BC: 2x4 KDDF 01&BTR SPACED 24.0" O.C. 2-3=(-812) 167 6-7=(-274) 686 3-7=(-205) 196 WEBS: 2x4 KDDF STAND; 3-4=(-796) 187 7-8=( -57) 84 7-4=( -61) 473 2x6 KDDF 12 A LOADING 4-5=(-778) 190 7-5=( -66) 504 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-560) 201 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ', LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -94/ 751V -131/ 178H 5.50" 1.20 KDDF ( 625) 13'- 6.0" -93/ 595V 0/ OH 5.50" 0.40 KDDF (1485) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.015" @ 7'- 10.7" Allowed = 0.629" 7-10-12 5_07_09 MAX TL DEFL = -0.026" @ 7'- 10.7" Allowed = 0.839" '.. ` SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-09 / 5-01-12 5-07-04 MAX HORIZ. LL DEFL = -0.015" @ 13'- 3.2" / I •r f MAX HORIZ. TL DEFL = 0.025" @ 13'- 3.2" 12 12 9.00 IIM-4x4 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 4.0" ,(-,( Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, pp (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I��I load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 ,aigilligillIllIlliuswipM-3x4 3 011,11101111111 117.11111111111111...- '41I 11111111 -/ M-5x8 0 t ti 0 oI ti ` "'O_ N o 6 ft ft -/ f I oM-3x4 M-5x6 54-1.5x3 .Q 6.00 6.00 12 12 y1-00 y 2-09 j' 5-01-12 y 5-07-04 4"1,,, pR()PF� ..: l 13-06 y �c��� N M�� R oS> `.t` 89200PE r JOB NAME : RT ENGLISH 6 PLEX - G2 �;, Scale: 0.3294 V ta.. WARNINGS: GENERAL NOTES, unIess otherwim noted OREGON fs, 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and h for an individual ) AA,,_ !1 C.LI�.J I V Al."(/ Truss: G2 and Waminge before construction commences. building component.Applicability of design parameters and proper .4 " ,� �r XN, � 2.2x4 compression web bracing must be instated where shown 0, incorporation of component Is Me reaponelbAAy of the building designer. ./'4 �` {/I 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom shores to be letenly braced at '�.l 1"F �. by Is the responsbilty of the erector.Additional permanent bating of 7 o c and at ea o n.rauclr as y s:d s eacstl(TC)a d/their dry length). ItFIR I\_\ continuous sheathing sueb plywood required where shown 0r tlrywaA(BC). DATE: 5/23/2017 the aveall structure Ie the responsibility of the building designer. 3.2a Impact bridging or lateral baling required wfiare i* SEQ.: K3 2 2 9 514 4.No load should be applied to any component until after all bradng and 4.Inalalation of Inns is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used in a non-corrosha environment, TRANS ID• LINK design loads be applied to any component. and are fodry condition of use. S.CompuTrua has no control over and assumes no responsibility for the 8.Design assumes NA bearing at at support.Mown.Shim or wedge if EXPIRES:. f]/r] /h oil'3 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. May 23,2017 L J L. 1 8.This design a banished misled to the Ilmlelione set forth by 8.Plates shall be located on both faces of truss,and placed so their venter TP WJfCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./Com Trus Software 7.6.81E E 9.Digits indicate sterno ppeteeign values W ( 7 For bask connector f pat design inc values see ESR-1311,ESR-18118(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF µ1&BTR LOAD DURATION INCREASE = 1.15 1- 2=3 0) 71 2- 6=(-403) 641 3- 6=(-268) 240 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-810) 159 6- 7=(-453) 718 3- 7=(-209) 196 WEBS: 2x9 KDDF STAND; 3- 4=(-823) 236 7- 8=(-122) 160 4- 7=( 0) 180 2x6 KDDF R2 A LOADING 4- 5=(-572) 250 7- 5=(-361) 644 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 8=(-551) 290 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -94/ 751V -115/ 229H 5.50" 1.20 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 13'- 6.0" -93/ 595V 0/ OH 5.50" 0.40 KDDF (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.027" @ 8'- 0.0" Allowed = 0.629" 7-11-11 5-06-05 MAX TL DEFL = -0.039" @ 8'- 0.0" Allowed = 0.839" f 1 ' SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-09 5-02-11 5-06-05 MAX HORIZ. LL DEFL = -0.019" @ 13'- 3.2" '' T T 1' MAX HORIZ. TL DEFL = 0.024" @ 13'- 3.2" 12 9.00 M-4x6 Design conforms to main windforce-resisting 17 4 M-3x4 system and components and cladding criteria. --/ Wind: 140 mph, h=22.Zft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ', End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 M-3x4 �� o 3 so 0 5 M-5x10 0 „, Al , t 6 -/ I (Ti M-3x9 M-5x6 M-1.5x3 G16.00 6.00 12 12 1 l y . y 1-00 2-09 5-01-12 5-07-04 t �,'� PR ops 13-06 y C�(.,��j` 1 3I N c;L�, ''ot." 89200PE r JOB NAME : RT ENGLISH 6 PLEX - G3 ,ffiallr' ///��..'"//___-1' Scale: 0.3369 '. '. "' WARNINGS: GENERAL NOTES, unless otherwise noted: In et,d OREGON �/e,+ t,Builder and erection contractor should be advised of all General Notes 1,This design Is based only upon the parameters Mown and R for an individual 4,TJ fl C�.7 V ,. Truss: G3 and Warnings before constn8dion commences. building component Applicablllly of design parameters and proper 1 A 2 284 compression web bracing must be Installed where shown.. incorporation of component la the responsibility of the building designer, "7 y' 2-" '�`� 3.Additional temporary bracing to insure stability doing construction 2.Design assumes the tap and bottom chorda to be laterally bracod at 14 by Is the responabiBty of the erector.Additional permanent bracing of c ntinc.and at re op reuchas ply unless braced(TC).nut their dry length). R i L� continuous sheathing such l b plywood required a where s own C drywap(BC). (.� DATE: 5/23/2017 me overall structure Is the responsibility ohne building designer. 3.2x Impact bridging or lateral bracing where.Hawn.-i- SEQSEQ. : . : K3 2 2 9 515 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. !wieners are compete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-conosroe environment, design loads be applied to any component. and are ler"dry condeion"of use. TRANS I D: LINK B.Design assumes PM bearing at all supports snow,,.Shim or wedge If5 compurrus has no control over and assumes no responsibility for the necessary. EXPIRES: 12/31/2017 fabrication handling,shipment and installation of components 7.Design assumes adequate drainage is provided. May 23,2017 8.This design la furnished subject to the limitations set tort by 8,Plates shall be located on both faces of buss,and placed so their center TPIMTGA in BM,copies of which wW be furnished upon request. Imes coincide with joint center lines. MiTek USA Inc./Com uTrus Software 7.6.8 iL E g,Digits Indicate sire of plate m Inches, P ( 10,For basic connector piste design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 7=(-407) 666 3- 7=(-281) 242 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-810) 183 7- 8=(-457) 745 3- 8=(-178) 166 WEBS: 2x4 KDDF STAND; 3- 4=1-823) 306 8- 9=(-120) 158 4- B=( 0) 180 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 8- 6=(-410) 685 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-572) 293 6- 9=(-551) 338 TC LATERAL SUPPORT <= 12"OC. UON. IL ON BOTTOM CHORD = 10.0 POE BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PST Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -104/ 751V -115/ 230H 5.50" 1.20 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -94/ 595V 0/ OH 5.50" 0.40 KDDF (1485) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9-11-11 / 3-06-05 MAX LL DEFL = 0.034" @ 8'- 0.0" Allowed = 0.629" 1' I 1' MAX TL DEFL = -0.039" @ 8'- 0.0" Allowed = 0.839" 2-09 5-00-11 2-02 3-06-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS f 1 I f I MAX HORIZ. LL DEFL = -0.021" @ 13'- 3.2" MAX HORIZ. TL DEFL = 0.025" @ 13'- 3.2" 8-00 1 ,f Design conforms to main windforce-resisting 12 5 system and componentsand cladding criteria. 9.00 17 Wind: 140 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 M-3x4 End vertical(s) are exposed to wind, 6 .. Truss designed for wind loads ,A1111111111111.1111111111MMIMIrillin the plane of the truss only. 0 M-3x43 k, o 0 .aggillIllIlIllIll 8 u0 i1 M-5X10 o 0 .4 _, 0 1 = 7 I M-3x4 M-5x6 M-1.5x3 .Q 6.00 6.00 C . 12 12 1-00 2-09 5-01-12 5-07-04 y 13-06 y C,.; ,'� ©' , 89200PE JOB NAME : RT ENGLISH 6 PLEX - G4 _h111 /y.- Scale: 0.2862 42r ' ."" WARNINGS: GENERAL NOTES, unlessothenNae noted -7 OREGON /e.: 1.Builder and erection contractor should be advised of all General Notes 1.Tha design is based only upon the parameters shown and Is for an individual } ((l1 CC 1.7 V�Y �, �```(A,�� Truss: G4 and Warnings before construction commences. building componentApplicability of design parameters and proper +S""/ Aly_ ^N A 2.2x4 compresston web bracing must be kstalled where shown 5. incorporation m component lathe responsibility of the building designer. "7)+' 14 V 3.Additional temporary bracing to Insure stability during mnabuctkn 2 Design assumes me top and bottom chorda to be laterally braced at � Is the raeponstblbty of Me arrector.Additional permanent bracing of 2 a.c.end at 17 o a rsapectNely unless braced throughout their length by 1 j*ti I1 km` DATE: 5/23/2017 the overall structure is the responsibility of building designer. 20 Imcontinuopact anng suchasbasng re vire whereoashown * SEQ.: K3 2 2 9 516 4.No toed should be applied to any component until aver all bracing and 4.Installation of truss la the responstbaay of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Deelgn assumes busses are to be used In a non-corrosive envkonment, TRANS ID• LINK desgnloads beapplied toany component. and are or dry condition at nsa. 5.CompoTrua has no control over and assumes no responsibility far the 6.De ell Naarysumes bearing at all supporta Mown.Shim lir wedge If EXPIRES: \/I J I R CC` 12/31/2017 1 1/A 0 fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. May 23,20/1517-IRLi7 G/ L 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of boas,and placed so their center TPWJICA in SCSI.copies of which will be furnished upon request. lines coincide odth)Dint center lines, g.Digas indicate sire of Mete in inches. MiTek USA Inc./CompuTrus Software 7.6.8(1L)-E 10.Far bask mnnedor plate design values sea ESR-1311,ESR-1a88(MINA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 71 2- 7=(-391) 679 3- 7=(-287) 234 BC: 2x4 KDDF #115TR SPACED 24.0" O.C. 2- 3=(-810) 201 7- 8=(-440) 760 3- 8=(-162) 150 WEBS: 2x4 KDDF STAND; 3- 4=(-823) 323 8- 9=(-118) 156 4- 8=( 0) 180 1 2x6 KDDF #2 A LOADING 4- 5=1 0) 0 8- 6=1-417) 717 ,. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-578) 302 6- 9=(-551) 400 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -121/ 751V -115/ 2316 5.50" 1.20 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -153/ 595V 0/ OH 5.50" 0.40 KDDF (1485) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. kOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" M-1.5x4 or equal at non-structural MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" vertical members (ton). 11-11-11 1-06-05 MAX LL DEFL = 0.040" @ 8'- 0.0" Allowed - 0.629" '* For hanger specs.1.- Seeoved plans 1' ' MAX TL DEFL = -0.039" @ 8'- 0.0" Allowed = 0.839" 2-0-9 r 5-00-11 3-10-04 1-10-01 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.021" @ 13'- 3.2" 8-00 MAX HORIZ. TL DEFL = 0.026" @ 13'- 3.2" T f5 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=23.7ft, TC13L=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-4x6 in the plane of the truss only. 4 M-3x4 0 M-3x4 �‘---1-7.1 o 3IIIIIIIIIIIIIIIIIIIIIIIIIII '*� Mill M5 o Al, 0 1 7 .. I 0 M-3x4 M-5x6 M-1.5x3 Q 6.00 6.00 N, 12 12 J' )' J• ) ) li,,t,0 P R OFks 1-00 2-09 5-01-12 5-07-04 y y mac,, , tCo NGIN FAQ S/t?� 13-06 a. .. 89200PE r" • JOB NAME : RT ENGLISH 6 PLEX - G5 ,/!' Scale: 0.2566 - e� WARNINGS: GENERAL NOTES, unless othervdse noted OREGON p ry-y(^y(�I 1.Builder and erection contractor Mould be advised of all General Notes 1.This design Is based only upon the parameters shown and h for an individual �LI A-41110 L7 V I Y " Truss: G5 and warnings before confliction commences, building component.Applksbility of design parameters and proper •a'f n 2.2x4 compression web Musing must be installed where shown it. Incorporation al component Is the responsibility of the building designer, <0 '4)" 1 A 2 v� 3.Additional temporary bracing to insure stability during sonebuction 2 Design assumes Me lop and bottom chords to be lelerelly braced at V 1`Y f� ')tis Is the responsibility of the erector.Additional permanent bracing of 2...0.continuous and el ea o,c,rsuch as ply plywood sheathing(TC) tai throughout their length) R R 4 Y\ } consheathing Sr later as acing rs shee where shown c tlrywag(BC). DATE: 5/23/2017 the overall structure Is IM responsibility of the building designer. 3.2e impact bridging olateral bracing required where shovm«+ SEQ.: K3 2 2 9 517 4.No load.Imolai be applied to any component until after all bracing and 4.Installation of Inns is the responsibility of the respective contractor. fasteners are complete and at no time should any roads greater than 5.Design assumes to ee.e are to be used in a noncorrosive environment, design loads be applied to any component. end are for"dry condition.of use. TRANS I D: LINK 6.Design assumes full bearing at all supports shawl.Shim or wedge if 5.CompuTrueMenocontroloverandassumesnoresponsibiliyforthe necessary. EXPIRES: 12/31/2617 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. It Aa ryLa'2017 8.Thla design is furnished gutsiest b the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center IYI y L TPUw/ICA in SCSI,copies of which will be furnished upon request. lines coincide with faint center lines. 9.Digits indicate size of pieta in inches. MiTek USA,Ino./CelnpuTms Software 7.6.8(1L}E 10.For basic connector piste design vatues see ESR-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-11-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4630) 732 1- 6=(-694) 3554 6- 2=( -402) 2816 4- 9=(-4788) 844 BC: 2x8 KDDF #1&BTR 2- 3=(-2080) 414 6- 7=(-688) 3520 2- 7=(-2532) 520 9- 5=( -94) 30 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-1560) 368 7- 8=(-240) 982 7- 3=( -190) 920 2x8 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=( -156) 194 8- 9=(-240) 982 7- 4=( -556) 3144 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 4=( -258) 1512 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 445.6 PLF 0'- 0.0" TO 15'- 5.5" V BC LATERAL SUPPORT <= 12"00. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL. BC CONC LL+DL= 2090.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -682/ 4286V -169/ 332H 5.50" 6.86 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1003/ 5775V 0/ OH 5.50" 9.24 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ter' ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.038" @ 6'- 2.4" Allowed = 0.727" MAX TL DEFL = -0.078" @ 6'- 2.4" Allowed = 0.969" nails staggered: SEASONED LUMBER IN DRY SERVICE CONDITIONS \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, /X\/X\ 9" o in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. LL DEFL = 0.007" @ 15'- 2.0" MAX HORIZ. TL DEFL = 0.013" @ 15'- 2.0" 12-00-11 3-09-13 Design conforms to main windforce-resisting T '1' '( system and components and cladding criteria. 6-09-03 5-06-08 1-05-09 2-01-09 ,' 9' 1 9' 9' Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9x6 load duration factor=1.6, 9.00 7 3 =M-8x8 M-1.5x3 End vertical(s) are exposed to wind, 4 5 Truss designed for wind loads ALL CONCENTRATED LOADS l 1 in the plane of the truss only. MUST BE EQUALLY DISTRIBUTED TO EACH PLY OF THE TRUSS. M-3x6 2 i 0,0 M-5x16 1\11111A,• 1 4N0 I g. II 1111 111111=11 O 1- 6 7 9 9 I M-3x10 M-8x10 M-9x12 0 =M-4x9 2090# p PROS 6-02-07 k y 5-06-08 1-07-052-01-09 �C '' `Gy E .s/ 15-05-08 ,L44.. V'i`e 9 - 892OOPE. r JOB NAME : RT ENGLISH 6 PLEX - GGIRD Scale: 0.2489 1 Cr WARNINGS: GENERAL NOTES, unless otherwise noted: /"\� ON /z, 1.Bolder and erection contractor should be advhad of all General Notes 1.This design Is based only upon the parameters Mown end N for an Individual �/ l3 ��VV `�(I Truss: GGIRD and warnings before conslmctlencommences. building component Applicability of design parameters and proper �^ ,� 2�Ntx A. 2.214 compresdon web bradng must be Installed where shorn t. incorporation of component la the responsibility of the building designer, y/1 A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at �,r( W lathe responsibility of the erector.Additional permanent bracing al 2 o.c.and at 10 h.c respectNh as ply unless braced throughout their length by 4Cw,R R i L\_ DATE: 5/23/2017 the overall structure la to responsibility ofthe building designer. continuous sheathing soerlbacing requirede sheatbrae shown•dryweA(BC) Gam.; y,on ny g3.z«Impact bridging or lateral bracing where spawn.. SEQ. : K3 2 2 9 518 4.No load should be applied to any component until alter all bradng and 5.4.Inst Nation ot^ttrunk the are responsibility In ee respective contractor.ntan fasteners are complete and at no time should any loads greater thanand e e sesames mesas ra use. TRANS I D: LINK desi Wbada be applied a any component. yrons tiY 6.Destgn assumes MI bearing at all supports shorn.Shim or wedge If EXPIRES: X P I R S: 12/31/2017 2/3d 201 7 S,Com Tnn has no control over and assumes noreresponsibility for Cl\I`. R.CvI LGi711L 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May A.ayJ 2v]'Le1O17 6.This design is furnished subject to the limitations eel form by 6.Plates shall be basted on both laces of truss,and pieced so their center ! TPIMTCA in SCSI,copies of which Mil be furnished upon request. linea coincide with jurat center lines. 9.Diggs Indiaste size of pale In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L}E 10.For basic connector pate design values see ESR-1311.ESR.1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-04-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2196) 306 1-6=(-357) 1631 6-2=( -131) 1069 BC: 2x6 KDDF #16BTR 2-3=(-1195) 216 6-7=(-355) 1612 2-7=( -973) 220 WEBS: 2x4 ROOF STAND; LOADING 3-4=( -221) 252 7-8=1-212) 836 7-3=( -283) 1768 2x4 KDDF #16BTR A LL = 25 PSF Ground Snow (Pg) 4-5=( 0) 0 3-8=(-1616) 342 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=( -234) 193 TC LATERAL SUPPORT <= 12"OC. SON. BC UNIF LL( 142.2)+DL( 133.8)= 275.9 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. O'- 0.0" -303/ 2090V -169/ 334H 5.50" 3.34 KDDF ( 625) Hangers attached to the bottom chord 12'- 1.0" -400/ 2090V 0/ OR 5.50" 3.34 KDDF ( 625) will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I ax For hanger specs. - See approved plans 4-04-15 3-08-03 3-08-03 0-03-12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f f f ,( 1 MAX LL DEFL = -0.028" @ 4'- 3.2" Allowed = 0.558" MAX TL DEFL = -0.051" @ 4'- 3.2" Allowed = 0.744" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-1.5x3 5 9.00 7. _, 4 MAX HORIZ. LL DEFL = 0.007" @ 11'- 7.5" i MAX HORIZ. TL DEFL = 0.012" @ 11'- 7.5") Design conforms to m indforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x6 End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. n0it0 I M-3x5 a+ 2 �p1/1/6 li o Al mm o 112111111111 I 1 6 7 8 o M-5x10 M-3x6 =M-6x6 M-6x8 l l )' )' 4-03-03 3-06-07 4-03-07 vd PR 0p l 12-01 y �uCO 7�G1M1 �C 1 ',t� /CJ :9200P JOB NAME : RT ENGLISH 6 PLEX - HGIRD 01 Scale: 0.3262 4 CrIP WARNINGS: GENERAL NOTES, unless otherwise noted 7� , OREGON _ Ai. 7 Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameter.shown and is for an Individual OREGON V "(( Truss: HGIRD and wammgsbefore con.lmctmncommences. building component.Appllcabllftyofdesignparametersandproper �^� �1 2.2x4 compression web bracing moat be installed where shown e, incorporation of component is the responsibEty of the building designer. <0 4 k {A 1J ,<- 3.Additional temporary bracing to Insure stablllty during construcllon 2.Design assumes the lop and bottom des braced to be laterally braced al Ll 1"# Is the responsibility of the erector.Additional permanent bracing of T ntl end m hin.rsuch uch cc ply unless teITC)and/or theirty length by �t+. n �� DATE: 5/23/2017 the overall structure Is me responsibility of the building designer. 3.continuous a Impact bridgsheathing h�r^all b�otl eh where s shown drywag(BC). ,7(�y g required SEQ.: K3 2 2 9 519 4.No load should be applied m any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fastenem are complete and at no time should any loads greater than 5.Design sesames busses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. " G CompuTrus hes no control over and assumes no responsibility for the 6.Dem assumes NA bearing at all wppoN shown.Shim or wedge It EXPIRES* 'V D I r]C{r. {ll/' /r.0 kbricatkn,handling,empment and installation of component. 7.Design assumes adequate drainage Is provided. May 23,2017 f7 Lt7 lL ;7 /L 6.This design is furnished cabled to the limitations set form by 8.Plates shall be located on both faces of Miss,and placed so their center TPDWICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. S. 15a indicate Was of plate in inches. . MiTek USA Inc./CompuTrus Software 7,6.8 IL E 10. Forbasic connectordesign val a innval s see ESR-7317,ESR-1 g8B(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&RTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x4 KDDF #160TR SPACED 24.0" O.C. 2-3=1-80) 67 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -58/ 411V -24/ 74H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.40 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" 5-05-04 0-03-12 MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.1" Allowed = 0.472" f ' 4 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 Wind: 140 mph, h=20.lft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x5 3 (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, VIII I Truss designed for wind loads in the plane of the truss only. M-1,5x4 '..-) Truss designed for 9x2 outlookers. 2x4 let-ins '1 of the same size and grade as structural top i111111111111 cv chord. Insure tight fit at each end of let-in. o M-3x5 Outlookers must be cut with care and are cv permissible at inlet board areas only. -.AO -.01111111111 1 ti I Ei ill M o 1 2 . 5 O M-3x4 M-1.5x3 l l l 5-05-04 0-03-12 l l l 1-00 5-09 ,,,..• PR Open Q.0 89200PE �r JOB NAME : RT ENGLISH 6 PLEX - I1 ,'' „doe...0e: Scale: 0.6204 vem.In tr. . '�<,.• WARNINGS: GENERAL NOTES, unless otherwise noted J OREGON /e, 1.Builder and erection contractor should be advised of all General Notes 1.This design M based only upon the parameters shown and is for an Individual . (l G1.71J1�1 ', Truss I1 and Warnings before construction commences. building component.Applicability of design parameters and proper �} 2.204 compression web bred^g meet be metalled where shown• Irmorporatbn of cemponenl Is the rosponstbl8y of the building designer. 4) -J7�` "f4 O �"tx � 3.Additional temporary bracing to Insure stability during cansbuotbn 2.Design assumes the lop and batlom chorda to be IeteNly braced at v./ 1 �{.. la the responsibility of the erector.Additional permanent bracing of 2 ntin end at I I on.such as ply unless braced throughout their length by � D IO- DATE: a continuoussheathingor such bracing end/thelateral required where shown«, SEQ.: K3 2 2 9 5 2 0 4.No Had should be applied to any component until alter all bracing and 4.Installation of fuss la the reeponalblly of the respective contractor. faatenere are complete and at no time should any bads greater then 5,Design assumes Wawa are to be used Ina non.norroste environment, TRANS I D: LINK design bads be applied to any component. and ere for"dry condition'.of use. 5.Com Tua Me no control over and assumes no responsibility ler the 6.Design assumes ml bearing at al supports shown.Shim or wedge H �^^� «~ ry. EXPIRES: 12[31/2017 fabrication,handling,shipment and metalation of components. 7.Design assumes adequate drainage is provided. May 23,2 17 6.This design Is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI.copies of which nil be furnished upon request. lines coincide with Islet centerlines. MITek USA,Inc./CompuTrus software 7.6.8(1L)-E io.DOM basis�conn ctor pptleinches. pp design values we ESR-1311,ESR-1988(Mink) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF (5&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x9 KDDF til&BTR SPACED 29.0" O.C. 2-3=(-80) 67 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -58/ 411V -29/ 74H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.40 KDDF ( 625) *" For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.1" Allowed = 0.472" / 5-05-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 1 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 4.00 p MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=20.1ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N rl N O N in rni f- cm o 1T41111 I 2�1 e* 5 0 M-3x4 M-1.5x3 y l l 5-05-04 0-03-12 l l b 1-00 5-09 ��� .0 pROfien w545? :'' fi'9 /qty ` 89200PE r JOB NAME : RT ENGLISH 6 PLEX - I2 ,,/ .•..-- Scale: 0.6079 .;� . • WARNINGS: GENERAL NOTES, unlan onerwlea noted CC- 9 � 0171."GON 1.Builder and erection contractor should be advised of all General Notes I.This design h based only upon the parameters shown and is for an Indlvldual J , "OREGON Truss: 12 and Warnings before construction commences. building component Applicability of design parameters and proper L� a7Q 0� 2,2x4 compression web bracing must be Installed where Mown+. incorporation of component is the responsibility of the building dealgner, 8:) -7�" 1 A 3.Additional temporary bracing to insure stability during construction 2.Design andat r O the top and bottom chortle to be laterally braced et '�./ 1 N ,,,5 by Is the responsibility of the erector.Additional permanent bracing of continuous c. at 10 a n respectively ply unless braced(TC)and/or their dry length). 'f'7 -1:11:4.I O- sheathing such l b ac ng red uireMead tters a wa,a aryweg(BC). !.wlr DATE: 5/23/2017 the overall structure Is the responsibility of the building designer. 3,28 Impact bridging or lateral bracing required where shown++ SEQ.: K3 2 2 9 5 2 1 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective centrador. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrolve envlmnmsm, TRANS ID• LINK design loads be applied to any component and are for condition.of use. 5,CompuTnn has no control over and assumes no responsibility for the 5.Designe µa�sumes fug bearing at al supports Mown.Shim or wedge if q EXPIRES: V C]117 CC... i/]/'11/201 7. fabrication,handling,shipment and installation el components. 7.Design assumes adequate drainage is provided. May 23,2017-.IQLW i F i7 ll C: 1 8.This design is furnished stilled to the limitations set forth by 8.Plates shall be located on bon faces of truss,and placed so their center TPWJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Ino./Cornpulrus Software 7.6.8)11)-E 10.For bask connector plate design values see ENR-1311.ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-29) 33 3-5=(-158) 109 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-66) 46 WEBS: 2x4 ROOF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 372V -19/ 61H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 9.0" -31/ 2040 0/ OH 5.50" 0.33 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.025" @ 2'- 6.0" Allowed = 0.244" MAX TC PANEL TL DEFL = -0.027" @ 2'- 5.1" Allowed = 0.366" 4-05-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS T T f 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.2" 9.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, 4 -, End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. N 0 • N r. 1 raillit I 2►i ** 5 M-3x4 M-1.5x3 1 1 1 4-05-04 0-03-12 1 1 1 1-00 4-09 � CL.4;c:1/4)`' � PRQ�cts c ,\GJ iµ{r�{ E�/9 IL ' 89200PE v JOB NAME : RT ENGLISH 6 PLEX - I3 Scale: 0.6189 L• * (�,y�,,,, 44 WARNINGS: GENERAL NOTES, unlace otherwise noted OREGON "� 1,Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shrove and Is for an Individual V fl 1.�'�,JI v1 w Truss: 13 and warnings before eonslmdlon commences. building component.Applkabllity of design parameters and proper L ,}M1_ ��7\M 145, 2,234 compression web bradng must be Installed where drown+. Incorporation of component is the responsibility of the building baa eddesigner. 'f '7)/ 1 4 2- 3 Additional temporary bracing to Inure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced et 1 -py Is the responsibility of the erector.Additional permanent bracing of 2 c.c,and at 10'o,c respectively unitise braced throughout their length by � ��1 V. continuous sheathing such as plywood lied w g(TC)andror drywall(SC). L„" DATE: 5/23/2017 the overall structure Is the responsibility of the building designer. 3.It Impact bridging or lateral lensing required where shown** SEQ. : K 3 2 2 9 5 2 2 4.No load should be applied to any component until ager all bracing and 4.Installation o/Inns is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design eeeumea trusses are to be used Inc non.orrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry conditionof we. 5.CompuTrus has no control over end assumes no responsibility for the 6.Deng assumes Ng bearing at a1 supports Mann.Shim or wedge B EXPIRES: X P I f7 .. -1 n I�d/201 T fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. May��'�O/�t l�` (1 IC( I((.. 1! 8.This design Is Nmiehed subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPUMlICA In SCSI,coplee of which MAI be lumlalled upon request. lines coincide with joint center lines. MITek USA,Inc,/CompuTrus Software 7.6.8(1L).E 1o.Foor bask connectorns platee sice sign"aa. p Incheluee see ESR-7371,ESR-1 g88(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 4-00-00 GIRDER SUPPORTING 11-02-08 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 815BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-34) 37 9-5=(-61) 260 1-4=( -66) 30 2-6=(-378) 69 BC: 2x6 KDDF 816BTR 2-3=(-34) 37 5-6=(-61) 260 4-2=(-378) 70 6-3=( -66) 30 WEBS: 2x9 HOOF STAND LOADING 5-2=( -44) 393 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PIE 0'- 0.0" TO 4'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 115.1)+DL( 112.1)= 227.2 PLF 0'- 0.0" TO 4'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -90/ 599V -60/ 60H 5.50" 0.95 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 0.0" -90/ 594V 0/ OH 5.50" 0.95 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. will have 1.5" max. nail penetration. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP as For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ 2'- 0.0" Allowed = 0.154" 2-00 2-00 MAX TL DEFL = -0.009" @ 2'- 0.0" Allowed = 0.206" 1 ,r 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.5" M-1.5x3 M-3x8 M-1.5x3 MAX HORIZ. TL DEFL = 0.001" @ 3'- 8.5" 1 2 3 Design conforms to main windforce-resisting system and components and cladding criteria. I - - II I I I I Wind: 190 mph, h=20.lft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, d, Truss designed for wind loads 0 o in the plane of the truss only. I I a o I I N N 11 /// M-3x4 M-1.5x3 M-3x4 l l l 2-00 2-00 ; y 4-00 p <(- ` ,O PRC}pe�iS' w`� c.��`IN $R /ate. '.• »9200P r JOB NAME : RT ENGLISH 6 PLEX - IGIRD !' ..I . Scale: 0.7637 �� � WARNINGS: GENERAL NOTES, unless othenMse noted: OREGON 1.Builder and erection contractor should be advised of al General Notes 1.This design l based only upon the parameters shown and Is for en individual P. (l LIM1d Truss: IGIRD and Warnings before construction commence, building component.Applicability of design parameters and proper 0� � 2.204 compression web bracing must be Installed where shown+. incorporation of component Is the roeponstbpay of the building designer. '/ '' {A 3.Additional temporary brecing to insure stability during construction 2.Design assumes the top ant bottom chords to be laterally t hot length 1"F Is the responsibility of the erector.Addalon,l permanent bracing of continuous o c sret 10 o c.rsuch as ply good a braced)7C) oW r dry Iengm by .W��A 1L- DATE: 5/2 3/2 01 7 the overall structure is the responsibility of the buildingdes ner. 2s,pactheatgl or Were as plywood a iced where shover ever+drywag(BC). IB 4.20.Imptctbodging is therelpratingity of the ecae++ SEQ. K3229523 4.Nobed should aptentoany component anal after all bracing and 4.DesianaumerIstes responsibilitytitherespective contractor. fastener are complete and at no time should any woes greater Men 8.Design assumes trusses are to be used In•noncorrosive environment, TRANS ID• LINK design toads be applied to any eomponent. and are rer dry veedtierY St use. 5.CempuTrue has no control over end assumes no responsibility for the 8.Design assumes full bssrinq at all supports shown.Shim or wedge k EXPIRES: 12/31/2017 lebdcellon handling,Shipment andinstellatlanotcompoenta. 7.necessary. esigns sumesadequatedrainageIsprovided. May 23,2017 8.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces or tons,end placed so their center TPWVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center thee. S.Digits indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(Mak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 3.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 1116BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-4=(0) 0 BC: 2x9 KDDF B18BTR SPACED 24.0" O.C. 2-3=(-68) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. 0010. LL( 25.0)001) 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -56/ 313V -19/ 72H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -26/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 3.5" -20/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !ROVIDE FULL BEARING;Jts.2,4,3I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR Sopor LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1 4' MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 1.5" Allowed = 0.069" MAX BC PANEL TL DEFL = 0.001" @ 1'- 1.5" Allowed = 0.092" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -.' Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 Truss designed for wind loads in the plane of the truss only. 0 0 I1 11 O /- ,,-1 CD CD 0 1 M-3x4 l ,y l 1-00 2-03-08 '<('",.,. ...0 PRO/ 5'S' ' 89200PE {" JOB NAME : RT ENGLISH 6 PLEX - IJl � -�''' Scale: 0.7129 'tea ..' tr WARNINGS: GENERAL NOTES, unless othervdae noted ,OREGON Ia 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based ash upon the parameters sheen and is kr an Individual Il G1,�V "r{,/ Truss: I J 1 and Warnings before conatr dlon commences. building component.Applicability of design parameters and proper 2.244 compreaalon web bracing must be installed where shown+. Incorporation of component Is the responsibility of the',Ogling designer. '�h •7 t A 3 Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chortle to be laterally braced et S.! 1 W 17+ Is the responsibility of the erector.Additional m bracing of T continuous Impact d t a o.c respectively as ply unless sheathing(TC) brawn(TC)andut/or length) ' RR I _ apon germane continuous Mging or such as plywood aired n ere s ow•dryweA(BC). ,(5 L+ DATE: 5/23/2017 me overall structure le the responsibility Orme building aealener. 3.a Impact Mlaglrp or enteral bredne required where ahawn++ SEQ.: K3229524 4.No lend sheald be eppliedle any enmpcnent anti Opel all booing end 4. alatonoftewasthespow�ityyeiteres��o�.contractor. environment, fasteners are compete and at no time should any roads greater then Designarfor me condition.sare to b e. TRANS ID: LINK eestploads benooeapplied many component. 5 Design assumes fulbeerngatalsupportsshown.5himorwedgeif EXPIRES: 12/31/2017 5.Com Trus has no control over and assumes no responsibilitykr the y. fabrication,handling,shipment and Instelatkn of components. 7.Design assumes adequate drainage is prewdad. May 23,2017 e.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center TPINJIOA In 8151,copies of ehkh will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate Mae of stele 61 Inches. MiTek USA,Inc.iCompuTrus Software 7,6.8(1L)-E 10.For beak connector plate design values see EBR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-67) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)001) 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -60/ 319V -19/ 72H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -34/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 95V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !PROVIDE FULL BEARING;Jts:2,4,3 I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 'l' 'f MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" 12 MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main indforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 I 0 ,- f0 ion 0 0 0 ►► A 4►�I 1 M-3x4 l l b 1-00 2-00 ;4\ti( eO PR OpE,,s 89200PE ' JOB NAME : RT ENGLISH 6 PLEX - ISJ1 _ ore Scale: 0.712910 Cr WARNINGS: GENERAL NOTES, unless olherv,ssnoted: 17 OREGON W t.Builder and erection contractor should be advised of el General Notes 1.This design'filmed only upon the parameters shown and Is for an individual Truss: ISJ1 and Warmnge before construction commences, building wmpenentApWIneblllN of design parameters and proper G ��' 2.gra compression web bracing must be Installed where shown a. Incorporation or component is the reaponstbnity Orme founding designer. ./. '''.0. " J+' i 4 2=0 4 3.Additional temporary bracing to Insure sfamlity during construction 2 Design assumes the top end bottom chortle to be laterally braced al V Is me responsibility of the erector.Additional permanent bracing of T o.c.and at 10 o.c.respectively unless braced throughout melt length by 44r4i'li1 1 1 VA- continuous sheathing such as plywood sheathing(TC)and/or drywsl(BC). DATE: 5/23/2017 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where Moven.i SEQ.: K3 2 2 9 5 2 6 4.No load should be applied to any component until after all bracing and 4.Installation of tmss Is the responsbnfty of the recpedWe contractor. fasteners ere complete and at no time should any loads greater than S.Design assumes trusses are to be used Ina non-corrosive environment, and era for"dry condition"of use. TRANS ID: LINK design loads be applied to any component. 8.E,np07ushas nomare!over and assumes noresponsibility for the 6.Design assun, Mil bearing at al supports shown.Shim or wedge If EXPIRES 12/31/2017 fabrication,handling,shipment and inslaletion of components. 7.Design assumes adequate drainage is provided. May 23,2017 8.This design Is furnished subject to the Bndtatbns eat forth by 8.Plates shall be located on both feces of truss,end placed so their anter TPIUNTCA In SCSI,wales of which will be furnished upon request. lines coincide with joint anter lines. 7.6.8 1 L E MiTek USA,Inc./Com uTru6 Software 9.Digits indicate size of plate In mopes. p ( )- le.For bask connector plate design values see ESR-1311,ERR-tees(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 9.0" 1COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) TC: 2x9 KDDF A16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF ft1&BTR SPACED 24.0" O.C. Design conforms to mai n windforce-resisting system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSE Wind: 190 mph, h=21.Eft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dix), Unbalanced live loads have been TOTAL LOAD = 95.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-04-08 4-04-08 T T T 12 12 9.00 7 (IM-9x4 N9.00 2 NOTE:DESIGNACE.ASSUMES SHEATHING A- 11i1ilIih 0 I I 0 0 1 ti , I 4 5 y j 1 0o 8 o9 y l 1-00 ,�c'O PRQp 89200PE rca JOB NAME : RT ENGLISH 6 PLEX — L1 Scale: 0.5008IV. WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON 40 1.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and ts for en individual flit LG��77 W�I VY y,_ Truss: Ll and Warnings before constructlen commence. building component Applicability of design parameters end proper r� { 2.2e4 compression web bracing meat be Indallad where shown« incorporation of component is the reependbgity of the building designer. rd '41I i 4 2.0 4 3.Addeonal temporary bracing to insure stability during construction z Design assumes the top and bottom chords to be[eternity braced at �?+ lathe responsibility f the erector.Additional permanent bracing of 2cen.c.and et 10 o.c.reapedNety unless bawd throughout Mab length by Spon ty atinuoua sheathing such as plywoodng(TC)and/or drywall(BC). { . i "y ,t,. DATE: 5/23/2017 the overall structure h the reeponslbllity of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ SEQ.: K3 2 2 9 5 2 7 4.No road should be applied to any component until after all bracing and 4.bstelelin of truss is the reeponelbety of the respective centred°, fasteners are complete and at no lime should any loads greater than 5.Design mums trusses era to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end are for"dry condnlon^of use. 8.Design 5.CompuTrus has no control over and assumes no responsibility for the ma assumes Ng heaving at al supports shown.Shim or wedge g EXPIRES 1213112017 febricaden,handling,shipment and installation of components. T.Design assumes adequate drainage is prodded. May 23,20 1 7 6.This design is furnished eubled to the limitations set forth by a.Plates shall be located on both faces of buss,end placed so their center TPINYTCA in BCSI.copies of which will be furnished upon request. lines coincide with Islet center lines. 9.Digits indicate die of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1H68(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 8-09-00 GIRDER SUPPORTING 25-03-04 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF A1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2216) 318 4-5=(-1956) 2026 4-1=(-2220) 296 5-3=( -666) 2358 BC: 2x6 KDDF ({16BTR 2-3=(-2216) 318 5-6=(-1956) 2026 1-5=( -666) 2358 3-6=(-2220) 296 WEBS: 2x4 KDDF STAND LOADING 5-2=( -292) 1832 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12^OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 8'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 290.9)+DL( 252.7)= 543.6 PLF 0'- 0.0" TO 8'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _,� 0'- 0.0" -437/ 3203V -2000/ 2000H 5.50" 5.12 KDDF ( 625) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 9.0" -437/ 3203V -2000/ 2000H 5.50" 5.12 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. nails staggered: 'COND. 2: Design checked for net(-7 psf) uplift at 24 ^ \/�/ 9" 0c in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP lac spacing. /X�/)(� 9" lac in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" lac in 1 row(s) throughout 2x9 webs. MAX TL DEFL = -0.018" @ 4'- 4.5" Allowed = 0.522" MAX TC PANEL LL DEFL = 0.036" @ 2'- 5.3" Allowed = 0.316" 4-04-08 4-04-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS ' f MAX HORIZ. LL DEFL = 0.004" @ 8'- 7.3" 12 12 MAX HORIZ. TL DEFL = 0.004" @ 8'- 7.3" 9.00 V M-4x6 Q 9.00 2 4 �„ ICOND. 3: 2000.00 LBS SEISMIC LOAD. 41� Design conforms to main windforce-resisting system and components and cladding criteria. li Wind: 140 mph, h=21.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 M-3x5 1 10 1 o o 1 0 m Nnallillii 6 M-3x8 M-7x8 M-3x8 l 1 1 4-04-08 4-04-08 8-09 kJ n JOB NAME : RT ENGLISH 6 PLEX - LGIRD ,/ Scale: 0.4583 41.4. � WARNINGS: GENERAL NOTES, unless otherwise noted: $ ON OREGI, Truss: LGIRD 1.Builder end erection contractor should be advised of aft General Notes 1.This deep"is based only upon the parameters shovel end Is for an Individual OREGON V f and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.2x4 compression web bredng moat be installed where enovel+. Incorporation of component Is the responsibility of the building designer. <fy 14 2.°4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at V }']ILA- fasteners L`_ \\\ by Is the responsidpty of the erector.Additional permanent bracing of 7 o l and et ea10'o c.respectively anode bracedthroughout:their langur). F;'I L continuous abeor such as plywood aired here s and/or drywall(BC). DATE: 5/23/2017 52 me overalllould be h the toa so responsibility of the building afte lbractdesigner. 3.In Impact bridging buss or lateral bracing required of the where shovel+ SEQ.: K 3 2 2 9 5 2 8 4.No load should be applied to any component until ager all bracing and 4.Installation of tone la the responsibility of the respective contractor. fasteners are compete and at to time should any loads greater man B.Design assumes trusses are to be used in a nos.00irosh,e environment, TRANS I D• LINK design loads be applied to any component. and are for"dry needles'of use. 17 S.CompuTms has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supporta shown.Shim or wedge H EXPIRES:. 12/a3 //yrs tebdcetion,handling,shipment end installation of components 7.Design assumes adequate drainage is provided. May 23,2017 C J ILII 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPI/WICA in 9051,copies of which MI be furnished upon request. lines coincide with joint center line. MITek USA Inc./Com uTrus Software 7.6.8(11)-E 9.Digits indicate size of plate in Inches. Pt o.For bade connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF ik1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 41&BTR SPACED 29.0" O.C. Design conforms to main n windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=22.4ft, TCDL=6.S,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 95.0 POP load duration factor=n.6, Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 PIP Ground Snow (Pg) PER ICC CODES(IRC/IBC),TPI 1 AND REFERENCED BCSI, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. N-1x2 or equal typical at stud verticals. FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE Refer to CompuTrus gable end detail for INSTALLED ADJACENT TO SCISSOR TRUSSES. BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-10 4-10 T T T 12 12 ((M-4x4 12.00 7 2 N12.00 JAA MI NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. r m m o I 1 I I 11111 111111 .1 4 5 y y y y O PRQF �1-00 9-08 1-00 Co ( INE.6.O% G~� t 89200PE r`' JOB NAME : RT ENGLISH 6 PLEX - N1 ,,. ,, Scale: 0.9193 WARNINGS, GENERAL NOTES, unlessotherwisethe r mete aR � A A �li 1.Builder and erection contractor should be ncelsed of all General Notes 1.This design h based only upon the parameters shown and is for an Indhldual `t �'�/ Truss: N1 and Warnings before construction commences. building component.Apploaillty of design parameters and proper f .Q 1,, 2.254 compression web bradng must be installed where shown«. incorporation of component is the responsibility of the Building designer. + ' A 2. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to los laterally braced et Y^ �. la the respaneiblNy of the erector.Addftiunal permanent bracing of r continuous and at i o sheikeathing respectively as ply ood a braced throughout/their length). 41' RR IL, continuous ahging or wch as acing re aired inti re s and/or drywat(BC). DATE: 5/23/2017 as overall structure la the reaponrbeny of the building designer. 3.a Impact bridging or lateral bracing required where shown«« SEQ.: K3 2 2 9 5 2 9 4.No load should be applied to any component until after all bracing and 4. talaen at es truss iss the expo bebuuisyof d in athe re ap dive contractor.ntra fasteners are complete and at no time should any loads 5.Design ads greater thenend gra for"dry condition" re t use. TRANS I D: LINK design loads be applied to any component. 6.Design assumes full bearing at all supports sheen.Shim or wedge if EXPIRES" 12/31/2017 5.CompuTrva has no control over end amumee no responsibility for the mo), fabrication.handling,.mpment and installation of components. 7.Design assumes adequate drainage is provided. May 23,2017 6.Thla design is banished subject to the limitations set forth by S.Plates shall be located on both faces of buss,and placed so their center TPIMRCA in SCSI.copies of which 591 be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&RTR LOAD DURATION INCREASE = 1.15 1-2=( -12) 144 6-7=(-241) 248 6-2=(-588) 168 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-43B) 96 7-8=( -55) 76 2-7=( -21) 204 WEBS: 2x4 KDDF STAND; 3-4=(-457) 112 7-3=( 0) 234 2x6 KDDF #2 A LOADING 4-5=( -12) 144 7-4=( -65) 271 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=(-58B) 216 TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD = 45.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 POE Ground Snow (Pg) 0'- 0.0" -72/ 615V -214/ 214H 5.50" 0.41 KDDF (1485) 9'- 8.0" -72/ 615V 0/ OH 5.50" 0.41 KDDF (1485) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 4-10 4-10 MAX LL DEFL = -0.001" @ 10'- 8.0" Allowed = 0.100" ` f f MAX TL DEFL = -0.002" @ 10'- 8.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.152" @ 6'- 10.9" Allowed = 0.383" 12 12 MAX TC PANEL TL DEFL = 0.141" @ 2'- 9.1" Allowed = 0.575" M-4x6SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 V12,00 3 4.0" MAX HORIZ. LL DEFL = 0.006" @ 9'- 5.2" AC MAX HORIZ. TL DEFL = 0.009" @ 9'- 5.2" PAS - Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 244,00000110111110101POOMMOMINIMMIlmum M-5x8 rn rI 01 0 ti ti I III , Ntdi ** ** M-1.5x3 M-1.5x3 G36.00 6.00 12 12 y1-00 y 4-10 Jr 4-10 y1-00 y C1 PR AFF b 9-08 y ��\C6' GINE 89200PE • JOB NAME : RT ENGLISH 6 PLEX - N2 Scale: 0.3549Ilk Ct. WARNINGS: GENERAL NOTES, wide.,otherwise noted. OREGON to 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and Is for an Individual "'(,/ Truss: N2 and Waminga before construction commences. building component Applicability of design parameters and proper 2.Zai compression web bracing must be'Wailed where shown a. Incorporation of component Is the reeponsIbillty of the building designer. //'l '11''' 7�' 14 2=" 3.Addefonal temporary bracing t insure etablify during construction 2 Design assumes the lop end bosom chords to be laterally bated at V ,.,/v; N the responsibility of the erector.Additional permanent bracing of 7 a.c.end at 10 etc respectively unless braced throughout Melr length M [r�R I�` 1y continuous sheathing such as plywood sheathing(TC)and/or drywel(BC), lye 4r DATE: 5/23/2017 the overall structure N the responsibility attire building designer. 3.2s.Impact bridging or lateral bracing required wMre shown e+ SEQ.: K3 2 2 9 5 3 0 4.No load should be applied to any component until ager all bracing and 4.Installation of suss is the responsibility of the respective contractor. fasteners are complete and at no time should any roads greater than 5.Design assumes trusses are to be used In a non-carrestee anWronment, design loads be applied to any component. and are for"dry:donation.of use. TRANS ID: LINK p responsibility s Design assumes full bearing at ail supports shown.Shim orwedge g EXPIRES 12/31/2017 S.Com uTms has no control over and assumes no re ibill for the necessary fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. May 23,2017 6.This design Is furnished auged to the limitations set forth by S.Plates shall be located on both faces of truss,end placed so their center TPI/WTCA in SCSI,copies of which suit be fumished upon request. lino coincide with faint center Imes. MiTek USA,Inc./Cam uTrus Software 7.6.81L B.For basits c cante eza=plattedesiIn gnvel P ( }'E 70.For bests connector plate design values see ESR-7377.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDE/Cit=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-439) 111 4-5=(-203) 206 4-1=(-402) 148 5-3=( -36) 255 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-453) 135 5-6=( -52) 74 1-5=( -22) 206 3-6=(-402) 176 WEBS: 2x4 KDDF STAND; 5-2=( -4) 234 2x6 KDDF #2 A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. DON. TOTAL LOAD = 45.0 PSF 0'- 0.0" -67/ 435V -180/ 180H 5.50" 0.29 KDDF (1485) 9'- 8.0" -67/ 935V 0/ OH 5.50" 0.29 KDDF (1485) *` For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.153" @ 6'- 10.9" Allowed = 0.383" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.048" @ 2'- 7.1" Allowed = 0.575" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS 9-10 9-10 MAX HORIZ. LL DEFL = 0.005" @ 9'- 5.2" f f 1" MAX HORIZ. TL DEFL = 0.009" @ 9'- 5.2" 12 12 Design conforms to main windforce-resisting M-9x6 12.00 7 Nlz.00 system and components and cladding criteria. 2 9.0" Wind: 190 mph, h=22.4ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, A\ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), illload duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 3x4 1 i 10 , f � 5 � / M-5x8 m m 0 0 1 0 A : 1 1 4ihe 1. M-1.5x3 M-1.5x3 .Q 6.00 6.00 12 12 ; l l ryp 4-10 4-10 %,O PR O y 9-08 y ���\AG1N��./0� :9200 �'r'' JOB NAME : __ RT ENGLISH 6 PLEX - N3 __ _ Scale: 0.3550le It ' �� WARNINGS: GENERAL NOTES, unless oter:Meenoted' 7 OREGON Wy 1.Builder end erection mntrador should be advised of al General Notes 1.This design Is based only upon the parameters Mown and Is for an Individual f1 r.Tt✓I V Truss: N3 and WarOngs before construction commences. building component.Applicability of design parameters and proper " 4,,� ©'� 'A. 2.2x4 compression web bracing must be installed where shown+, incorporation of component la the reaponsibOHy of the bullring designer. </t 1 A 3.Additional temporary bracing M insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et �,.( 1 W Is the responsibility of the erector.Additional permanent bracing of Y o c and at 10'o.c respectNely unless braced throughoN their length by 44Zp`I�� continuous sheathing such as plywood eheathing(TC)and/or drywalR(BC). DATE: 5/23/2017 the overall Nrucmre is the responsibility of the building designer. 3.W Impact bridging or lateral bracing required where shown e SEQ. : K 3 2 2 9 5 31 4.No load should be applied to any component until alter all bracing and 4. alletion of truss Is the responsibility e i.e r spedNe contractor. 551 icor environment, fasteners are complete end at no time should any loads greeter then Design assumes to be design loads be applied to any component. and are for'dry condition.'of use. TRANS ID: LINK s.compaT as has no�ontrel over and sesames no reaponaibi lty far me 6.Design assumes full bearing at all suppons shown.Shim or wedge if EXPIRES: 12/31/h 8117 fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage is prodded. May 23,'�O`/�t7r.EXPIRES: C/ IFL41 S.This design Ie Nmiehed subject to the limitation set forth by 6.Plates shall be located on both laces of truss,and placed so their center y TPIMRCA M BCS/,copies of which will be famished upon request. Ones coincide with loht center lines. 9.Dish Indicate size f plate In inches. MiTek USA,Inc./Com uTrus Software 7.6.8 1L}E to. basic r plate design val uea see ESR-7371,ESR-I988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #14,13TR LOAD DURATION INCREASE = 1.15 1-2=1 -12) 144 6-7=(-2229) 2253 6-2=1-1049) 800 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-1569) 1317 7-8=(-2229) 2253 2-7=(-1406) 1559 WEBS: 2x4 KDDF STAND; 3-4=(-1569) 1317 7-3=( -965) 1162 2x6 KDDF #2 A LOADING 4-5=( -12) 194 7-9=1-1906) 1559 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=1-1049) 800 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PIP BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -746/ 1061V -2000/ 2000H 5.50" 0.71 ROOF (1485) 9'- 8.0" -746/ 1061V -2000/ 2000H 5.50" 0.71 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 4-10 4-10 MAX LL DEFL = -0.001" @ 10'- 8.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ 10'- 8.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.152" @ 6'- 10.9" Allowed = 0.383" 12 12 MAX TC PANEL TL DEFL = 0.141" @ 2'- 9.1" Allowed = 0.575" M-4x6 12.00 7 N12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 4.0" MAX HORIZ. LL DEFL = 0.037" @ 0'- 2.7" PVMAX HORIZ. TL DEFL = -0.041" @ 0'- 2.7" 'COND. 3: 2000.00 LBS SEISMIC LOAD. r Design conforms to m windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertically) are exposed to wind, Truss designed for wind loads in the plane of the reuse only. M-3x5 M-3x5 2 %� M-5x8 M rn O 1 O N ` I ,-a 6 lot 79 8 -/,y M-3x4 M-3x4 Q 6.00 6.00 12 12 y 1 1 l l 1-00 4-10 4-10 y1-00 \k'� PR ape 9-08 �vC��� 3INE�4? cSj04- 89200PE r' JOB NAME : RT ENGLISH 6 PLEX - NDRAG -.44411r. ., , Scale: 0.3549 N!! /0 WARNINGS: GENERAL e NOTES, unless otherwise noted In iCr 7 OREGON fei. 1.Builder and eredlon contractor should be advised of el General Notes 1.This design N based only upon the parameters shown and h bran Individual �l 1.�1.J1 w{,/ Truss: NDRAG and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be to talNd where shown+ incorporation of component k the responsibility of the holding designer. ', ) '�1 y 14 2.e\ Ii. 3.Additional temporary bracing to Insure stabllty during construction 2.Design assumes the top and bosom chorda to be laterally braced al Sl Is the responsibility of the erector.Additional permanent bracing of 2 o c end et tS o c.such sly unless braced(TC)and/or their length by er 2�. Lt‘ continuous sheathing ouch as plywootl sheaMing(TC)entl/or tlrywaN(BC). (,� DATE: 5/23/2017 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++SEQ.: K3 2 2 9 5 3 2 4.No bad should be applied to any component until eller all bracing and 4.Insia0ation of tons is the responsibility of the respective contractor, fasteners are compels and at no lime should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use, TRANS I D: LINK8.Design assumes fug besting at all supports shown.Shim or wedge N 5.CompuTrushasnocontroloveranda>wmesnoresponsibiliyfarth. necessary. q EXPIRES: 12/311261 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 23,2017 8.This design Is furnished aided to the limitations set forth by 8.Plates shall be located on both lases of truss,and placed so their center TPIIWTCA In SCSI,wpbs of which MI be furnished upon request. lines coincide v415)ohm center lines. 9.Diggs Indicate alma of plate In Inches. MITek USA,Ino./CompuTms Software 7.6.8(1L)-E 10 For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 25-03-04 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-162) 209 4-5=(-273) 874 1-4=( -139) 65 2-6=(-1835) 935 BC: 2x8 KDDF #16BTR 2-3=(-162) 209 5-6=(-273) 874 4-2=(-1835) 436 6-3=( -139) 65 WEBS: 2x4 KDDF #1613TR; LOADING 5-2=( -423) 2980 2x4 KDDF STAND A; LL = 25 PSF Ground Snow (Pg) 2x9 KDDF STUD B TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 290.9)+DL( 252.7)= 593.6 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC LATERAL SUPPORT <= 12"OC. UON. 0'- 0.0" -592/ 2966V -290/ 290H 5.50" 9.75 KDDF ( 625) BC LATERAL SUPPORT <= 12"OC. UON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 8.0" -592/ 2966V 0/ OH 5.50" 4.75 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. Single member as shown. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. Hangers attached to the bottom chord will have 1.5" max. nail penetration. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.090" @ 4'- 10.0" Allowed = 0.438" ** For hanger specs. - See approved p A MAX TL DEFL = -0.073" 0 4'- 10.0" Allowed = 0.583" q-lU 4-10 SEASONED LUMBER IN DRY SERVICE CONDITIONS f f T MAX HORIZ. LL DEFL = -0.003" @ 9'- 4.5" M-1.5x3 M-5x8 M-1.5x3 MAX HORIZ. TL DEFL = 0,005" @ 9'- 4.5" f-- 1 2 -/ _ _ Design conforms to main windforce-resisting o _ ^ q system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ti I II I - r+ gT T�f A B A * TE rn I rn co ro I+ / I! / r \NI r .e._. I r ` 4 *. 5 6 M-7x12 M-4x12 M-7x12 J, y y 4-10 4-10 . ,O PRO1fi y y � ` s GIN , / 9-08 , Q �� 89200PE rye JOB NAME : RT ENGLISH 6 PLEX - NGIRD -- JOB .• Scale: 0.3325 WARNINGS: GENERAL NOTES, Wens othenNae noted flf'f i l^J"\(�I {e 1.Sunder and erection contrador Mould be aAlaed of at General Notes 1.This design is based only upon the parameters shown and is for an individual �j 4. A-OREGON C.1J1.,✓f V y� ",(l Truss: NGIRD and Warnings before construction commences building component.Applicability of design parameters and proper �^ �..p 14 ry�� 2.254 campreealon web bracing must be Installed where shown*. Incorporation or component la me responsibility Orme burning designee V 7 (+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom dross to be laterally braced at ,py Is Sre reapondbllty of me ereSor.Additional permanent bracing of T o continuous ahat 1 sheathing o.crwich as ply wood s braced througho) ut Meir all(B by4IZiFIR I_r J DATE: 5/23/2017 the overall structure Ie the respenalbA f the building designer. 3.W mpact bridging orlaterallateral bracing required sheathere sown at dryweA(BC). 1r aY o g where shown as iii SEQ. : K 3 2 2 9 5 3 3 4.No load should be applied to any component until alter all bracing and 4. tallation of truss uiss thehresponsibility sibuuyd the respennae contractor.nem, fasteners are complete and at no time should any loads greater than Design assumes design loses be applied to any component. and are for•dry condition^of use. TRANS I D: LINK 5.eompurma has no control oasr dna assumes no raaponeibility for me S.Design assumes El bearing at all supports shown.Shim or wedge If EXPIRES: 1 2/31/201 7 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is proWded. May 23 r20 7 +L v. c:. 17 S.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both races of trues,and placed so their center G TPPNFCA In SCSI,copies of which will be Nmlahed upon request. lines comrade with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E I O.For basic connector plate design values see ESR-1311,ESR-IBES)UlTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 1.0" [COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 ICONS. 3: 150.09 PLF SEISMIC LOAD, BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND; Design conforms to main n dicladdingrcriterig 2x4 KDDF 8155TH A LOADING system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x9 or equal at non—structural Truss designed for wind loads Vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note:Truss design requires continuous bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 6-04-07 5-08-09 1 T 4 12 9.00 M-1.5x3 4 —/ M-3x6 to 0 /fir v1 0 1 0,0 2 11111 o; �I 4. KOMINIIMMINIIIIIIII6...11 o 1 M-155x3 M- x6 M-3x4 y y y 0 p ROfic 6-02-11 5-10-05 < 5` SA ytyl Co ` (, . t,„VL41 0 ,4_1-Do12-01 r. ' 89200PE JOB NAME : RT ENGLISH 6 PLEX — PlAFW ,,, .; - Scale: 0.2837 a WARNINGS: GENERAL NOTES, unless otherwise noted. 01-1�1.701V fin 1.Builder and erection centrador Mould be advised of all General Notes 1.This design h based only upon the parameters shown and is for an Individual 4Jfl 1.�1..7��I w "V Truss: P 1AFW and Warnings before construction commences. building component.Applicability of design parameters and proper �j {�� ` 2.2a4 compression web brodng must be Insialbd where shown+. incorporation of component le me responsibility of the building designer. f,/'v -7' 1 4 ��} `�^ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords is be laterally braced et �d ! e the reapunsibOty of the erector.Additional permanent bracing of T continuous and at hes hinc.crespectively as ey unless braced throughout their length by �'+���..10- DATE: 0- DATE: 5/23/2017 the overall structure la the responsibility of the building de br Impact sheathing er sueb adng rplywooe citedsheathere a and/or drywaA(BC). �(M, spun BY g signer. 3.In Impact brldgl s or lateral responsibility required where sirown++ SEQ. : K 3 2 2 9 5 3 4 4.No load should be applied to any component until after all bradng end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then E.Design assumes waxy are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for"dry conditionof use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes NN bearing at all supports Mown.Shim or wedge If EXPIRES: 1 2/h 1 201 7 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage a provided. May 2320/7 L J (d 1! G.The design is furnished waved to the limitations set forth by B.Plates shall be boated on both faces of truss,and placed so their center AV I Y L L TPIIWICA In SCSI,copies of which MMI be furnished upon request lines coincide with)Dint ceder lines. indicate9.Digits MITek USA,Inc./CompuTrus Software 7.6.8(1 L}E 10.FFor basicconnecter plate a den inches. values see ESR-7371.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20.- 11.0" 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I TC: 2x4 KDDF #165TR LOAD DURATION INCREASE = 1.15 I BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. FOND. 3: 150.00 PL£ SEISMIC LOAD. WEBS: 2x4 KDDF STAND; Design conforms to main windforoe-resisting 2x4 KDDF #16BTR A LOADING system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSE TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=29.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, NOTE: 2x4 BRACING AT 29"OC SON. FOR Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note:Truss design requires continuous M-1.5x9 or equal at non-structural bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. vertical members loon). 2-10-03 6-07-10 11-05-03 T T T T 2-08-03 6-11-11 5-05-13 5-09-05 T T T T T 12 12 9.00 7 "J 9.00 M-4x6 M-7x6 2 r /r w14t, M-3x9 \I f, M-3x6 '�0 ii.' I All r A0 IM-7x8o, 110 - .... .41IIIII°III°R. -/I ron o /- ee -r 6 M-3'x10 0.25"e M-Ix6 10 11M-4x4 M-3x5 M-5x6(S) C'�tid F'R(AFF ; l l ), l '< sS 2-06-07 7-04-15 5-05-13 5-05-13 4C�� "�'' 9 L? 1 l 20-11 89200PE r JOB NAME : RT ENGLISH 6 PLEX — P1BFW -o4 ' Scale: 0.2070 � WARNINGS: GENERAL NOTES, unless otherwise noted FOREGON /e 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an Individual OREGON^W I V "(/ Truss: P1 B FW and Wandnge before construction commences. building component.Appllcability of design parameters end proper �} [� 2,2a4 compression web bradng must be Installed Where Grown+. Incorporation of component Is the responsibility of the building designer, '`Jt. 7 Je" 1 4 r1 i s '�^ 3,Additional temporary bracing to Insure stability during conduction 2.Design assumes the lap and bottom chords to be laterally braced at S.f _ f+ ��+ Is the respanelbip f the erector.Additional M bract f coni.and at 10 hin much as ply unless lensed throughout their length by IJ t.�RIO'b a permene er 0 continuous sheathing each as plywood sheathing(TC)and/or tlryweil(BC). Ky DATE: 5/23/2017 the overall structure Is the responsibility of the building designer, 3.22 Impact bridging or lateral bradng required where shown++ SEQ. : K3229535 4.Ne load should be applied to any component until after all bradng and 4. aeationonmsryis��responsibility of contractor. fasteners are compete and at no time should any loads greater than Design assumes design loses be applied to any component. and are for"drycondition+of use TRANS I D: LINK 6.CompuTrva hes no control over and assumes no responsibility or the 6.Design assumes M8 beadng at all supports Moven.Shim or wedge 11 T EXPIRES: 12131/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. May 23,2017 8.This design Is fumiMed subplot to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIMyfCA In SCSI,copies of which will be furnished upon request. lines coindde with joint center tines. 9.Dlgas Indicate size of plate In Inches. MITek USA,Ina./CompuTrus Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-1311.ESR-1005(Weir) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF 4148TH LOAD DURATION INCREASE = 1.15 II__ BC: 2x9 KDDF #165 ' TH SPACED 24.0" O.C. COND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND LOADING Design conforms to main ree—resisting system and components andd cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE BC LATERAL SUPPORT <= 12"0C. 0001. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=20.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x9 or equal at non-structural LL = 25 PIE Ground Snow (Pg) End vertical(s) are exposed to wind, vertical members (uon)n Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note:Txuss design requires continuous bearing wall fox entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-06 T T 12 9.00 177 M-1.5x3 -s 3 0. 0 0 0 ro 2 O t i r� C O o M-3x4 M-145x3 y l l 1-00 3-06 "0 PROe wc,� N�yN fi6) /©�9 ' :9200P t' JOB NAME : RT ENGLISH 6 PLEX - P1CFW A #� . , 1 Scale: 0.6392 �►� WARNINGS: GENERAL NOTES, unless otherwise holed: 7 J OREGON Z Truss: P�.C FW 1.Builder and erection contractor should be advhed of all General Notes I.This design le based only upon the parameters shown end Is for an Individual OREGON w and Waminge before construction commences. bulltling component Applbabllhy of design parameters and proper N 2.2x4 compression web bracing must be installed where shown e. incorporation of component Is the reaponstbrnty of the building design.,. ff/�s. A f1 Q �' . 3.Additional temporary bracing to Inure stability during consimctbn 2.Design assumes the top end bottom chords la be laterally braced et �.l 14 4 ,,s, Is the responsibility of me erector.Additional permanent bracing of T o l and al f Q hin rsuch as ply unless braced)TC)and/or their dty sel(B).length by �{ 1/Ys DATE: 5/23/2017 the secret structure k the responsibility rine building designer. continuous sheathing such as plywood shesthlig(TC).nNor drywaA(BC). 40 Won fly o g 3.2x Impact bridging or lateral bracing required where ahem 44t a SEQ.: S3220 5 3 6 4.No bb ad should be applied any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, deal bed.be applied to an and ere for"dry condition"or use. TRANS I D: LINK s.comp Thu n..no control over ntlenaeumea no reeponsroli ty forme B.Design assumes full bearing at al support.shown.Shim or wedge II EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation of components. T.Deus ettsumes Neted on both is truss, a. May 23,2017 8.This design Is furnished subject b the limitations set forth by S.Plates shall be Nested on both laces of trust,and placed to their center TPI,TCA in BIS),copies of which will be rumhhed upon request. lines coincide with joint center lines. 9.Signs lndbale size of plate in Inches. MiTek USA,Inc./CornpuTras Software 7.6.8(11)-E 10.For bask connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 2.0" hOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Des ign assumes moisture Content does BC: 2x9 KDDF 1)16BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND not exceed 19% at time of manufacture. LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF Wind: 190 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, ALL FLAT TOP CHORD AREAS NOT SHEATHED Truss designed for wind loads -------- ---------------------------- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Unbalanced live loads have been BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 2-07-11 2-10-10 2-07-11 4 1 T 4 2-09-11 0-06 2-10-10 0-06 2-09-11 T 4 4 4 4 T 2-04 2-04 4 1 T T 12 12 9.00 177 Q 9.00 M-4x64 s M-4x6 TRUSS DESIGNED AS A PIGGYBACK.STRUCTURAL TRUSS IS BELOW. 2X4 STRIPPING REQUIRED AT 24"OC WHERE CONTINUOUS BEARING IS 1 N SHOWN.SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. N O I 4-05-11 ,-t iob O O / a /////////////////////////I////////////!////////////////////// / 0 9 10 0 M-3x4 M-3x5 M-3x5 M-3x4 J. y J• J. 2-07-15 4-02-03 2-07-15y�0 0� J. 0-02-03 8-02 0-02-034,:?' � GyNE� seJ., ti V8�9200PET Lam'" JOB NAME : RT ENGLISH 6 PLEX — P2CAP Scale: 0.4986 7 OREGON a,. 4 WARNINGS: GENERAL NOTES, union otherwise noted 74- �.} A s^' ,..under and erection contractor should be advised or all General Notes 1.This design Is based only upon the parameters shorn and Is for an Individual "7 14 2©4 4 ?- Truss: P2CAP and wamlogs before construction commence. building component.ApplkabAtty or design parameters end proper �d _ NwY 2.204 compression web bracing must be metalled where shown h incorporation of component Is the responsibility of the balding designer. '�/ 3.Additional temporary booing to Insure stability during consirudlon 2.Design assumes the top and bottom chords to be laterally braced at - �R R: L . Is the responsibility of the erector.Additional permanent bracing of T o.c.end at 10 o.c.respectively unless braced throughout their length by 1-1 I SmGbsheathing ouchas nq sheathing(TC) nodrywall(BC). DATE: 5/23/2017 the overall structure Is the responsOly of the buildingdesigner. 3a Impact or Went bracing reredwhereshown4 • S E K3 2 2 9 5 3 7 4.No bed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4" " fasteners are complete and at no One should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment!EXPIRES: C[+' !]/ry 1 JAA A design bads be applied to any component. and are for"dry condition'.of use. llf. f1L S. L"/.3 I(1171 7 TRANS ID: LINK 8.neognassumesfullbearingatallsupportsshovn.Shimorwedgeit May 23,2017 5.CompuTrus has no control over and assumes no responsiblllb/for the necessary fabrication,handling.shipment and Installation of components. 7.Dedgn assumes adequate drainage Is provided. 8.This design is famished subject to the limitations set forth by S.Platen shall be located on both faces of truss,and placed so their center TPIiWTCA in SCSI,copies of which will be famished upon request. Anes coincide with Joint center lines. 9.Digits Indicate etre of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.8-SP2(1L)-E 11.For basic connector plate design values see SSR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x4 DF 2400F LOAD DURATION INCREASE = 1.15 I_ -- - HCl 2x9 KDDF ft16BTR SPACED 24.0" O.C. 'GOND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x4 KDDF STAND Design conforms to main windforce-resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+17)L( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=25ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED in the plane of the truss only. ------------ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. M-1.5x9 or equal at non-structural BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP vertical members (uon)n AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15-04-11 6-02-10 15-04-11 4 '1 1 T 7-11-04 7-03-07 6-06-11 7-03-07 7-11-04 T T 4 T T T 12 12 M-4x6 ''M-6x6 9.00 7 4 Q 9.00 y M18HS-5x16(5) M18HS-5x16(5) 0.25" 0.25" s -1-/ +11 'AvNisx.... +. 02 0 71.1ti Ir.; "` A.7,_ WO a � CDr. '�„�' 9 10 11 12 o M-1.5x3 M-3x8 M-3x6 M-1.5x3 0 M-4x6 M-3x5(S) M-4x6 l l l l l l 7-09-08 7-03-07 6-11-15 7-01-11 7-09-08 R,VD PR OpE s j. y 17-00 y 20-00 c,, � yN �R/0 1-00 37-00 '„ 89200PE r* JOB NAME : RT ENGLISH 6 PLEX — P2FW Scale: 0.2037 _n 414. irr WARNINGS: GENERAL NOTES, unless otherwise noted -57.4. OR EGON je 1.Builder and erection canbector should be advised of all General Notes 1.This design is based only upon the parameters shown and h for an Individual Yj L7 17 v(l Truss: P2FW and Warnings before construction commence. building component.Applcebllity of design parameters and proper '""} (��� y 2 2a4 compression web being must be Installed where shown 4. Incorpuretion of component Is the responsibility of the building designer. �0 "T 1 A.. 2v „*� 3.Additional temporary bracing to Insure stability doing construction 2 Design assumes the top and bottom chorda to be laterally braced at V 1"# �w Is the responsibility at the erector.Additional permenenl being of coTo c and at 10 o.c.respectNely unless brad throughout their length by 41 ��. .� a ntinuous sheathMg such as plywood sheatMng(TC)and/or drywall(BC). (y DATE: 5/23/2017 the overall structure la the responsibility of the building designer. 3.2s Impact bridging or Wend bracing required where shown++ SEQ.: K3 2 2 9 5 3 8 4.No Mad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses ens to be used in a non-corroeNe environment, TRANS ID• LINK design Ma ds be applied to any component. end aro Mr dry condition"of use. 5.Com True has no control over and assumes no responsibility Mr Me 6 Design assumes N9 bearing at all supports shown.Shim or wedge if ,Pena ley mwwwy. EXPIRES: 12/31/ 01? fabrication,handling,shipment end inateiation of components. 7.Design assumes adequate drainage is provided. May 23,2017 6.This design le furnished subled to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed an their center TP WvlCA in SCSI,copies of which MIN be furnished upon newest. lines coincide with joint center lines. M'Tek USA,Inc.lCom uTrus Software 7.6.8 1 L E 9.Digits indicate We of plate M Inches. ( )- to.For basic connector plate design values we E5R-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-08-00 FROM 26-00-00 TO 37-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 70 2-12=)-316) 3396 12- 3=( 0) 238 9-17=(-136) 1910 BC: 2x6 KDDF 416BTR 2- 3=(-9946) 554 12-13=(-318) 3392 3-13=) -380) 186 WEBS: 2x9 KDDF STAND LOADING 3- 4=)-4024) 620 13-14=(-238) 3126 13- 9=( -82) 242 LL = 25 PSF Ground Snow (Pg) 9- 5=(-3850) 676 14-15=(-312) 3638 9-14=) -972) 278 TC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-3054) 550 15-16=)-554) 4878 5-14=( -362) 2142 BC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 0.0)+OL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-9088) 740 16-17=(-778) 5774 14- 6=(-1519) 392 BC UNIF LL( 95.8)001) 96.7)= 192.5 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-5124) 910 17-10=(-780) 5790 6-15=) -232) 1266 OVERHANGS: 12.0" 12.0" B- 9=(-6318) 1050 15- 7=( -500) 2898 ADDL: BC CONC LL+DL= 2966.0 LBS @ 25'- 4.5" 9-10=(-7522) 1152 15- B=(-3550) 760 '-',-- ( 2 ) complete trusses required. 10-11=( 0) 70 8-16=( -722) 3866 Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-1144) 270 staggered: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. \^/ nails9" oc in 1 row(s) throughout 2x9 top chords, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP. BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA /yvy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 1 row(s) throughout 2x4 webs. 0'- 0.0" -907/ 3115V -276/ 276H 5.50" 9.98 ROOF ( 625) 37'- 0.0" -857/ 5477V 0/ OH 5.50" 8.76 KDDF ( 625) p,OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. ALL CONCENTRATED LOADS VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MUST BE EQUALLY DISTRIBUTED MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" TO EACH PLY OF THE TRUSS. MAX LL DEFL = 0.094" @ 25'- 6.2" Allowed = 1.804" MAX TL DEFL = -0.221" @ 25'- 6.2" Allowed = 2.906" MAX LL DEFL = -0.001" @ 38'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ 38'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.023" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.062" @ 36'- 6.5" 13-09 9-06 13-09 ,1' T T 1' Design conforms to main windforce-resisting 6-02-02 5-07-02 1-11-12 4-09 4-09 1-11-12 5-07-02 6-02-02 system and components and cladding criteria. f '1 ' '1 f f ' ' Wind: 140 mph, h=24.3ft, TC0L=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 M-3x4 M-5x6 9.00 V 5 6 7 ‘CQ9.00 load duration factor=1.6, 4 „ Truss designed for wind loads 7M-3x4 N1.6 in the plane of the truss only. + +1 0 0 " 4 It 1 . 12 13 1 �s1 0 1 ^M-3x5 M-1.5x3 M-3x9 U.25" 0.25 M-1.5x3 M-3x8 1 p/'�/�- o M-7x8(S) o G� PRQ M-7x8(S)M-62966# „y Cr y1U �00 ) ) ) y y y y 5 N ';ray, �O 6-00-06 5-05-06 2-05 9-02-08 2-05 5-05-06 6-00-06 ,� 17 y l l l 1-00 37-00 1-00 :9200P JOB NAME : RT ENGLISH 6 PLEX - P2GIRD . ' __ Scale: 0.1542 lik WARNINGS: GENERAL NOTES, unless otherwise noted: - OREGON /e�. 1.Builder and erection contractor should be advised oral General Notes 1.This design is based only upon the parameters shorn end Is for an Individual flit CC iL.7747�t VV "{I Truss: P2GIRD and Warnings before conNmalon commenoes. building component Applicability of design parameters and proper 2,2s4 compression web bracing must be installed where shovel 4. Incorporation of component Is the responsibility of the building designer. '0: -7 1 A 2-' -} 3.Additional temporary bracing to Insure stability during construction 2.Desitin assumes the lop and bottom chorda to be laterally braced at �`(y H1°'F Is the responsibility of the erector.Additional permanent bating of T c.c.and at 10 sc.reepectivehy unless braced throughout MeV'length by w;,,R I t-k- continuous sheathing such as plywood sheathing(TC)enend/ordrywe8(BC). DATE: 5/23/2017 Me overall structure is the responsibility or the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S E K3 2 2 9 5 3 9 4.No had should be applied to any component until after ail bracing and 4.Installation of turas is Me responsibility of the respective contractor. 4' fasteners are complete and at no time should any loads greater than B.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design wads be applied to any component. and ere torrdry condition'.or"se. 6.CampuTrue hes no control over end assumes no responsibility for the B nDesign eceaearywmes NO bearing at Cl supports shown.Shim or wedge H EXPIRES: 12/311.!2017 fabrication,handling,shipment and inetafetien of components. 7.Design assumes adequate drainage is provided. May 23,2017 e.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so Meir center TPINITCA in SCSI,copies of which MI be furnished upon request. lines colnvide with Joint center lines. 9.Digits Indicate else of plate In Inches. MiTek USA,Ino./CornpuTrus Software 7.6.8)1L)-E to.For basic connector plate design values see ESR-I311,ERR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-08-00 FROM 26-00-00 TO 37-00-00 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 70 2-12=(-316) 3396 12- 3=( 0) 238 9-17=1-136) 1410 BC: 2x6 RIDE #1SBTR 2- 3=(-9996) 559 12-13=(-31B) 3392 3-13=( -380) 186 WEBS: 2x4 RIDE' STAND LOADING 3- 4=(-9024) 620 13-19=1-238) 3126 13- 4=1 -82) 242 LL = 25 PSF Ground Snow (Pg) 9- 5=(-3850) 676 19-15=1-312) 3638 4-19=( -472) 27B TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-3054) 550 15-16=1-554) 4878 5-19=( -362) 2142 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-4088) 790 16-17=1-778) 5779 19- 6=1-1519) 342 BC UNIF LL( 95.8)+DL( 96.7)= 192.5 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-5129) 910 17-10=(-780) 5790 6-15=1 -232) 1266 OVERHANGS: 12.0" 12.0" 8- 9=(-6318) 1050 15- 7=1 -500) 2898 AUDI: BC CONC LL+DL= 2966.0 LBS @ 25'- 4.5" 9-10=(-7522) 1152 15- 8=(-3550) 760 -',- ( 2 ) complete trusses required. 10-11=( 0) 70 8-16=1 -722) 3866 Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=1-1149) 270 nails staggered: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. XXTHE9" oc in 1 row(s) throughout 2x9 top chords, BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORE BRG REQUIRED BRG AREA 9" oc in 2 row(s) throughout 2x6 bottom chords, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 1 row(s) throughout 2x9 webs. 0'- 0.0" -907/ 3115V -276/ 276H 5.50" 9.98 KDDF ( 625) 37'- 0.0" -857/ 5477V 0/ OH 5.50" 8.76 KDDF ( 625) ALL CONCENTRATED LOADS 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 MUST BE EQUALLY DISTRIBUTED VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 TO EACH PLY OF THE TRUSS. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.094" @ 25'- 6.2" Allowed = 1.809" MAX TL DEFL = -0.221" @ 25'- 6.2" Allowed = 2.906" MAX LL DEFL = -0.001" @ 38'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ 38'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.023" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.062" @ 36'- 6.5" 13-09 9-06 13-09 Design conforms to main windforce-resisting 6-02-02 5-07-02 1-11-12 4-09 4-09 1 11-12 5-07-02 6-02-02 system and components and cladding criteria. r f 1 f f f r Wind: 190 mph, h=29.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 M-3x4 M-5x6 9.00 load duration factor=l.6, 4 6 7 9.00 Truss designed for wind loads M-3x4 M-4x6 in the plane of the truss only. 4 + M-3x4 + +1 M-3x4 3 NIIII, / o ((o 4. o 1, 12 13 1 0•, 16 17 11 1 0 I M-3x5 M-1,5x3 M-3x4 U.25" 0.25 M-1.5x3 M-3x8 I . 0 0 M-7x8(S) 0 PR11 r M-7x8(S)M-16x8 `�G��N�fi`tS/ k l ), l ), �r2966# y , r\ C$,. ° J• y 6-00-06 5-05-06 2-05 9-02-08 2-05 5-05-06 6-00-06 y y �� 1-00 37-00 1-00 89200PE r JOB NAME : RT ENGLISH 6 PLEX - P3GIRD ,1111111P,r Scale: 0.1542 'L, . • �""' ` WARNINGS: GENERAL NOTES, uric..othenulee noted '� OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an Individual Truss: P3GIRD andWamin before balding component.Applicability of ter.and - » �� + .. ga pof cit PP Ih a g Pay oft proper 4° 4 2.204 compression web bracing must be Installed where shown«. Incorporation of component Is the reeponsibday the building designer. f/y ,i 3.Additional temporary bracing to Inure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at V W is the responsibility of the erector.Adtl tonal permanent bracing of 2 a continuous ant a111Y hin.rsuch ee ply wood s braced(TC)a d/r dryeir langur by .,4 R i t.� DATE: 5/2 3/2 017 the overall structure b the responsibility f the balding designer 2Impactsheathing such b plywood aired here e o n 4r dryweA(BC). ���"'III(4 H a 4.I s Imptio bolt truss or lateral bracing required where shown♦no SEQ.: K3 2 Z 9 5 4 0 4.Soloed should be applied to any component until soar all bracing and 4.Installation of antes la the responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorroewa environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes NA beefing et el support shown.Shim or wedge If EXPIRES: CC+•. •1 t]/e) )e]o.4 7. fabrication,handling,shipment and installation of components. necessary.s `/il- flL l3 IF l7 (/ I 7.Platshall ladedon oremageapressea. May 23,2017 B.rola design is furnished popes a the limitations eel forth by B.Plates soon be located on both laces of buss,and paced w male tamer TPINdfCA in BCSI,copies of which will be furnished upon request. linea coincide with Joint center linea. 9.Digits inmate size of plea In Inches. MITek USA Ina/CompuTrus Software 7.6.8(1L)-E 10.For bask connector pate design values see ESR-1311.955-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 3.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -21) 18 8- 9=(-406) 390 H- 2=(-1247) 361 6-11=(0) 273 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2- 3=( -407) 284 9-10=( -97) 630 2- 9=( -297) 1049 WEBS: 2x4 KDDF STAND; 3- 4=( -304) 253 10-11=(-169) 1045 3- 9=( -91) 130 2x9 OF STAND A; LOADING 4- 5=( -675) 307 11- 7=(-167) 1047 9- 9=( -771) 290 2x9 KDDF #1&BTR B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -990) 323 4-10=( -97) 398 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1476) 275 10- 5=) -68) 255 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 10- 6=) -503) 244 BC LATERAL SUPPORT <= 12"OC. UON. LL= 25 POP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ae For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE 0'- 0.0" -176/ 1148V -386/ 212H 5.50" 1.84 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 25'- 3.2" -178/ 1144V 0/ OH 5.50" 1.83 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 0-05-08. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.034" @ 11'- 7.5" Allowed = 1.218" 2-03-04 9-06 13-06 MAX TL DEFL = -0.058" @ 11'- 7.5" Allowed = 1.624" T / 1' f SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-09-12 4-09 4-09 6-06-09 6-11-07MAX HORIZ. LL DEFL = _ 24'- '1 1' 1' 1' 1' 1' MAX HORIZ. TL DEFL = 0.024" @ 24'- 9.8" 12 12 9.00 7 N9.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-5x6 M-3x4 M-5x6 3 4 5 Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Qp a' load duration factor=l.6, M-3X9 End vertical ls) are exposed to wind, 2 Truss designed for wind loads f Yr in the plane of the truss only. M-3x9 1 B ti r, co wr H + M-1.5x39 0.25"10 M-1715x3 M-3x4 7 0 M-3x8 M-5x8(S) y 2-05 y 9-02-08 y 6-10-01 y 6-09-11 y ,eco- tAG. E. n/0 y 25-03-04 y C(d�..... �` 89200PE. t- JOB NAME : RT ENGLISH 6 PLEX - P4 _, "� : Scale: 0.2316 Cfrir �f . ill irr WARNINGS: GENERAL NOTES, unless otherwise noted. !'V'.'1E/'�O / 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is bran individual / OREGON 1,.11W I �{"�,V Truss: P4 and waning•before construction commence.. building component.Applicability of design parameters and proper d.'. ,,g y,y. {1Nt 'A 2.2e4 wmpre Won web bracing must be mstalod where shown+ Incorporation of component is the responsibility of the building designer. Ai ( 14 1J 3.Additional temporary bracing to home sfabelty dudng construction 2 Design assumes the lop and bottom chords to be laterally braced et la the respanstbilly of the erector.Additional permanent bracingI continuous end et ea o c.rsuch se ply anode bracedTC)anthroughout Into length). RR 10- DATE: o Impact sheathing or such l b acing re Nee where send/of tlrywe0(BC). 5/23/2017 the overall structure le the responsibility of the building designer. 3.Di Impact bridging or lateral bracing required corers shown++ SEQ.: K3229541 4.No bed should be applied to any component until after all bracing end 4.Inlalnt.�wmtrusiies the responsibility sibiliydt the o nenceroive ce ontractor.environment, fasteners ere compote and at no time should any loads greater man g design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK s.compir ue has no control over and assumes no remonsibliity or Re 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 necessary. } fabrication,handling, 7.Designnassumes adequate drainage is provided. May 23,217 6.This design is NmiMad subject to the limitations set forth by 8.Plates shall be hated on both faces of Inns,and placed w their center TPWITCA In SCSI,copies of which MI be furnished upon request. lines coincide with Joint anter lines. 9.Digits indicate sista of plate in Inches. MiTek USA,Ino./CampuTrus Software 7.6.8(1L)-E 10.For basic connector plate designvalues see EBR-13f1,ESR-1988(MRM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" [COND. 2: Design checked for net(-711psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 K:OND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND Design conforms to main windforce-resisting LOADING system and components and cladding criteria. . TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=25.eft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor=1.6, M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads vertical members (uon). in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13-09 9-06 13-09 T T 1' 1 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 T T T T 1 1' 4 12 12 g oo M-5x6 M-3x4 M-5x6szQ 4 5 6 9.00 Mk sN. / M-3x6 / M-3x6 N /+ +o 2 / o o1/211 0 _I- P f ever 0 M-1.5x3 °0.25" 0.25"11 M-11.5x3 0 M-4x6 M-5x8(S) M-5x8(S) „-4x6 0 PROs. 7-00-11 6-10-01 9-02-08 6-10-01 `i 1-00 37-00 ct. 89200PE r JOB NAME : RT ENGLISH 6 PLEX — P5FW Scale: 0.2323In Cr. WARNINGS: GENERAL NOTES, unless°thermesenoted, 'yam OREGON 1.Bulkier end erection contractor should be advised oral'General Notes 1.This design Is based only upon me parameters shown end Is for an Individual OREGON #_ Truss: P5 FW and Warning.before con.wcgon commence., building component.Applicability of design parameters and proper 9 Va 2.2x4 compression web bradng must be Instalbd where shown+. Incorporation of component h the responsibility of the building ieslgner. rj'^v t 1 A 2. �" 3.Additional temporary bracing to Insure cobillly during conetrucibn 2.Design assumes the top end bottom chords to be laterally braced at V 1'Y w Is the responsibility of the erector.Additional permanent bracing of continuous o c end at 1O ova rsuch as ply woods bracetl ihrewgh d/their bngm by tw,�R 1�y �j DATE: 5/2 3/2 017 the overall.bucture k the responsibility of the ballding desiner. cImpactsheathing such as acing required e vhsheathing(TC)whresone and/or sryweN(BC). """777(` y _ 9 3.In Impact bogus or later.'bracing ity of the where shown co++ SEQ.: K3229542 4.Nobadshould eapienlaanycomponentunyageralleracinhentl 4.Design umestrIsthe areteeoftherespectivecoeviror. fasteners are complete and at no time should any loads greater then 5.Design.s.wm.s trusses are to be cove.In.noncorrosive environment, bads beapplied an and are for"dry condition"of 1.18.1.TRANS ID: LINK design peywmpanent. 8.Design assumes flbeadngatail supports ehow,Shim orwedge if EXPIRES: 12/31/2017 s.Compurrua has no control over and assumes no responsibility forme necessary fabrication,handling.shipment end installation of components.. 7.Design assumes adequate drainage is provided. May 23,2017 6.This design is furnished subject to the limitatlund set forth by B.Plates shall be located on both faces of trues,and placed so their center TPIIWICA In BCSI,copies of which w91 be furnished upon request. lines coincide with Jaid center lines. 9.Digits Indicate size of plate In Inches. MiTek USA IncRompulrus Software 7.6.8(1L)-E 10.For basic connector plate deelgn values see ESF6.1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 2.0" MOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing.I TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 'COND. 3: 150.00 PLF SEISMIC LOAD. I BC: 2x9 RODE #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND NOTE:Design assumes moisture content does LOADING not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. MN. DL ON BOTTOM CHORD = 10.0 PSF Design conforms to main windforce—resisting TOTAL LOAD = 95.0 PSF system and components and cladding criteria. M-1.5x4 or equal at non—structural LL = 25 PSF Ground Snow (Pg) Wind: 140 mph, h=20.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, vertical members (uon). (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL load duration factor=1.6, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Truss designed for wind loads in the plane of the truss only. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 4-01 4-01 1 T T 9-09 4-09 T T T 12 612 IM-9x9 9.00 7 9.00 34.0" TRUSS DESIGNED ASA PIGGYBACK.STRUCTURAL TRUSS IS BELOW. 2X4 STRIPPING REQUIRED AT 24"OC WHERE CONTINUOUS BEARING IS SHOWN.SEE INDUSTRY STANDARD DRAG PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. 7 [ All,, IIIAAL 0 6 0 M-3x4 M-1.5x3 M-3x4 y 1 ), 9-09 4-09 ly yy �Q�� PRQp S' 0-02-03 8-02 0-02-03 �,co NGyN fig s/0 •9200PE r JOB NAME : RT ENGLISH 6 PLEX P5FWCAP • 101 tr Scale: 0.4986 OREGON fir'. WARNINGS: GENERAL NOTES, unless othervdss noted �/ , I OREG4 ON t* A, 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an individual ‹DYf \N A. Truss: P5FWCAP sod Warnings before construction commences. building component.Applicability of design parameters and proper 'sw 2.2x4 compression web bracing mast be 1,51 l ed where shown r incorporation of component is the responsibility of the building designer. 4,�j 3.Additional temporary bracing to Insure stability during construction �.Design assumes the top set bottom chards to be througlateraIhout braced al ^/,w FIR:.S I la me responsibility 51 Be erector.Additional permanent bracing of 2 continuous and at f 0'o.c.respectively unless braced through ut their length by 1• DATE: 5/23/2017 me overall structure h the responsibility of the building designer. 2rImpact sheathing or such es aciplyng reod airedshaatiters s ureandror drywell(BC). Won 3.2s Impact bridging or lateral bracing required where shown.. a S E K 3 2 2 9 5 4 3 4.No bed should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility or the respective contractor. 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, EXPIRES: 12/31/2017 design loads be applied to any component and are for"dry condition"of use. TRANS ID: LINK 5.Campaaniahas nocontrol over and assumes norespnnslbgllyfor the fi.WegssneaeumasfuNbearingeleNwpporteahown.Shlmorwedgelf May 23,2017 fabrication,handling.shipment and installation o/components. ry 7.Plates hall assumes adequate drainage is press,an B.This design Is furnished coped to the limitations set forth by B.Plates shall be located on both hose of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with hied center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.8-SP2(1L)-E 1o.For basic connector plata design values see ESR-1311,ESR4e8B)MlTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF hl6BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 RODE (1&BTR SPACED 29.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 RODE STAND Design conforms to main indforce-resisting LOADING system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. U011. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=26.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 14-1.509 or equal at non-structural LL = 25 PSF Ground Snow (Pg) End verticals) are exposed to wind, vertical members (uon). Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Nota:Txuss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall fox entire span UON. 13-09 9-06 13-09 T T T 1' 7-00-04 6-08-12 4-09 4-09 6-08-12 7-00-04 4 4 T 4 4 T 4 12 12 9.00 M-5x6 M-3x4 M-5x6 4 5 6 Q9.00 • M-3x6 AM-3x6 3 // \\ '''.. F +F + / \ + 4," 1 4. M-4x8 M-7x8 2 • 0 1 + // \\ + -I. o / \ I c 0 1 0 CV iii - r1 N 9 M-3x8 110. 25" 0.25012 M 3x8 '1144 p -� M-5x6 L M-5x8(S) M-5x8(S) L i PR OPk-s ----4. ,� 6-08-12 7-02 9-02-08 7-02 6-08-1 it 011 Es... a/ 1-00 37-00 Air89200 E - �r- JOB NAME : RT ENGLISH 6 PLEX - P5FWRH Scale: 0.2163 01111111111.1• WARNINGS: GENERAL NOTES, unless others'''.noted 9 OREGON J. 1.Builder and erection contractor should be advised old General Notes 1.This design is based only upon the parameters shown and Is for an Individual }_ l.J•fl 1.V I _ A.='4,f Truss: P5 FWRH and Warnings before construction commence., building component Applicability of design parameters and proper 4. + ��'5\ 2.2x4 compression web bracing must be installed where shown+. Desi incorporation ofthetocomponent Is the res chords I ly Drina bulteing daalgner. ) ' y 1 4 3.Addesnei temporary bracing to insane stability during construction E Design assumes the top end bottom ctrords to be laterally braced at t! (/�..� ,t Is the responsibility of the erector.Additional permanent bracing of 7 continuous end et l P sheo.cathing reuch as ply unless brsheaced n(TC)and/or rheic length). ^'.R R l s^� conmpact.hggior latera l b plywood re aired here s own+dryweA(BC) DATE: 5/23/2017 the overall structure Is the rosponsibpgy of the building designer. 3.2x Impact bridging or lateral bredng required Where shown++ SEQ.: K 3 2 2 9 5 4 4 4.No mad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any road'greater than 5.Design assumes trusses are to be used Ins non-corrosive environment. TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes tat bearing at an supports shown.Shim or wedge H EXPIRES: V f]'f3 Cts... 12/31/2017 31/A01'7 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. May 23 2017 RC47 FL 7-L !I 9.This design Is furnished subject to the limitations set forth by B.Plates shall be boated on both faces of truss,and placed so their center TPIIWICA in SCSI,copies of which wgl be furnished upon request. tins coincide with Ion center tins. 9es. MiTek USA,Inc,/Com uTrus Software 7.6.61L E e For Digitsindicateerer plateteInign values P ( )- 7.Darbesiccate sin plate designncheluee see ESR-7377.ESR-19193(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2-10=(-270) 1803 10- 3=( 0) 279 BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. 2- 3=(-2317) 402 10-11=(-271) 1802 3-11=(-513) 239 WEBS: 2x9 KDDF STAND 3- 9=(-1821) 939 11-12=(-235) 1948 4-11=(-136) 706 LOADING 4- 5=(-1326) 418 12-13=(-271) 1711 11- 5=(-262) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1326) 918 13- 8=(-270) 1712 5-12=(-261) 112 BC LATERAL SUPPORT <= 12"OC. 00N. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1821) 439 12- 6=(-136) 706 TOTAL LOAD = 45.0 PSF 7- 8=(-2317) 402 12- 7=(-519) 239 OVERHANGS: 12.0" 12.0" 8- 9=( O) 71 7-13=( 0) 279 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -259/ 1785V -279/ 279H 5.50" 2.86 KDDF ( 625) 37'- 0.0" -259/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) 'COND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.085" @ 18'- 6.0" Allowed = 1.804" MAX TL DEFL = -0.142" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = -0.002" @ 38'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 38'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.095" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 36'- 6.5" 13-09 9-06 13-09 4 f T 4 Design conforms to main windforce-resisting 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 / system and components and cladding criteria. / Wind: 190 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 M-5x6 M-3x4 M-5x6 N9.00 load duration tactor=1.6, 9 5 6Truss designed for wind loads n the plane of the truss only. ,00,00/#00 M-3x9 M-3x9 3 I: 11111111111111111N- Z+ 0 0 N 1 to Ll 'f 1- 12 13 i I o I M-3x5 M-1.5x3 0.25" 0.25" M-1.5x3 M-3x5 oro PRQ� M-5x8(S) M-5x8(S) L PRO4., 61 1 1 1 y 1 y \Cj� NGINEE . /� 1-00 7-00-11 6-10-01 937008 6-10-01 7-00-11 1-00 " �y/'� - fi~ •9200PE t' JOB NAME : RT ENGLISH 6 PLEX - P6 Scale: 0.1792 1 .li f WARNINGS: GENERAL NOTES, unless otherwise noted, OREGON it, Truss: 1.Balder and erection contractor ehould be advised or all General Notes 1.This design Is based only upon the parameters shown and Is for an individual !!l1 GC 11..77"��..,,JJ W Truss: P 6 and Warnings before construction commence. building component.Applicability of design parameters and proper A 2.204 compression web bracing must be Installed where.how"" Incorporatron Cl component la the responsibility of the building designer. ,/'t 4)'. . �I ' °F "'�tA � 3.Additional temporary bracing to haute stability during conatructlon 2.Design assumes the top and bottom chorda to be Nlare9y braced el Irl N' ��1a Is the responsibility of the erector.Additional permanent bracing of 2 nt:and et 70'hin respectively es ply cents s braced Throughout their dry length by ii F110- DATE: v 5/23/2017 the overall structure la the reeponabIlly of the bNkmg designer. 3.a Im a ct bridging or such l b plywood aired oche r e armor dryvnfl(BC). Pa bridging or lateral bracing required where ahawn«a SEQ.: K3 2 2 9 5 4 5 4.No toed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no the should any bads Beater then 5.Design assumes trusses are to be uead In a non.carroete environment, design hada be applied to any component. end are for"dry condition.of use. TRANS I D: LINK S.CompuTma has ro control over and assumes no responsibility or the 6.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of componenle. 7.Design assumes adequate drainage Is provided. May 23,2017 6.This design la to m furnished gablede Ilmilatlons set forth by 6.Plates shall be located on both races of truss,and placed so their center TPW4TCA In SCSI,copies or which Mil be rumlehed upon request. lines coincide with joint center lines. 9.Diggs Indicate Mrs of plate in Inches. MiTek USA Inc./CompuTrus Software 7.6.8(1L(-E 10.For beets connector plate design values eee ESR-1311,ESR-1989(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 2.0" h5ND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 ROOF #16BTR SPACED 29.0" O.C. NOTE:Desi gn assumes moisture content does WEBS: 2x4 KDDF STAND not exceed 19% at time of manufacture. LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 PSF Wind: 190 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed fur wind loads REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 4-01 4-01 T T T 4-09 4-09 T 1' T 12 12 I)M-4x4 9.007 9.00 34.0" TRUSS DESIGNED AS A PIGGYBACK.STRUCTURAL TRUSS IS BELOW. X4 STRIPPING REQUIRED AT 2 "OC WHERE CONTINUOUS BEARING IS HOWN.SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. o o _ 0 .o 0 6 0 M-3x4 M-1.5x3 M-3x4 1 y y 4-09 9-09 G 0-02-03 8-02 0-02-1, —2-03 �C;\ tkGI '�s/ 89200 P E r° JOB NAME : RT ENGLISH 6 PLEX — PCAP „��,...����� /�.,. Scale: 0.4986 44. 7 OREGON tt, WARNINGS: GENERAL NOTES unless otherwise noted OREGON #_ 1.Builder end erection contractor should be advised of all General Notes I.This design is based only upon the parameters idiom and is for en Individual a' `y_ AA ry 11's Truss: PCAP and Warnings before construction commences. - building componentApplicability of design parameters and proper Q �” at. 4© C� 2.234 compreeNon web bracing must be installed where shown+. incorporation of component lathe reeponelbllAy alma Wilding designer. y7`- 3.Additional temporary bracing to Insure stability dunng construction 2.Design assumes the top and bottom chorda to be laterally braced et 'rV t':'1 R 10- 'ill?' Is the respowldNty Orme erector.gtltlolanal permanent bracing of 2'cc.and at 10'a.c.rss sly unless sheathing(TG) throughout their length by ('�A-1 DATE: 5/23/2017 the overall structure Is the responsibility of the building designer. continuous sheathing such l b acing re uir elminere s ownand/ar drywaA(BC). 3.In Impact of truss is lateral bracing required the r spec shown co t+ SEQ.: K3229546 4.Nolendshould be splentoanycomponentuntil yloadegleaacinhantl 9.Design uresrIslesresponsibilityInofIha on.aorveaeenaion fasteners are complete and at no time ant. any loads greater than 6.a n er assumes trusses are b be used m a non�orrowe environment, EXPIRES:. 12/31/2017 TRANS I D: LINK design loads be applied to any component, and Design for assumes condition"bearing at a. 5.CompuTrus has no control over and assumes no responsibility for the 6.Oealgn assumes lap bearing at all supports shown.Shim or wedge If May 23,2017 gw, fabrication,handling,shipment end installation of components. 7.Dates hallassb es ated ne dboth is truss, 6.This design k furnished subject to the limitations set forth by 8.Plates shall be located on both taws of(rues,entl placed as their center TP9WI'CA In SCSI,copies or Mich will be famished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software H7.6.6SP21L E 9.Paralndlwnaotsnte sin atsdninches.values P ( 1.DortsncconvectorI platedesignnvalues sea ESR-1317,ESR-7966(MITek) 1 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. 9 1 rY raMDimensions are in ft-in-sixteenths. 114k Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0-/1g' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I ., bracingshouldbeconsidered.■_ ? 3. Never exceed the design loading shown and never O 61 ! stackmaterialsoninadequatelybracedtrusses,4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 8 cs-r C5-6 i- designer,erection supervisor,property owner and plates 0- 'lid'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. connectorlates. THE LEFT. p 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that / Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing Indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 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. h Mll AIP reaction section indicates joint limmENMElmall number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only.I.7.---4 0 NUse of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 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 isnot sufficient. 9 Bracing. a BCSI: Building Component Safety Information, ■ 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ■■Tek ANSI TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013