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Plans (142) Job Truss Truss Type Qty Ply POLYGON R50657395 PL17-183_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 15:23:07 2017 Page 1 I D:5eV?tdjYi l z0X2xys i F D V pzsm U 0{n 3qz I U s Qa9N C EA6 E VZI uU vzyZ4 P sw_AU B n7 W hzD F H I 1-9-12 I 2-6-0 Scale=1:17.7 1.5x3 II 3x4 = 1.5s3 II 3x4= 1.5x3 II 1 2 3 4 5 0 m 8� 7 — / \ 3x5 — 3x4= 3x4 = 0 9-8-4 I 0-:111 9-6-12 LOADING (psi) 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 Incr 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) PROF mac.. Aco NG t NEER sio2v 87022P c- 4 CV �. 37...e,A), OR GON r19 O b 'M 1 BER � ' �S A. HERP EXPIRES:06/30/2017 May 24,2017 L J ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/0312015 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 front 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 R50657396 PL17-183_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 15:23:08 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-EGNMVgs2KSV3sKhR3GG717W7CUj WeIPJjrWh27zDFHH 1 0-9-4 1 2-6-0 Scale=1:23.4 1.5x3 II 4x8 = 1.5x3 H 3x4= 1.5x3 II 3x5 = 1.5x3 II 1 of 2 3 4 5 6 7 411414111111111111141111111111114111411144111106, -*0101°°°°°°°°°°°°°°°°°°°°fr 411414114141141141144114111%1111111*. L 2 os s s� a e s -� 11 10 9 8 4x4 = 4x8= 3x6= 3x5= 01118 13-9-4 I 0-1-8 13-7-12 Plate Offsets(X,Y)— 111:Edcie,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft LAI 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 IBC2012/TPI2007 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.t&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. ��Ep PROFfiS �.\N .NG NEERs/o2v `-c' 87022P r- 4 cv e SAT OREGON ti�Qtv 'AO AMBER O\ On A. H ERCP` EXPIRES:06/30/2017 May 24,2017 e I r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with Mrrek®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 Mile k Aif is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH Quality Criteria,DSB-89 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 R50657397 PL17-183_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 15:23:08 2017 Page 1 I D:5eV?tdjYi IzOX2xys iFDVpzsm U O-EGNMVgs2KSV3sKh R3GG717 W 78UjxeJ IJjrW h27zDFH H I 2-1-4 2-6-0 Scale=1:25.6 1.5x3 II 4x6 = 1.5x3 II 3x4 = 1.5x3 II 3x8= 1.5x3 II 1 2? 3 4 5 6 7 a Z/\ 00 77 -'41°°°°°gilli°111°°°°°°°llr- '4111111111111114111114111111111414144111141111116.-' II 10 9 31 3x5 = 4x8= 3x8 = 3x5 = 01 118 15-1-4 I 0-1-8 14-11-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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.18Btr(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=-1418/0,4-5=-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. • ��EO P R OFFS ,� �NGIN�E9 s/�� cc 87022PE r • N tN N - �-o,,, OREGON cp O<tr 'AO AMBER \' OSA HECA EXPIRES:06/30/2017 May 24,2017 e e ®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 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 ANSUTPII 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 R50657398 PL17-183_UPPER F04 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:09 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-iSxkjAtg5mewTUGdc nMaK3l_u4xNINSyVGEbZzDFHG 2-6-0 Scale=1:22.6 5x8= 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 a C o / e - 0 0 - eke e 11 10 9 8 5x5= 4x8= 3x6 = 3x4 = 01118 13-4-0 0-1-8 13-2-8 Plate Offsets(X,Y)— 111:Edae,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud 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 Incr 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=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=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 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��ySEO P R Ores �,_N �NG�N�F9 /02 �- 87022P 9r 7 vAj, OREGON rim �N �O FMBER .\\ O �S A. HER�P EXPIRES: 06/30/2017 May 24,2017 A $ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with 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 11A cf building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing {41Tlirk' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 1Yi R Al fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,D5B-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 R50657399 PL17-183_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 15:23:09 2017 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsmUO-iSxkjAtg5mewTUGdc nMaK3DPu1wNjOSyVGEbZzDFHG 1-10-4 I 2-6-0 Scale=1:25.1 3x4 II 4x10 = 1.5x3 II 3x4= 1.5x3 II 4x10 = 3x4 II 1 12 2 13 3 14 4 15 16 5 17 6 18 19 7 e • 0 e a e e 10 9 4x8 = 4x10= 4x8= 4x8 = • I 15-1-4 I 15-1-4 Plate Offsets(X,Y)— 11:Edne,0-1-81.f8:Edge,0-1-81.f11:Edste,0-1-81 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(TL) -0.15 9-10 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.52 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=1049/0-5-8,8=1092/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2144/0,3-4=-2144/0,4-5=-2274/0,5-6=-2274/0 BOT CHORD 10-11=0/1265,9-10=0/2471,8-9=0/1569 WEBS 6-8=-1819/0,6-9=0/823,5-9=-278/0,4-10=-382/0,3-10=-307/0,2-10=0/1027,2-11=-1603/0 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 13-2-8,152 lb down at 2-3-0,117 lb down at 1-5-7,112 lb down at 3-0-10,112 lb down at 4-7-13,112 lb down at 6-3-0,112 lb down at 7-10-3, 112 lb down at 9-5-6,112 lb down at 11-0-9,and 112 lb down at 12-7-12,and 118 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 G �1 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 '<°\1/4 06) P R OFFS Uniform Loads(plf) '` s Vert:B 11=-5,1-7=-50 �� ,NC"�NEF,9 �p� Concentrated Loads(Ib) yy Vert:6=-112(F)3=-112(F)2=-152(F)12=-117(F)13=-112(F)14=-112(F)15=-112(F)16=-112(F)17=-112(F)18=-152(F) 4 87022 P E <" 19=-118(F) cv N''0jOREGON ti`' W .sMOO &ER � O SA. H -2' EXPIRES: 06/30/2017 May 24,2017 e t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Mil Design valid for use only with Mrrek®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 R50657400 PL17-183_UPPER F06 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 2415:23:10 2017 Page 1 I D:5eV?tdjYiIz0X2xysiFDVpzsm UO-Ae V6wWu I s4m n5erpAh l b6YbTTl Qt6EOcA9?o7OzD FH F 1-10-4 I 2-6-0 Scale=1:25.1 3x4 II 3x5 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 1 2 3 4 5 6 7 0 o a 0 'V-4411111111111111111111111111111111414141411141111111114" -1110 -4111111111111411111111111111111111111111114111111114411114111t 10°°°°°°°°°°°°°°°°-411411111111114414111111411111111111411111111111411‘ — e o o e .• 10 9 3x6 = 3x6 = 3x6= 3x6 = I 15-1-4 15-1-4 Plate Offsets(X,Y)— f1:Edoe,0-1-81 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (roc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 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=408/0-5-8,8=408/0-5-8 Max Uplift 11=-122(LC 6),8=-122(LC 7) Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-262/262,2-3=-957/163,3-4=-957/164,4-5=-1006/150,5-6=-1006/150, 6-7=-348/348 BOT CHORD 10-11=-251/634,9-10=-144/1068,8-9=-229/734 WEBS 6-8=-858/275,6-9=-304/615,4-9=-411/388,4-10=-432/373,2-10=-293/674, 2-11=-730/221 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)except(jt=1b) 11=122,8=122. 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. R�a PR QFr Strongbacks to be attached to walls at their outer ends or restrained by other means. �\�<C, �G�N •�CCR sip • .� `x�• 87022PE 9r" or N y �'°j, OREGON rid11./ "53O MBER \\ �Q �s A. HeCk EXPIRES: 06/30/2017 May 24,2017 e 1 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. . 11111 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 buss 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 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPM 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 Coms Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657401 PL17-183_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 15:23:11 2017 Page 1 I D:5eV?tdjYi Iz0X2xysiFDVpzsm U O-er3U8svxdNudjnOOkOpgfl8daioBrl?IP PILfSzDFHE I 0-11-4 2-6-0 I 1 1.5x3 II 2 3x4 = 31.5x3 II Scale=1:11.1 II Ill 1111 1,161111111116,rAillil IIIVAI MN AIIII 5 A 3x4= 3x4 = T¢¢1 3-8-4 I 1 3-6-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 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. eco� AGN MRS`S/o acs 2v �- 87022P = OV y �-.0), OREGON tis O<L �O FM8ER 1'� �S A. HE?' • EXPIRES:06/30/2017 May 24,2017 me ®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 N{Niek" 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/TPt1 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 R50657402 PL17-183_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 15:23:11 2017 Page 1 I D:5eV?tdjYilzoX2xysiFDVpzsm UO-er3U8svxdNudjnQOkOpgfl8c2ipMrlsIPpl LfSzD FH E 2-6-0 0-11-12 I I 0-6-12 4x4 _ 1 1.5x3 II 2 3x4= 3 3x4 II 4 Scale=1:11.1 • o eb 9 a — 7 51.5x3 II 3x4 = 3-7-4 3r8-1t 4-6-8 3-7-4 61- 0-8-4 0-1-8 Plate Offsets(X,Y)— 14:0-1-8,Ednel LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 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/TP12007 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 R P R Uniform Loads(pIf) �� QF Concentrated LoadVert: s 80(lb) ,.NG I NFI • 9 0 Vert:4=-125(F) �C? ?/ 87022PE (1;7666-1-1/:v yfi'6j, OR ' O AMBER \ \-\4 1/43 A. HE?' EXPIRES:06/3012017 May 24,2017 6 � mi ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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 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 IQkA 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 ANSUTPII 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 R50657403 PL17-183_UPPER F09 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:12 2017 Page 1 I D:5eV?tdjYilzOX2xysiFDVpzsm UO-71 dsLCwZOhOUKx?C I6L3Bygnt58saC 1 veTU uBuzDFHD 2-6-0 0-5-12 I 0-6-12 4.41= 1 1.5x3 II 2 454 = 3 3x4 II q Scale=1:11.1 1.5x3 II 7 5 3x4= 416 3-1-4 312-1Q I 4-0-8 3-1-4 1 0-8-4 0-1-8 Plate Offsets(X,Y)— 14:0-1-8,Edael LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d 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 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=102/Mechanical,6=368/0-6-0 Max Gray 7w129(LC 3),6=368(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 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(plf) a, P R OFFtS' Vert:5-7=- 1-4=-80 GINE / Concentrated Loadss(Ib) �� N F Q Vert:4=-125(F) , /9 44- 87022PE (p yA- TOREG N tic:› ZY 'Pb ccMBER A. H - 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 M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI TPI1 Quality Criteria,OSB-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 R50657404 PL17-183_UPPER F10 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:12 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-71 dsLCwZOhOUKx?CI6L3Bygo158kaC7veTUuBuzDFHD I 0-5-4 I 2-6-0 1 1.5x3 11 2 4x4= 3 1.5x3 I Scale=1:11.2 ao 1 5 4x4 = 3x4 = ¢1-$ 3-2-4 I 3-0-12 Plate Offsets(X,Y)— (5:Edge,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft 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 Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 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. ED P R QFess w;;S eAGI NEF9 87022PE �r ytc%-oj, OREGON ff3, 4./� EMBER `.1 A, HEY` EXPIRES:06/30/2017 May 24,2017 a r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM-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 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 �Y!■NtTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 14 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 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 R50657405 PL17-183_UPPER F11 Floor 22 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:13 2017 Page 1 I D:5eV?tdjYi I z0X2xys i FD V pzsm U O-bD B FYXwB9?8Ly5a Orps I kADzu VQ B J aP2t7E S kIczD F H C 1 1-11-4 1 2-6-0 1 Scale=1:25.4 1.5x3 II 4x6= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 I I 12 3 4 5 6 7 _ 0 e5 Ill/ 10 9. 8Lry 3x5 = 4x8 = 3x8= 3x5 = 0.1118 14-11-4 1 0-1-8 14-9-12 LOADING (pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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 Incr YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/fP12007 Matrix-R Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wo9d sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 OF 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. �c� 0 PROFFS `4,\c, tiNG�NEF9 s/o29 87022PE f (f) "Mwil cv - �- OREGON 41c3' itiN "Pon sMBEs .\ O s A, HE'k EXPIRES: 06/30/2017 May 24,2017 t t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. imut 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 bucklingof individual truss web and/or chord members only.Additional temporary and permanent bracing IVFTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the IY1 1 R 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. - gCSuitesH109 eights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657406 PL17-183_UPPER F12 Floor 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:13 2017 Pagel ID:5eV?tdjYilz0X2xysiFDVpzsmUO-bDBFYXwB9?8Ly5aOrpsIkADz1 VSrJbX2t7ESkKzDFHC 1 0-10-0 1 1 2-6r0 I Scale=1:19.2 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 11 1 4x4= 2 3 4 5 6 0 A - e - o O � � e e 1K 9 8 7 4x5= 3x5 = 1.5x3 II 3x4 = 1 11-4-0 1 11-4-0 Plate Offsets(X,Y)— 11:Edoe,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 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/TPI2007 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. cW3 P R OFe '\'\<- Gs D s/ • c;wtcN9 0 2� '87022PE c ..;7(j)11)0i, OREGON ti3 <) P0ccMBER \1 \, OS A. HEY' EXPIRES: 06/30/2017 May 24,2017 a it ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ,Y 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 (V�■I1'Tek' 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 ANSI/7P11 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 R50657407 PL17-183_UPPER F13 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 15:23:14 2017 Page 1 I D:5eV?tdjYi Iz0X2xysiFDVpzsm UO-3QldmtxpwIGCaF8aPXNXH Nm8_vjs2vZB5nz?GnzDFH B I 1-2-12 1-10-0 1-8-8 Scale=1:24.8 3x4 II 8x12 = 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x8 = 3x4 II 1 2 3 4 5 6 7 8 9 • • a • ---/ NI' a • a 0 ab e NNNNN e e a 13 e 12 11 5x8 = 6x16= 3x5 = 4x10 = 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)-- f1:Edge,0-1-81.f10:Edoe,0-1-81,114:Edoe,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 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 lncr NO WB 0.89 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:80 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) 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(pIf) Vert:10-14=-8,1-9=-80 � EJ P R apes Concentrated Loads(lb) �'` GINE s1 Vert:3=-825(F) �,� �N E9 Q29f 87022PE 1��Aj ‘OREGON��oe O;(rPv O ,14 BER 1 C"' OS A. HO; EXPIRES:06/30/2017 May 24,2017 t t ®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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �y 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 ANSUTPIl 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 R50657408 PL17-183_UPPER F14 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 15:23:15 2017 Page 1 I D:5eV?tdjYilz0X2xysi FDVpzsm UO-XcJ?zDyRhc03CPj nzEum pb I GXJ5TnSuLKRjZoDzDFHA I 18-4 I 2-6-0 Scale=1:24.8 3x4 II 4x8 = 1.5x3 II 3x4 = 1.5x3 II 4x8= 3x4 II 1 12 2 13 • 14 3 15 4 16 5 17 6 18 7 o • • a _ e 0 e5 e. o- ♦ 10 • 9 4x6 = 4x10= 4x8= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(XX)— [1:Edoe,0-1-81,f8:Edae,0-1-81 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0.12 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 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. (Ib/size) 11=873/0-5-8,8=833/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1758/0,3-4=-1758/0,4-5=-1867/0,5-6=-1867/0 BOT CHORD 10-11=0/921,9-10=0/2041,8-9=0/1245 WEBS 6-8=-1444/0,6-9=0/726,4-10=-331/0,3-10=-308/0,2-10=0/977,2-11=-1209/0 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 13-3-0,100 lb down at 0-8-9,95 lb down at 2-3-12,89 lb down at 5-6-2,89 lb down at 7-1-5,89 lb down at 8-8-8,and 89 lb down at 10-3-11,and 89 Ib 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 //11 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��} P R IJF� Uniform Loads(plf) '`�' tss Vert:6-„=5,1-7=-50 wr\, �l`1G�NEF9 /�2 Concentrated Loads(Ib) 9 Vert 6.-89(B)4=-89(B)12=-100(B)13=-95(B)14=-129(F)15=-89(B)16=-89(B)17=-89(B)18=-129(F) 870 2PE ('" y "0 OREGON rte O �O `c'I&ER 11 '\' �S A. HE-CP EXPIRES:06/30/2017 May 24,2017 e ®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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �tl 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- R50657409 PL17-183_UPPER F15 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:15 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-XcJ?zDyRhcO3CPjnzEumpblJXJ8onX1 LKRjZoDzDFHA 1 1-5-12 1 2-6-0 1 Scale=1:17.1 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 5 • B> 3x5 = 3x4= 3x4 = 9-4-4 I __-_- - - -_0-1 9-2-12 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) -0.01 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 Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/rP12007 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(lb)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 46=-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\1/4 v6., PROFFS, <c,co N�INEF� (%) 87022PE r �y �Aj, OREG N tis kr 9O 'ill BER .\N \4,0 EXPIRES:06/30/2017 May 24,2017 4 / ®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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ly 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 Mi IT ek" 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 9 Citrus H10eiohts.CA 95610 Symbols Numbering SystemGeneral 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 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury MirDimensions are in ft-in-sixteenths. 14 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 U-/1g4 wide truss spacing,individual lateral braces themselves C!00 may require bracing,or alternative Tor I _ (Y . pbracing should be considered. O0■_� UO n= 3. s Never exceed the designnaeuatloaelyg shown and never D U stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7.s cs-7 cs-s H designer,erection supervisor,property owner and plates 0 1/4'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. 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 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 ANSUTPI 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. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior *I (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. HMO reaction section indicates joint II IIII IIII ill number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. nilNino18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: WI ANSIlTPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone , MDSB-89: Design Standard for Bracing. rre is not sufficient. ke BCSI: Building Component Safety Information, 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 MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: ERT AREA 3 LOTS 5-8 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: K3237335 thru K3237382 My license renewal date for the state of Oregon is December 31,2017. 3,03 PR°FF GINE 0 89200PE OREGON# �trf r0'1)1 R i 2-°Q' OFFICECOPY May 24,2017 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" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. TC: 2x9 KDDF ffl&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 41&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. Soil. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=15ft, TCDL=6.O,BCDL=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=1.6, 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 oncontinuous 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 / 12 1 f 1 12 IIM-4x4 12.00 7 3 12.00 11 11 11116 2 .Ilihhh. 9 ill 0 M-3x4 M-3x4 y 1-00 y 10-00 ; 1-00 y 5<c NE • `o '` ` 89200PE r JOB NAME : RT REVISED ENGLISH 4 PLEX - Al Scale: 0.4312 4101P„,41011!„:0r* -- CC WARNINGS: GENERAL NOTES, unless otherwise noted 111 OREGON /v 7 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual �� y/V ff71 GG 4a WW w ^'(/ Truss: Al and Warnings before construction commences. building component Applicability of design parameters and proper I Nt+` ' 2.D4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. e ) "7 1 4 �,! 3 Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chorda to be latently braced at �✓ 1 *(e)1. Is the responsibility of the erector.AdtlBbnal permanent bracing of 2 o,c.and at 10 o,c respectively unless braced throughout Meir length bye a R 10*. DATE: 5/24/2017 the overall structure Is the re doll continuoussheathingor suchasplywg required whd sheathing(TC)ere dryweA(BC). L+ span sty or the building designer. � 3,Dllmpad bridging or lateral bracing requlretl where Maven++ S E K 3 2 3 7 3 3 5 4.Na bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q' fasteners aro compete and at no time should any loads greater than 5.Design assumes trusses are to be used inc nontorrodve environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.Compuirua has no control over and saaumes no responsibility for the 6.Design anecessassumes full bearing at all supports shown.Shim or wedge If EVI]IRES. 12131/2017 2131/2 0 1 7. fabrication.handling,shipment and instillation of components, 2.Design assumes adequate drainage is provided. May 24,2017-I EXPIRES: GLi7l C: 3/ 6.Tin design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of toss,and placed so their center TPIM/TCA in SCSI,copies of which will be furnished upon request. lines colndde with joint center lines. S.Diggs indicate size of plate in Inches, MITek USA,Ino/CompuTrus Software 7.6.8)1L)-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 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 DF #165TR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-1245) 1552 3- 9=( -919) 342 2x9 KDDF N16RTR 71, T2 SPACED 29.0" O.C. 2- 3=(-1275) 628 7- 8=( 0) 0 8- 9=( 0) 65 BC: 2x9 KDDF N160TR 3- 4=( -896) 349 8-10=( -7) 10 9- 9=( -226) 568 WEBS: 2x9 KDDF STAND LOADING 4- 5=( -867) 297 10- 6=(-1028) 1392 9-10=)-1059) 1431 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSE' 5- 6=(-1332) 614 9- 5=) -627) 489 TC LATERAL SUPPORT <= 12"OC. HON. DL ON BOTTOM CHORD = 10.0 POP 10- 5=( -309) 371 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LL = 25 PGF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -390/ 1109V -2000/ 20006 5.50" 1.77 KDDF ( 625) M-1.5x4 o equal at n -structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -390/ 1107V -2000/ 2000H 5.50" 1.77 KDDF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICQND• 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I specs. pp 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 = -0.020" @ 7'- 11.1" Allowed = 0.808" T -- '1 -- -- - - j' MAX BC PANEL TL DEFL = -0.068" @ 4'- 2.3" Allowed = 0.479" 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 M-4x6 12 MAX HORIZ. TL DEFL = -0.030" @ 0'- 5.5" 12.00 7Cci 02.00 4.0" ICOND. 3: 2000.00 LBS SEISMIC LOAD. M-3x5 t7(M-3x5 Design conforms to main windforce-resisting *MINIIIIII and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x 9 \\. 9 (All Heights), Enclosed, Cat.2, Exp.O, [dWFRS(Di r), load duration factor=1.6, M-3X Truss designed for wind loads M-1.5x3 M-3x5 in the plane of the truss only. M-3x4 Truss designed for 4x2 outlookers. 2x4 let-ins M-3x5 3�+fof the same size and grade as structural top illt\ fIll chord. Insure tight fit at eacahee lid of feet-in. Outlookexs must It cut with c r and a permissible at inlet board areas only. M-1.5x4 ... I lk ru o M-3x5&sdi iiilliL of 1 M-3x9 9I� o .aillINNIINIi.. _y i 7 8 10 **6 0 M-1.5x3 M-3x5 M-3x4 1 0 M-5x8 J: l l- - l 7-11-02 4-03-09 4-10-05 l l l k 1-007-07 yy 9-06 y �,et PR OFFS8 y 7-09-06 0-02-06 9-03-10 y N NE GyNR• I 'cl17-01 89200PE fir JOB NAME : RT REVISED ENGLISH 4 PLEX - Bi .• Scale: 0.2246 ...a ••.lam-'' IIIII WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON o to 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shovel and is for an Individual �j A, 1Jf7 C.Ll V I V ` Truss: B1 and Warnings before construction commences. building component Applicability of design parameter.and proper A a�'4 h\''‘ AS 2 2a4 compreaston nab bracing must be installed share shovel s. Incorporation of component la the responsibility of the building designer. iQ A )"' 14 C�© v"`'" 3 Additional temporary bracing to Insure stability during construction Z Design assumes the lop end bottom chorda to be laterally brecetl at /�a/�}' �'1' Is the responsibility of the erector.Additional permanent bracing of contInuow 2 o c.and et 10 o c.reapedively unless braced throughout their length by [^r`A 1'-r DATE: 5/24/2017 the overall structure is Om responsibility20Impatrigor latebh as acing requiredood ething(re sown 0Uryvnti(BC). e1..lT L+ ofms building designer. 3. Impact bridging or lateral bracing where shovel++ SEQ.: K3 2 3 7 3 3 6 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 compete and at no time should any loads greater man 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design toads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing ata%supports shown.Shim or wedge if EXPIRES: V I']117 C • 1 2/3�II•fO 1 T. fabrication,handling.shipment and installation of components. .7.Design assumes adequate drainage is provided. May 24,2017 (1L 1! J PS 7 f 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both(aces of rose,and placed so their center TPI1WICA In SCSI,copies of which will be furnished upon request. lines coincide vAth joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICotnpuTrus Software 7.6.8(1L)-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 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-124) 541 3- 9=(-236) 225 BC: 2x4 KDDF #168TR SPACED 24.0" 0.C. 2- 3=(-811) 223 7- 8=( 0) 0 8- 9=( 0) 65 WEBS: 2x4 KDDF STAND 3- 9=(-633) 240 8-10=( 0) 5 9- 9=(-226) 496 LOADING 4- 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 PSF 5- 6=(-857) 179 9- 5=(-281) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -40) 130 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) ** For hanger specs. - See approved plans 0'- 0,0" -120/ 897V -219/ 232H 5.50" 1.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF 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 = 0.014" @ 7'- 11.1" Allowed = 0.808" { 1' 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 = -0.008" @ 16'- 7.5" 12 12 M-4x6 MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" 12.00 N 12.00 4.0" Design conforms to malwindforce-resisting 4 d5( system and components and cladding criteria. Wind: !; : p: 2d !::1:: 6:C0:::0LE:P0B MWFRS(D. /1.5X3IIN M-3x9 wo0 rn 1 �MiNMENNOMONNE�. .11. 14 I, ,-I 7 9 10 **6 0 M-1.5x3 M-3x4 M-3x4 I 0 M-5x8 l 1 ) l 7-11-02 4-03-09 4-10-05 ) ) l l 1-00 7-07 9-06 . QVP C1 y 7-09-06 0-02-06 9-03-10 y. `co `�Gi k• /, 17-01 y 1 89200PE r JOB NAME : RT REVISED ENGLISH 4 PLEX - B2 4. .... , �----- Scale: 0.2246 M �}`' WARNINGS: GENERAL NOTES, unless on they parameters 7 FOREGO '^. 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and Is for en Individual OREGON y� Truss: B2 and Warnings before construction commences building component.Applicability of design parameters and proper �} I� 2.204 compression web bracing must be installed where sheen+. Incorporation of component Is the responsibility of the building dealgner. f/�S 7 3/' 141'1©4 CeA/�� 3.Additional temporary bracing to Insure stability during construction Z.Design assumes the lop and bottom chortle to be laterally braced et V , f.• Ie the responsibility of the erector.Additional permanent bracing of 2'continuous end m t 0 o.c.respectively as ply unless braced throughout mak length by �I 6114 R. 0- DATE: 5/24/2017 me overall structure is the responsibility f the building designer. contlnuoua Msethmg such as plywood sheathing(TC)and/or tlrywsA(BC). upon iy o g 3.2s Impact bridging ar lateral bracing required where shown * SEQ.: K3 2 3 7 3 3 7 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 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID• LINK design loads be applied tO any component and are for dry conditioN clues. 5.CompuTrus hes no control over and assumes no responsibility for the B.Design assumes full bearing at ail supports shown.Shim or wedge if EXPIRES: 12/31./2017 fabrication,handling.shipment and Installation of components. 7.necessary. tes haltbelcedoneothlfacehprussed. May 24,2017 6.This design is famished subject to the limitations set iodic by e.Plates shall be located on both feces of hues,and placed so their center TPI/WTCA In SCSI.copies of whlch will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MITek USA.Ina/CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1999(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-01-00 GIRDER SUPPORTING 20-11-00 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 5) 89 2- 9=(-592) 3552 9- 3=( -276) 1929 6-14=(-1972) 336 BC: 2x6 KDDF N1&BTR 2- 3=(-5430) 876 9-12=(-588) 3532 3-12=(-1290) 299 19- 7=( -700) 4900 WEBS: 209 KDDF STAND; LOADING 3- 4=(-3918) 730 10-11=( 0) 0 11-12=( -82) 558 15- 7=( -230) 1956 2x9 DF 2900F A LL = 25 POP Ground Snow (Pg) 4- 5=(-3894) 744 11-13=( -2) 20 12- 9=( -979) 5184 7-16=(-5820) 952 TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 19'- 1.0" V 5- 6=(-5230) 896 13-14=(-980) 6268 12- 5=(-1804) 930 16- 8=) -66) 24 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 995.6 PLF 0'- 0.0" TO 19'- 1.0" V 6- 7=(-6050) 1008 14-15=(-484) 3166 12-13=( -564) 3900 BC LATERAL SUPPORT <= 12"OC. UON. 7- 8=) -44) 54 15-16=(-484) 3166 5-13=( -386) 2210 ADDL: BC CONC LL+DL= 673.0 LBS @ 17'- 1.0" 13- 6=(-3298) 582 OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -859/ 5153V -212/ 269H 5.50" 8.29 KDDF ( 625) nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 19'- 1.0" -895/ 5487V 0/ OH 5.50" 8.78 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 7-11-02 6-07 4-06-14 MAX IL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" f T 1' 1 MAX LL DEFL = -0.075" @ 11'- 0.0" Allowed = 0.908" 4-03-01 3-08-01 2-11-02 3-07-14 2-06-14 2-00 MAX TL DEFL = -0.140" @ 11'- 0.0" Allowed = 1.211" A A / ' / f / SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 12 12 MAX HORIZ. LL DEFL = 0.016" @ 18'- 9.5" M-4x6 MAX HORIZ. TL DEFL = 0.031" @ 18'- 9.5" 12.00 V' N 12.00 4.0" 4 ,f,/ Design conforms to main windforce-resisting .` system and components and cladding criteria. Wind: 190 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x5 End vertical(s) are exposed to wind, Truss designed for wind loads M-3x5ill in the plane of the truss only. 3 ,� �v M-5x6 M-1,5x3 M-5x10 M-5x10 `ic �ai� o ..,-,i _mmimiiimammuumi! o 1 9 '� 12 �, I ' o o M 3X 6 ��.00too M 0 1 1011 13 14 15 16 M-1.5x3 M-4x12 M-5x6 M-3x8 M-7x8 M-4x6 J: l y l ), 1673# , 4-01-05 3-09-13 3-00-14 3-09-10 2-03-06 2-00 1-00 0 y-- 7-07 2 11-06 y ��, p E ek961 7-09-06 0-02-06 11-03-10 444 19-01 4 89200PE r' JOB NAME : RT REVISED ENGLISH 4 PLEX - BGIRD 4/Piie:07,...............„.. ............„ Scale: 0.2158 L CC WARNINGS: GENERAL NOTES, unless otherwise noted 111( OREGON I.Builder and erection contractor Mould be advised of ati General Notes 1.This design is based only upon the parameters shown end Is for en Individual F OREGON V V w Truss: BGIRD and Warnings before construction commences building componaM.Applicability of design parameters and proper 2.Q` p..4 2.254 compression web bracing must be installed where shown+ Incorporation of component is the responsibility of the building designer. <0 3` 1 3.Addttional temporary bracing to Insure stabigty during construction 2.Design assumes the top and bottom chords to be legendry breced at 'fir( 1 is the reapensibikty of the erector.Addttlonal permanent bracing of 2 o c,and al I 0.o a respectively a ply unless sheathing(TC) throughout their length by RIO-DATE: 5/24/2017 the overall structure is the responsibility of the building designer. Ze impact sheathinginesuch as sang re dreg wheree)ownancVa eryw,au(Be). 3.2x Impact bridging or lateral braang required mown+. SEQ.: 013237338 4.No road should be applied to any component until after all bracing and 4.Installation of truss Is the responsibttNy of the respective contractor. fastener:are complete and at no time should any made greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTms has no control over and assumes no responsibility for the S.Design assumes NA bearing at afi supports shown.Shim or wedge 1( EXPIRES: l)//J4/RQ 1 7. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 Lf ill L. 1 S.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TP WJFCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate size of plate In Inches. MiTek USA,Ino./CornpuTrus Software 7.6.8(1L}E 10.for bask connector plate design values see ES12-1311,EMI 888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 3-06-00 GIRDER SUPPORTING 17-01-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-126) 112 1-4=(-43) 48 2-4=(-149) 145 BC:' 2x8 KDDF #1SBTR 2-3=( -16) 8 WEBS: 2x4 KODF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. CON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 3'- 6.0" V BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. CON. BC UNIF LL( 188.5)+DL( 170.8)= 359.4 PLF 0'- 0.0" TO 3'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -108/ 781V -41/ 81H 5.50" 1.25 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 6.0" -132/ 721V 0/ OH 5.50" 1.15 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. - 1COND. 2: Designchecked for net(-7 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP psf) uplift at 24 "oc spacing. " For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.009" @ 1'- 9.3" Allowed = 0.186" 3-02-04 0-03-12 MAX BC PANEL TL DEFL = -0.009" @ 1'- 9.9" Allowed = 0.149" f f f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 2.2" 9.00 MAX HORIZ. TL DEFL = 0.000" @ 3'- 2.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 3 -1 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 (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. po N 111I O O o 1► " 4 M-5x16 M-3x10 )' J, y 3-02-04 0-03-12 l J• 3-06 C.64\<. :DG ri\i:ii: .411-.(:u./ 89200PE JOB NAME : RT REVISED ENGLISH 4 PLEX - CGIRD Scale: 0.5994 WARNINGS: GENERAL NOTES, unless othenMee noted OREGON 1.Builder and erection contractor Mould be advised of al General Notes 1.This deelgn B based only upon the parameters shown end Is hr an Individual �� A- lilt GG1l,-�7 V I`VV y '� Truss: CGIRD and Warnings before construction commences building component.Applicability of deegn parameters and proper -a, NN 2.204 compression web bradng must be lslalbd where shown e. Incorporation of component Is the responsibll8y of the building designer. �h -7�" {/1.. � �} 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom charts to be laterel6 braced al '�./ 7 r^F is the reaposiblNry of me erector.Additional permanent bracing of 2 s c end at I N o a respectively urates braced throughout length by ti �� continuous sheathing such ea plywood sheathing(TC)and/or drywall(BC). DATE: 5/24/2017 the overall structure b ap the reonsiblIty of the building designer. 3.2a Impact bridging or!Medd bracing required where shown•• - SEQ.: K3 2 3 7 3 3 9 4.Ne load should be applied to any component until after all bracing and 4.Installation of truss B the responsibl ty of the respective contractor. faleners are complete end at no time shouw any loads greater than 5.Design assumes Misses are to be used In a non-carrosne environment, TRANS ID• LINK design bads be applied to any component. and are or"dry condition"of use. S.CompuTrusneonocontroloverantlaeeumeanoreeponsibll8yforms 6.Design assumes Ng bearing atatisupports ehawn.Shim orwedge If EXPIRES.. 12/31./2017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage la provided. EXPIRES:flit J 7(11 1 May 24,2 17 6.This design b furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed Se their center TP WeTCA In SCSI,copies of which will be furnished upon request.. linea coincide 04th)cirri center linea. s.DigitsIndicate akapatinches. MITek USA Inc./Com uTrus Software 7.6.8 1L E II.For basicconnector flatedasincvalues see ESR-1311,ESR-1988(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/Cq=1.00 TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 0 1-6=(0) 0 BC: 204 KDDF N16BTR SPACED 24.0" 0.C. 2-7=(0) 0 5-7=(0) 0 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 BEARING MAX VERT BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF O'- 0.0" 0/ OV 0.00" 0.00 ,@ ( 0) 6'- 11.5" 0/ OV 0.00" 0.00 .8 ( 0) LL = 25 PEP Ground Snow (Pg) 7'- 0.5" 0/ OV 0.00" 0.00 ,@ ( 0) Unbalanced live loads have been 21'- 2.0" 0/ OV 0.00" 0.00 ,@ ( 0) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I 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 = 0.000" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.000" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.348" 11-07-11 9-06-05 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.964" .f f ,r MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.004" 21-02 MAX TL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.006" MAX LL DEFL = 0.000" @ 11'- 7.7" Allowed = 0.706" 1' '1 MAX TL DEFL = 0.000" @ 11'- 7.7" Allowed = 0.942" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 7 IIM-2x4 2 N9.00 4llIIIIih Wind: 140 mph, h15ft, TCDL6.0,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o . 1 Ail , 7 O 4,L ,_ $ ,-i l l y 6-09-12 14-04-04 1-00 6-11-08 14-02-08 y 7-00-08 0-01 14-01-08 y \r�'� ��,y E$, •�`Sc/ ioo 21-02 y 9 2-s� 89200P . r JOB NAME : RT REVISED ENGLISH 4 PLEX - Dl s • Scale: 0.2266 '"1 tp WARNINGS. GENERAL NOTES, unless otherwise noted 7OREGON 40 1.Builder and erection contractor Mould be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 8 OREGON'VA Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper \� 2.2r4 compression web bradng must be Installed where shown+, incorporation of component la the responsibility of the building designer. �//y� 1 A 2° "� 2 Design assumes the top and boftom chords to be laterally braced at V 1"t d- ,,a, '{�. 3.AddMlonal temporary bracing to Insure stability during construction 2 o.c.end at 10 o.c respectively unless braced throughout their length by !,{[s/- 1V/s" Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and:or drywaN(BC). '•E�. i' V V. DATE: 5/24/2017 the overall structure is the responsibfey of the building designer. 3.2a Impact bridging or Btersl bracing required where shown++ SEQ. : K3 2 3 7 3 4 0 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responslbiley of the respective contractor. fasteners are complete and al no time should any mads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID• 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 ler the 8 Design assumes hot bearing el all supports shown.Shim or wedge it EXPIRES:RES' 1 2/31/fy/l{ fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage Is provided. May 24,20/1171 n 4J G J (LLII 6.This design is mmiehed subject to the limitation set forth by 8.Plates shall be located on both laces of Inns,and placed so their center TPIAA7CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sire of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1L)-E 1D.For basic connector plate design values see ESR-1311,ESR-lose(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2I'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -5) 100 8- 9=(-215) 229 8- 2=(-1083) 239 4-13=(-463) 219 BC: 2x9 KDDF #1619TR SPACED 24.0" 0.C. 2- 3=( -916) 189 9-11=( -2) 10 2- 9=) -105) 714 13- 5=(-207) 579 WEBS: 2x9 KDDF STAND 3- 4=(-1117) 259 11-12=( 0) 0 9- 3=( -961) 164 13- 6=(-245) 165 LOADING 4- 5=( -814) 270 10-13=(-178) 879 9-10=( -186) 774 6-14=(-161) 192 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSE 5- 6-) -817) 291 13-14=(-125) 687 3-10=( -43) 212 14- 7=(-107) 701 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -926) 205 14-15-) -26) 45 11-10=( 0) 55 7-15=(-912) 222 TOTAL LOAD = 45.0 POE 10- 4=( -23) 226 OVERHANGS: 12.0" 0.0" LL = 25 POP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x4 where shown; Jts:2-4,6-7,14 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 1111V -229/ 237H 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 'COND. 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" .r f >( MAX LL DEFL = 0.025" @ 6'- 9.8" Allowed = 1.012" 3-05-12 3-05-12 4-08-03 4-06-09 4-11-13 MAX TL DEFL = -0.042" @ 6'- 9.8" Allowed = 1.350" ,r ,r f ,r ,r 'f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 IIM-9x9 12 MAX HORIZ. LL DEFL = -0.012" @ 21'- 0.2" 9.00 7 N 9.00 MAX HORIZ. TL DEFL = 0.021" @ 21'- 0.2" 4.0" 5 .l'4' Design conforms to main n windforce-resisting Oil. 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, End vertical(s) are exposed to wind, Truss designed for wind loads 4 6 in the plane of the truss only. ' 011011110111 3 --/oo -1111111 10 .I 13 19 **15 I 1 i` _� N M-3x8 M-1.5x3 0 9 1 M-1.5x3 M- 8 '-' M-3x8 M-1.5x3 y l b 1 l 3-04 3-05-12 4-09-15 4-10-01 4-08-04 1-0)' 6-11-08 14-02-08 0PR Opt y ..\(<5kSO0-01 14-01-08 Co � <2y y R ' Y 21-02 89200PE r JOB NAME : RT REVISED ENGLISH 4 PLEX - D2 -',-,-.- Scale: 0.2098 - 4,� . WARNINGS: GENERAL NOTES, unless otherwise noted lift et" 1.Builder 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 OREGON "+ Truss: D2 and Warnings before construction commences. building component Applicability of design parameters end proper N 2 2a4 compression Weis bracing must be Installed vfiere shown*. Incorporation of component Is the responsibility of the building designer '�/'ti Ail' l' 1 A Q v"'k+ 3.Additional temporary bracing to Insure stability during conabuclion 2.Dealgn mimes the top and bottom chorda to be laterally braced at V si' Ie the responsibility of the erector.Additional permanent bracing of 7 a.c.and et 10 ate.reapedNety unless braced throughoutihelr length by 6+rR`R 1�+ Ne continuous sheathing such as plywood sheathing(TC)and/or drywag(BC). (5:�� 4+ DATE: 5/24/2017 the overall structure is the responal6Ally or the building designer. 3.2s Impact badging or lateral bracing required where shown•+ SEQ.: K3237341 4.No bad should be applied to any component until after all bracing and 4.Installation ofI ds le the ee ewob bilteyatIthe respective espee tivvelvennHmo. fasteners are compete and at no lime should any loads greater than and gra for"drytrusses of use. TRANS I D: LINK design loads be applied to any component. 6. are Design assumes NII bearing et all supports sham.Shim or wedge if EXPIRES:{{++ n ry ( ] 5.CompuTras has no control over and assumes no responsibility for themceqty,, L/SPIRES' �r`/J1(-2011 fabrication,handling,shipment and installation at components. 7.Design assumes adequate drainage is provided. May 2 ,2OA'f 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both feces of truss,and placed so their center iYI J LY L I/ TPLWICA In SCSI.wiles of which will be furnished upon request. lines coincide 04th joint center lines. 9.Digits Indicate size of plate In inches. Muck USA,Inc./CcmpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(PAITek) 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/Cg=1.00 TC: 2x9 KDDF N15BTR LOAD DURATION INCREASE = 1.15 1- 2=( -892) 173 7- 8=(-203) 218 7- 1=(-915) 202 14-15=( 0) 65 BC: 2x9 KDDF AILBTR SPACED 24.0" O.C. 2- 3=(-1041) 249 8-10=( -32) 196 1- 8=(-110) 688 13- 5=(-261) 165 WEBS: 2x9 KDDF STAND 3- 9=( -785) 269 10-11=( -31) 138 8- 2=(-992) 196 5-16=(-134) 142 LOADING 4- 5=( -788) 286 9-12=(-130) 680 8- 9=(-142) 583 16- 6=(-105) 693 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -917) 203 12-13=(-195) 770 2- 9=( -33) 210 6-17=(-903) 220 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 11-14=( -16) 48 10- 9=( 0) 140 TOTAL LOAD = 95.0 PIP 13-15=(-107) 630 9- 3=( 0) 199 Unbalanced live loads have been 15-16=(-123) 678 3-13=(-411) 199 considered for this design. LL = 25 PSF Ground Snow (Pg) 16-17=) -26) 95 11-12=( 0) 151 13- 4=(-202) 590 ** 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. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -146/ 941V -224/ 224H 5.50" 1.51 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20'- 11.0" -196/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) 11-04-11 / 9-06-05 �COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing.1 1 q VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-02-12 3-05-12 4-08-03 4-06-09 4-11-13 MAX LL DEFL = 0.022" @ 6'- 6.8" Allowed = 1.009- f I j' 1' 1' 1' MAX TL DEFL = -0.049" @ 9'- 11.9" Allowed = 1.333" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS I)M-9x9 9.00 7 9.00 MAX HORIZ. LL DEFL = -0.011" @ 20'- 9.2" 4.0" MAX HORIZ. TL DEFL = 0.018" @ 20'- 9.2" NN Design conforms to main windforce-resisting I :Z;1;11cj::::I:;1;d1:1:11;11.::::riteri'. components andcladding criteria.Wind: h=15ft, TCDL=6,0,BCDL=6.0, ASCE 7-10, hts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), tion factor=1.6, M-3x9 M-3x9cal(s) axe exposed to wind,3igned for wind loadsane of the truss only. M-3x4 2.04 M-3x9 M-3x9IIIIIIIIIIIIIPIIIIIIIIIIIIIIIIP' -r, 101111111 .4- o 1 f y _ �` _ C� Is . r I .9 M-9x8 i M-9x6 M-1.5x3 **17 I o cn 7** 8 M-59(16 M-bix5 M-1x5 r'~ M-1.5x3 M-3x8 M-3x5 M-3x5 M-3x5 3-01 3-05-12 3-05-02 1-04-132-03-09 2-06-08 4-08-04 y 6-08-08 y 14-02-08 y '',<.<.• � ,C) PR0 y 13-10 7-01-08 7-01 1 n, ' t OiNEg$,$ s/0 . 20-11 ,,,_"4.1 -.Y. left 922000PE ter-' JOB NAME : RT REVISED ENGLISH 4 PLEX - D3 ,,; 1111 . Scale: 0.2124 i liti CC WARNINGS: GENERAL NOTES, unless otherMse noted: 7L OREGON /e I.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and Is bran individual OREGON Y "'(7 Truss: D3 and Warnings before construction commences building component.Applicability of design parameters and proper �} "A\ 2.204 compression web bradng mud be Installed where shown incorporation of component b the responsibility of the building designer. //1 "7 3"' 1 4 �'4} 3.Addblonal temporary bracing to Insure stability during construction • 2.Design assumes the top end bottom chorda to be laterally braced at L./ by la the responsibility of the eredor.Additional permanent bracing of T o i end et l G hino.crespectively a ply unless braced throughout their length). "f'I R'10- DATE: 5/24/2017 the overall structure Is the responsibility f the bulltlin tleal continuous sheathing such as plywood aheething(TC)and/or drywell(BC). o g designer. 3.20 Impact bridging or lateral bracing required where shown** SEQ. : K3 2 3 7 3 4 2 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the reapansibilny 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 design loads be applied to any component. end are fon dry condition"of use. 5.GompuTrus has no control over and assumes no responsibility far the a necessary. fabrication, NA bearing at all supporta shown.Shim or wedge If EXPIRES:. 12/31/2017/]�ci 1 lA RIA 7 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 1 G J I(L.111! B.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of buss,and placed so their center TPIIWICA m BCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. B.Digits indicate size of pIste in inches. MITek USA,Inc./Cam uTrus Software 7.6.8(1L)£ 7Forbasic connectorplate design values see ESR-1311,ESR•1 gBB(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 TO: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=(-970) 205 6- 7=(-255) 239 6- 1=(-895) 215 8- 4=(-203) 166 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2- 3=(-793) 287 7- 8=(-186) 750 1- 7=(-106) 702 4- 9=(-253) 157 WEBS: 2x4 KDDE STAND 3- 4=(-718) 283 8- 9=(-125) 550 7- 2=( -75) 159 9- 5=(-101) 633 LOADING 9- 5=(-753) 184 9-10=( -41) 60 2- 8=(-371) 197 5-10=(-901) 221 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8- 3=(-207) 971 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x9 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" -196/ 991V -298/ 275H 5.50" 1.51 KDDF ( 625) For hanger specs. - See approved plans 20'- 11.0" -196/ 941V 0/ OR 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. IC OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, 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 MAX HORIZ. LL DEFL = 0.006" @ 20'- 9.2" 5-10-15 5-05-11 4-06-09 4-11-12 MAX HORIZ. TL DEFL = 0.010" @ 20'- 9.2" T T T T T 12 12 Design conforms to main windforce-resisting IIM-4x4 system and components and cladding criteria. 9.001:27 N9.00 3 4.0" Wind: 140 mph, h=29.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, .f-r( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), NNS load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 9 �`5 o N I f 0 ,,,/ ow rn 0 f '� 6S r 6 7 8 9 to M-1.5x3 0.25" M-1.5x3 M-5x8(S) l l l y y ,...cP R DF. 6161 5-07-07 5-09-03 4-10-01 4-08-04 ' GINE 20-11 4Cy �` 89200PE r JOB NAME : RT REVISED ENGLISH 4 PLEX - D4 -41, . , Scale: 0.2523III Cr [".'r WARNINGS: GENERAL NOTES, unless otherMee noted: J OREGON Je 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Ie for an individual Y 1J('1 EGO V `�(I Truss: D4 and Warnings before construction commences. building component.Apptcablllty of design parameters and proper 2.2a4 compression web bracing must be installed where shown.. Incorporation of component Is the responsibility2.Design assumes the top and bottom chortle to De laterally of the building designer. / 7 S'" .{ Q�,,,A1... 3. Addhlenal temporary bracing to Insure stability during construction is at 1 lathe responsibility of the erector.Additional permanent bracing of Y o c and al IG v a resod:B.1y unless braced throughout their length by iliie4 .r �� V. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 5/24/2017 the overall structure la the reaponsibey of the building designer. 8.28 Impact bridging or lateral bracing required where shown++ SEQ. : K 3 2 3 7 3 4 3 4.Na load should be applied to any component until alter all bradng and 4.Installation of truss is the responsibility ate respedive contractor. fasteners are complete and al no time should any loads greater than B.Design assumes trusses are to be used in a non<arroeae environment, design loads be applied to any component, end are Mr"dry condition"of use. TRANS ID: LINK 5.Campania has no control over and assumes no responsibility for the 8.Design assumes NI bearing at all supports Mown.Shim or wedge if EXPIRES: 17/31 2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 EXPIRES: / I1La1 i IL This design is Nmiehed subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIM/TCA M 5081,copies of which will be famished upon request. lines coincide with joint center lines. 9.DOW Indicate size of plate in Indus. MITek USA,Ina./CompuTrus Software 7.6.8)1L)-E f o.For basic connector plate design values sae ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 7.5" 1COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF N1&DTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF I816BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2X4 KDDF STAND system and components and cladding criteria. LOADING Wind: 140 mph, h=19.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=1.6, End vertical(s) ace exposed to wind, LL — 25 PSF Ground Snow (Pg) Truss designed forwind loads 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 T T T 12 4.00 I " M-1.5x3 3 4 Ill r O tD o I 2 �i „ am W�aas� W ro M-3x4 M-155x36 y ), l 1-00 3-07-08 P ry tz89200PE -- JOB NAME : RT REVISED ENGLISH 4 PLEX - E1 Scale: 0.6871 WARNINGS: GENERAL NOTES, unless otherness noted: OREGON 1.Builder and erection centredor should be advised of all General Notes 1.Thea design h based only upon the parameters shown and is for an individual F� OREGON W I V N, A. '� Truss: El and Warnings before construction commences building component.Applicability of design parameters and proper } A 2.2x4 compression web bracing must be Installed where shown v. incorporation of component Is the responsibility of the building designer. r� 7 r 1 A 2.Q` �^"�'^ 3.Additional temporary bracing b insure stability daring venaroctlon 2.Design assumes the tap end bottom chords to be laterally braced at 1 W b the responsibility of the erector.Additional permanent bracing of T ntio. e:at ea o c respectively ply unless braced throughout their length by E'R R10-; DATE: 5/24/2017 rhe overall structure m the responsibility f me building designer. continuous sheathing or such as plywood requisheatred here a endear drywsA(SC). j5 Won Ay o g g S.2x Impact bridging or lateral Mating required wfiere shown t-,- SEQSEQ. : . : K3 2 3 7 3 4 4 4.No bad should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be appted to any component. end ere for"dry condition•of use. 5.CompuTroa has no control over end aasumu no responsibility for the 6.nDe ignaryWmes fuA bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 2/3 d/AAA 7. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. May 24,2017 R.0 t3 fJ I L111 e,This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,end placed so their center TPVWICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./Com uTrus Software 7.6.811)-E to.Fer Ismconecer plateein ign values P ( .For basic cafe alec l 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" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-21) 24 3-5=(-117) 88 BC: 2x9 KDDF 616BTR SPACED 29.0" O.C. 2-3=(-56) 34 WEBS: 2x9 KDDF STAND 3-9=( -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"00. UON. DL ON BOTTOM CHORD = 10.0 POE 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" -49/ 339V -13/ 49H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -22/ 153V 0/ OH 5.50" 0.29 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 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 = 0.010" @ 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" ,r r SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.O,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 in the plane of the truss only. 0 2 1 5 M-3x4 M-1.5x3 b b l 3-03-12 0-03-12 1-00 3-07-08 '`<, Et3 PR��Sr5' 89200PE JOB NAME : RT REVISED ENGLISH 4 PLEX - E2 Scale: 0.6499 Lam •' '"`" ` WARNINGS:uOThis design uMeupotherwise parameters !_ OREGON ^.. 1.Builder and erection contractor should be advised or all General Notes 1.Thls tleslgn Is based only upon the parameters shown and Nfor an individual j \,J11 GL.7 W �. Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+ Incorporation or component is the responsibility or the building designer. f./K ' Y. 1 AM 2 3.Additional temporary bracing to Insure stability during construction Z Design assumes the lop and bottom chords to be laterally brecetl et C.( 1 is the responsibility of ms erector.Additional permanent bracing or ZZ c.c.end at 10 o.c.respeciNety unless braced throughout mete length by DATE: 5/24/2017 the overall structure Is the responsibility of the building designer. Impaccontinuout ridging or such as plywood meed n ere s ownandi+drywaW(BC). 9 3.20 Impaci bridging or lateral bracing required where shown++ SEQ.: K3 2 3 7 3 4 5 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility or the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina nansanosive environment. design loads be applied to any component. and era for Wry condition"or use. TRANS I D: LINK 6.Design assumes MI bearing at all supports shown.Shim or wedge if EXPIRES: S n 3 //2/� 7 5.Compulrus has no control over and assumes no reeponslbility forma scary. IYPI R S. 12/31 F L 01.1 fabrication,handling.ehlpment and installation of components. 7.Design assumes adequate drainage h provided. May 24,2017 6.This design Is furnished aubtect to the limitations sat forth by 8.Mates shall be located on both faces of truss,end placed so their center TPWvVCA in BCSI,Caples of which nOt be fumhhed upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8(1L E 9.Digits Indicate sire of plate in Inches. P )- to.For basic connector plate design values see ESR-1311.EBR-1888(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. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to mainindforce-resisting BC: 2x9 KDDF #1&BTR SPACED 24.0" O C w system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=22.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.0, MFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 45.0 PSF load duration factor=l.6, Truss designed for wind loads considered for this design. 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. NOTE:DESIGN ASSUMES SHEATHING • 5-07-04 5-07-04 TO ONE FACE. T f T 12 12 IIM-9x9 9.00 7 N9.00 2 /111 PER ICC C1 ill ODES(IRC/IBC),TPI 1 AND REFERENCED BCSI, FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE INSTALLED ADJACENT TO SCISSOR TRUSSES. 0 !- I 1 01 1 1 0 0 N N f 9 5 y 1-00 y 11-02-08 y 1-00 l �.< N io PR r.6:2 :92200P r, JOB NAME : RT REVISED ENGLISH 4 PLEX - F1 / ..__...-. Scale: 0.9381 <r0, WARNINGS: GENERAL NOTES, unless othensse noted ~ OREGON /a- 1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is Mr an individual Illi CL,7 V V { "'{I Truss: Fl and Warnings before construction commences building component.Applicability of design parameters end proper el A + 2.2c4 compression web bracing must be Installed where shown+ incorporation of component Is the responsibility of the building designer. '"0 "7 14 20` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 'fir( Y � by is the responsibility of the erector.Additional permanent bracing of T o i end at i G hino.crespectively es unless braced(TC)a df their length). 11 F'�-LNd- DATE: 5/24/2017 the overall structure is the responsibility fthe butdln designer. continuous sheathing such es plywootl requieheatred here s o wordryweg(BC). o B 3.2a Impel bridging or lateral Ondng required wfiere shown++ SEQ.: K3 2 3 7 3 4 6 4.No load should be applied to any component until after all bradng and 4.Inamgetlon of truss Is the responsbity of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are or"dry condition"of use. 5.CompuTrus has no control over and essumes no responsibility for the 6.Design mea full bearing at all suppose shown.Shim or wedge if EXPIRES: V r11(3 CCs.. 1 2/7 1 J f11? fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,2017-I flL�7 1! J F E111 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of true,and placed so their center TPLMTCA in BCSI,copies of which will be fumiehed upon request, lines coincide with joint center lines. 9. indicatecppplate in inches, MiTek USA,Inc./CompuTrus Software 7.6.8 1L E 7 For basis connector platedesign values sae ESR-1317,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/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 109 6-7=(-210) 220 6-2=(-630) 172 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-600) 116 7-8=( -60) 83 2-7=( -90) 360 WEBS: 2x9 KDDF STAND; 3-4=(-600) 133 7-3=( 0) 306 2x6 KDDF #2 A LOADING 9-5=( -9) 109 7-4=( -90) 905 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 9-8=1-630) 228 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PUP 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" -80/ 663V -189/ 184H 5.50" 0.45 KDDF (1485) 11'- 2.5" -80/ 663V 0/ OH 5.50" 0.95 (ODE (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 = -0.001" @ -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" ,( ,( fMAX 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-4x4 Q 9.00 MAX HORIZ. LL DEFL = 0.009" @ 10'- 11.8" 3 4.0" MAX HORIZ. TL DEFL = 0.016" @ 10'- 11.8" 11 p Design conforms to main indforce-resisting system and components and 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 forwind loads in the plane of the truss only. M-3x9 �� M-3x9 sosopz 7 lilli '` �0 M-5x8 Q�j -." c o 0 t I ti o 0 t 1 N N 61600 41: M-1.5x3 M-1.5x3 Q 6.00 6.00 12, 12 - 12 b l l ) y 1-00 5-07-09 5-07-09 y 1-00 y ,i�0 P R Q 11-02-013 GINE / 89200PE r JOB NAME : RT REVISED ENGLISH 4 PLEX - F2 / i Scale: 0.3631 Sn Cr WARNINGS: GENERAL NOTES, unless othercee noted 1110 OREGON ire^ 1.Budder end erection contractor should be advised of all General Notes 7 This design is based only upon the parameters shown and is for en individual Y (("ll CC..LU7�1.,J!1 VV • "'(,( Truss: F2 and Warnings before construction commence.. building component.Applicability of design parameters and proper I- ly 2.2x4 compression web bracing must be installed where shown a. Incorporation of component Is the responsibility of the building designee //1 y` {A Q� �"'�"_ 3.Additional temporary bracing to Insure stability daring construction 2.Design assumes the top and bottom chords to be laterally braced at u 1 W is the responsibility of me erector.Additional permanent bracing of 2 o c and at ea10'o c rs such as ply unless braced throughout their length by M[� F 4 L contlnuous sheathing item as acing required uir et where s and/or tlryvnA(BC). (�', DATE: 5/24/2017 the overall structure is the responsibNAy of the building designer. 3.?X Impact bridging or leteral bracing required where.mown*+ SEQ.: K3 2 3 7 3 4 7 4.No load 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 than 5.Deign assumes Misses are to be used in.noncorrosie environment, TRANS ID: LINK deign toads be applied to any component. and are ton dny condtion'of use. V 5.CompuTrus has no control over and assumes no responsibility ler the 6.Deign assumes full bearing at all supports shown.Shim or wedge if EXPIRES. p C(-+ f)/ t/2(y �. necessary. !lf f1L 47 �/ C:ll fabrication,handling,shipment and installation of components. 7.Deign assumes adequate drainage la provided. May 24,217 6.Thbcenter Ibis deign is furnished suied to the limitations set forth by B.Plates shall be bitted on both faces of truss,end placed so their TPW4TCA In SCSI,copes of which w91 be furnished upon request. Ices coincide 04th Joint center lines. B.Digits Indicate sizeof plate inInches. MiTek USA,lnc./Com uTrus Software 7.6.8(1L)-E 10. Fanbasic connector fpdeign val e nval ues see ESR-7371,ESR-1988(Writ) 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/Cil=1.00 TC: 2x9 KDDF #1dBTR LOAD DURATION INCREASE = 1.15 1-2=(-601) 195 9-5=(-184) 191 4-1=(-468) 165 5-3=( -41) 393 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-601) 165 5-6=( -57) 82 1-5=( -41) 362 3-6=(-468) 188 WEBS: 2x4 KDDF STAND; 5-2=( -3) 306 2x6 ODDS #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"OC. UON. 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 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-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 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" T T 1' 12 12 Design conforms to main windforce-resisting 9.00 I I M-4x4 Q 9 00 system and components and cladding criteria. 4.0' Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2A, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), inload 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 dr M-3x4 I s A- 1.9.1 - M-5x8i111111111111111444044444440: -> 0 0 0 I NN II M-1.5x3 M-1.5x3 ,u 6.00 6.00 12 12 5-07-04 5-07-09 y y . 0 P R OFF0,s ' 892O0PE• r JOB NAME : RT REVISED ENGLISH 4 PLEX - F3 Scale: 0.3700 111111111 WARNINGS: GENERAL NOTES, unless olhernlw noted: , 0 iy . 1.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters drown and Is for an individual 3'•J �J Truss: F3 and Warnings before construction commences building component.Applicability of design parameters and proper �} 2.204 compression web bracing must be Installed where shown* Incorporation of eomponent Is the responsibility of the building designer, e`/"ti `7 A ry Q� "'{. 3.Additional temporary bracing to Insure stability tluring construction 2 Design assumes the top and bottom chorda to be laterally braced et �/ "t • la the responsibility of the erector,Addftionel permanent bracing of 2 o c.in and s ea o,c.such as ply unless braced(TC)and/or their length). E?A I -'' DATE: 5/24/2017 me overall structure is me responsibility ribs building designer. continuous sheathing such a.plywood ane.mmg(Tc).muor drywae(ec). sport dy° 3.29 Impact bridging or lateral bredng required where Moven** SEQ.: K3 2 3 7 3 4 8 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilityof the respective conirador, fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosNe environment, sea loads beapplied to an t and are for"dry condition•of use. / / TRANS ID: LINK 6.cornnTruahasnocentroloverand assumes 6.De9gnassumesMlbearingatansupportsshown.Shimorwedgeif EXPIRES: .12/31/2017 pu responsibility for the necessary. EXPIRES:4] f/ (Lll fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. May 24,2017 6.This design Is mmiehed willed to the limitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTGA in SCSI,copies of which Mal be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate size of plate in inches, MITek USA,Ina./CampuTrus Software 7,6.8(1L)-E to.For basic connecter plate design values see ESR-1311,ESR-1988(MRek) 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/GDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 109 6-7=(-2246) 2275 6-2=( -959) 636 BC: 2x9 KDDF 41613TR SPACED 24.0" O.C. 2-3=(-1787) 1915 7-8=(-2296) 2275 2-7=(-1615) 1884 WEBS: 2x4 KDDF STAND; 3-4=(-1787) 1915 7-3=(-1039) 1303 # 2x6 KDDF #2 A LOADING 4-5=( -9) 109 7-9=(-1615) 1884 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 9-8=I -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 POP 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 (1985) "' 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. I 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" 5-07-04 5-07-04 MAX LL DEFL = -0.001" @ 12'- 2.5" Allowed = 0.100" T f fMAX 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-4x6 Q 9.00 MAX HORIZ. LL DEFL = 0.052" @ 0'- 2.8" 3 4.0" MAX HORIZ. TL DEFL = -0.059" @ 0'- 2.8" ei [COND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and 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 Ig_ M-3x5 2 , f- pM-5x8 04,f 0 0 1 1 ,-1 .1 Al ,-.1 0 0 1 1 N N 61\0 AkAl. M-3x4 M-3x9 Q 6.00 6.00 12 12 ,1 l . l b 1-00 5-07-04 5-07-04 1-00 6 O p R CO y 11-02-08 y• <4�'� L‘`"0'{,4 �L s/ ... 89200E fir' JOB NAME : RT REVISED ENGLISH 4 PLEX - FDRAG Y ,/r.! Scale: 0.3631 ,.- . WARNINGS: GENERAL NOTES, u6ess otherwise noted. OREGON ON fa 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 tJflCl,,.l1WIV A '"{l Truss: FDRAG and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compreedon web bracing mug be installed where shown+. Incorporation of component Is the responsibility of the building designer. '�/"t `41' 1 A V 1 3.Addbbnal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �..1 1 s'Y Is IM responsibility of the erector.Additional permanent bracing of T o c.and at 10 a sheathing muchaNety unless braced through d/rteirdry length by ('*.� continuous idgingor such as plywoodadng re sheatuired here o.r.drywaA(BC) C." RIO- end DATE: 5/2 9/2 017 the overall Gructure Is the reepongbNBy of the bulltling dealgner. 3.2a Impact badging ar lateral bredng required where Mown� S EQ. : 143 2 3 7 3 4 9 4.No h d fasteners area mpletee ied to t no comtime s nu ld ntilany l fter ads g bra 0g and 4.5.Design lltion assumes trusssees russ Is the ews beebused In aanu anwairosl coenvirronment, design lo are complete and et no lime ehoultl arty loads greater man re for"dry eondllon'of use. T RAN S I D: LINK design loads be applied to any component. 6.Design assumes full bestlng at aN suppose shown.Shim or wedge If 5.CompuTruahas nocontrol over and assumes noresponsibility for the necessary. �s,Gr�O 17 EXPIRE 1�/311?017 fabrication,handling,shipment end installa0on of components. 7.Design assumes adequate drainage is provided. May 2Y 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIA TCA in SCSI,topica of which will be furnished upon requestlines coincide with loin center lines. 9.Digits indioete doe of plate In Inches. MiTek USA Inc./CompuTruc Software 7.6.8(1L)-E 10,For basic connector plate design values see ESR-/311,ESR-1988(Mask) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 01&BTR SPACED 24.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND Design conforms to main windforce—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. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=15ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=1.6, M-1.5x9 or equal at non—structural LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, vertical members (woo). 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 lOPSF LIVE LOAD. TOP Note:Truss design requires continuous bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-06 T '1 12 9.00 177 M-1.5x3 rn 2 o � c � m M-3x4 M-195x3 l l l 1-00 3-06 c��j Cr�cIN�fi .,. ...89200PE ter' JOB NAME : RT REVISED ENGLISH 4 PLEX — FWA J/! Scale: 0.6392 OREGON 6 - WARNiNOs: O. hRAe design G NOTES, unless on theMaramete ©FIGG OIV Truss: FWA 1.Builder and erection contractor should be advised of all General Notes I.This tleslgn ie based only upon the parameters era shown and is fare,individualA. and Warnings before construction commences. building component Applicability of design parameters and proper �g 2.204 compreslan web bradng must be insteged where shown a, incorporation rtofscomponpe n Is the responsibility of the budging designer. 4;% '701),'7 r' 14 2' 3.Addelonel temporary bradng to Insure stability during construction 2.Deal the to d bottom chords to be leterel bread at /.{. F Is the responsibility of the credo,Addglonal permanent bracing of T o e end e177 o e.reepedNely unless braced throughout their length by /[,� IO- DATE: 5/24/2017 the overall structure lathe responsibility/the building designee continuous sheathing such as plywoodshee nhareC)and/or drywag(BC). •I BY° 3.In Impact bridging or lateral bracing required where shown++ SEQ. : K 3 2 3 7 3 5 0 4.No Gad should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective centred°, fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condhien''of use. EXPIRES: in .A Jn 5.Com Trus has no control over and assumes no 6.Design assumes fug bearing at all copperas shown.Shim or wedge if LA r.�nC .. 2/ 1(-Go�7 pu responsibility for the nary. L/Y I-. RCAF G J G fabrication,handling,shipment and maeita8an of components. 7.Resign assumes adequate drainage is provided. May 24,2017 8.This design Is furnished cabled to the limitation.set forth by 8.Plates shall be hated on both faces of truss,and placed so their center TPlAWfCA in SCSI,copies of which MI be furnished upon request. Rhes coincide with Joint center lines. 9.Digits indicate dee of plate in Inches. MITek USA.Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic conceder 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 20'— 11.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. !COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND; Design conforms to main windforce—resisting 2x9 KDDF 1$1&BTR A LOADING system and components and cladding criteria. LL( 25.0)501.) 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"0C. U080. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=24.9ft, 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: 2x9 BRACING AT 24"OC UON. 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 lOPSF LIVE LOAD. TOP Note:Truss design requires continuous 19-1.5x9 or equal at non—structural bearing wall fox entire span UON. vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 0-04 2-09-11 6-08-10 11-09-11 T T . T 2-05-11 6-08-10 0-09 5-04-09 5-08-01 1 TT TT T T 2-08 11-03 T T T T 12 12 9.00 7M-4x6 3 4 M-7x8 Q 9.00 z 1f 11j1.IIII--IIIIIIIIId. M-3x9 f /1/// II3x50I r0 1M-7x8mi, _ o �� Ill uoCVno 6 M-Sx10 0.250 M-131x6 12 HM-4x4 M-5x6(5) M-3x5 ,<(... �O PROpk- . i y ), l ,, ��5 GINE /©� 2-03-15 7-09-15 5-04-09 5-04-09 l 20-11 b :9200P mac' JOB NAME : RT REVISED ENGLISH 4 PLEX - FWB • 401111P n_ Scale: 0.1805 WARNINGS: GENERAL NOTES, unless otherwise noted. l ©[']1.`.'_GON 4+, 1.Builder and erection wheat&should be advised or all General Notes I.This design Is based only upon the parameters shown and b for an Individual ffl7 CC.. y Truss: FWB and Wamings before construction commences. building componentApplicability of design parameters and proper r 1t 14 © 2.2a4 compression web bracing must be Installed where shorn+ incorporation ofmmpomMla the responsibility of the building designer. ~,77 3.Additional temporary bracing to insure stability during construction 2 Design endettassumes the top and bottom chords to be leteroly braced et le Is the responsibility of the erector.Additional permanent bracing of 2 oto. at e o n.rsach cc ply unless braced throughout their length(. R IO- DATE: continuous sheathing or such l b acing red dregsheat,here s)own•r dryvnll(BC). G.-` 5/24/2017 the overall structure h the responsibility of the building designer. 1 25 Impact bridging or lateral bracing required where shown++ SEQ.: K3 2 3 7 3 51 4.No bad should be applied to any component until alter all bracing and 4.Installation sta nation of truss iasthhe responsibility e i aero respective mettre�n.n.m, fasteners are compete and et no time should any loads greater than ledge assumes truss condition"are Is B e. TRANS ID: LINK design loads beapplied toany mmponem. 6.Design assumes full bearing M 01 supports shown.Shim or wedge If EXPIRES: 12/31/2017 6.CompuTrue has no control over and assumes no responsibility forme s,ry fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 E.This design is furnished subject to the limitations set forth by e,Plates shall be located on both tams of truss,and placed so their center TPWJTCA in BCS],copies or which will be furnished upon request. lines coincide with joint center lines. 9.Dips Indicate size at plate in Inches. MiTek USA Inc./CompuTrus Software 7.6.8(11)-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 12'- 1.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 ROOF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF N163TR SPACED 24.0" O.C. ICOND. 3; 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND; Design conforms to main windforce-resisting 2x9 KDDF R16BTR 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. NON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=15ft, TCDL=6.O,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(Dix), 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 vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span 00N. 6-04-07 5-08-09 T T T 12 9.00 M-1.5x3 4 -e M-3x6 3 ‘m 0 " p N 0 1 on 0 m o M-155x3 M-1x6 M-3x4 l 6-02-11 y 5-10-05 y XY,0 PRpF�O n y1-00 y 12-01 y c.;\ t. 6) /4.... 89200PE-...c- fir° JOB NAME : RT REVISED ENGLISH 4 PLEX — FWC Scale: 0.2837 V vJroa: . .. WARNINGS: GENERAL NOTES, unless on the parameters T� "A 0' ON A, 1.andBuilW and erection contractor should be commences. of ea General Notes 1.This design is based only upon the p design as Moven and Is for r Individual 40 Truss: FWC and Warnings before construction commences. building component Applicability of design parameters and proper �y 2.Teo compression web bracing roup be installed where shown+. Incorporation of component Is the responsibility of the building designer. <0 '7 l'. 4 AQ �4 3.Additional temporary bredng to insure stability during construction 2.Design assumes the lop end bottom chords t°be laterally braced et V 4 Is the responsibility of the erector.Additional permanent bracing of Y o s and et 10'o.c,rsapedNely unless braced throughout chair length by 0.- DATE: 5/24/2017 the overall structure is the responsibility of building designs,. continuous sheathing such aseoiogplysvood required sheathing(7C)and/or drywall(BC). eL71 spun 3y° 3.2s impact bridging or lateral bracing where shown++ SEQ.: K 3 2 3 7 35 2 4.No load should be applied to any component until alter 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 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 17 5.CumpuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If EXPIRES: t[]c[+, 1n/e) )/](y fabrication,handling,shipment and installation of components. nece7wry' /S f'I IILW f l7 ((ll .Designhalame,aaedaoneothlfaceieprusided,a,an May 24,2017 3.This design is furnished wblect to the limitations set forth by B.Plates shall be boated on both faces of cite,and placed so chair center 7PIPNTCA In BEN,copies of which will be furnished upon request, linea coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-1311,ESR-7833(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 #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=1 0) 71 2-6=(-135) 978 6-3=(-198) 229 BC: 2x9 KDDF 81&8TR; SPACED 29.0" O.C. 2-3=1-1329) 163 6-7=1-168) 1111 3-7=1-320) 186 206 KDDF #1&BTR 91 3-4=1 -940) 154 7-8=1 -55) 85 7-4=1 -16) 656 WEBS: 2x4 KDDF STAND; LOADING 4-5=( -930) 149 7-5=( -66) 615 2x6 KDDF#2 A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-640) 179 DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. OON. TOTAL LOAD = 45.0 PIF 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" -171/ 1210V -131/ 177H 5.50" 1.94 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 536.0 LBS @ 2'- 3.5" 13'- 6.0" -93/ 672V 0/ OH 5.50" 0.45 KDDF (1485) s* 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. I REQUIREMENTS OF SBC 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 LL DEFL = 0.015" @ 7'- 10.7" Allowed = 0.629" MAX TL DEFL = -0.033" @ 7'- 10.7" Allowed = 0.839" 7-10-12 5-07-09 SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-00-08 4-10-04 5-07-04 MAX HORIE. LL DEFL = -0.014" @ 13'- 3.2" f f f MAX HORIZ. TL DEFL = 0.031" @ 13'- 3.2" 12 12 9.00 IIM-4x4 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. 4 4.0" ,/-,/ Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11 zgi load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads rn the plane of the truss only. d� M-3x97 � �0 Al o0 oO 0 1M-1.5x3 1 6.00 6.00 12 12 l , i5 6# , 1 1-00 2-09 5-01-12 5-07-04 t y ,O PRO. ' y 13-06 y �+�J` t'''''' `',. +�7�y 1 tr��9.. 4 89200PE r JOB NAME : RT REVISED ENGLISH 4 PLEX - G1 -�'"',. Scale: 0.3249 4 tr WARNINGS: GENERAL NOTES, unlessatherwtae noted 7' OREGONr ,4, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end le for an individual 7 "�V Truss: G1 and Warnings before construction commences. building component.Appllcabillty of design parameters and proper �+j G 2.2x4 compression web bracing must be Instellatl where shown+. incorporation of component Is the responsibility of the building designer. L<h U {4 yl� i 1 3,Additional temporary bracing to Insure stability during construction 2.Design anumea the top and bottom chorda to be laterally braced at V / {Ow Is Me responsibility temporary re of the erector.Additional permanent bracing at T cc and at 10 o.e respectively unless braced throughout their length by w,,,P3 �` continuous sheathing such as plywood sheathing(TC)andlor drywal(SC) f+•f y DATE: 5/24/2017 the overall structure Is the responsibility of the building designer. 3.a Impact bddging or lateral bracing required where shown++ SEQ. : K3237353 4.No load should beapplied toany component until after ailbracing and 4.Installation st llationoftniinIsthe.e�abu»y at the oee contractor. .iearhent, fasteners are complete and Cl no time should am loads greater then Design assumes design seas be applied m any compenem. end are for"dry condNon of use TRANS ID: LINK s compurmehas nocontrol over and aewmeenoreepenablryrorme 6 Design r;mesfullbearingatalsupportsshone.ShimorwedgeIf EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. May A as Ln AY'20 A 7 6.This design Is furnished witted to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l y L 1 TPUWTCA in SCSI,copies of which will be furnished 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-/311,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/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-6=(-240) 602 3-6=(-221) 160 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-812) 167 6-7=(-279) 686 3-7=(-205) 196 WEBS: 2x4 KDDF STAND; 3-4=(-796) 187 7-8=( -57) 84 7-4=( -61) 473 2x6 KDDF 62 A LOADING 4-5=(-778) 190 7-5=( -66) 504 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=1-560) 201 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"00. 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 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -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" ,r SEASONED LUMBER IN DRY SERVICE CONDITIONS A 2-09 / 5-01-12 ` 5-07-04 MAX HORIZ. LL DEFL = -0.015" @ 13'- 3.2" I j' MAX HORIZ. TL DEFL = 0.025" @ 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" .( Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, Ili (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. M-3x9 M-3x4 3 7 �� M-5x8 `>� -/ 0 o 0 0 1 AL N 1 1 6 ++ o M-3x4 M-5x6 M-1.5x3 . Q 6.00 6.00 1 . 12 12 J1 ,L i l l Pen ROP 1-00 2-09 5-01-12 5-07-04 D f R OP y 13-06 y '`,� `�� s/�'�.sy' 89200PE r° JOB NAME : RT REVISED ENGLISH 4 PLEX - G2 / Scale: 0.3244 ate Q'�' WARNINGS: GENERAL NOTES, unless othercee noted * OREGON ,/ 1.Builder and erection contractor Mould be advised of all General Notes i TMs design Ie based only upon the parameters shown and H for an Individual �,,,r A+OREGON f�! Ix A. Truss: G2 and Warnings before conatmctlon commences. building component Applicability of design parameters end proper L a fat 2. 1 204 compression web bracing must be Installed where shown+. incorporation of component Is the reaponsibdity of the building designer. �jI^S "'7 4 Q� "}'+ 3.Additional temporary bracing to Insure stability during conelmc8on 2.Design assumes the tap end bottom chores to be laterally braced et V la me responsibility of the erector.Additional permanent bracing of 2 nt: end she hin rsuch as plyuoodsless sheathing(TC) throughouttheirdrylenglhby 4'RRII-�- DATE: 5/24/2017 the overall structure is the responsibility of the building designer. continuous sheathing saera)b plywood aired here c end,a drywaA(BC). sP^^ 8Y g 3.20 Impact bridging or lateral bracing required where shown+* SEQ. : K3 2 3 7 3 5 4 4.No bad should be applied to any component until alter all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive envhonment, TRANS ID• LINK design toads be applied to any component. and are for"dry condition.'of use. 5.DompuTrns hes no control over and assumes no responsibility for the 6.Design assumes NA bearing at all supports shown.Shim or wedge:1 EXPIRES: XP ry c[s.. t)Jry //70.4 fabrication,handling.shipment and Installation of components. 7.Design ssumes adequate drainage is provided. May 24,20/117 fL.0 ti3 LLil L. I 6.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TP6WTEA In SCSI,copies of which will be furnished upon request. fines coindde with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Int./CompuTrua Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1888(Web) 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 IC: 2x4 KDDF 414BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 71 2- 6=(-403) 641 3- 6=(-268) 240 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2- 3=(-810) 159 6- 7=(-453) 718 3- 7=(-209) 196 WEBS: 2x4 KDDF STAND; 3- 4=(-823) 236 7- 8=(-122) 160 4- 7=( 0) 180 2x6 KDDF 42 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 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PIE 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. 1COND. 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" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" '* For hanger specs. - See approved plans 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" ,r ,. 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-09 5-02-11 5-06-05 MAX HORIZ. LL DEFL = -0.019" @ 13'- 3.2" f T f f MAX HORIZ. TL DEFL = 0.024" @ 13'- 3.2" 12 9.00 M-4x6 Design conforms to main windforce-resisting 4 M-3x4 system and components and cladding criteria. 5 -, Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4h (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. 0 1 M-3x9 _4 iii 4.71111 III o 3 •0 M-5x10 t 47 ..... 6 / 41, 0 1 M-3x4 M-5x6 M-1.5x3 46.00 6.00 12 12 1 1 1 1 l 1�� 1-00 2-09 5-01-12 5-07-04 ��O P R Oi - 1 13-06 1 Isp �C.N�,NE��Y l�/1"" �._...89200PE r JOB NAME : RT REVISED ENGLISH 4 PLEX - G3 • Scale: 0.3369 +� /I Cr WARNINGS: GENERAL NOTES, unless otherwtae noted: -7 ORO Ja 1.Builder and erection mntraoter should be advised or al General Notes i This design Is based only upon the parameters shown and Is for an individual 1✓fl i.Jl A Truss: G3 end Warnings before construction commence. budding component.Applicability of design parameters and proper 47 • ..,,t "'V 2.2a4 compression web bracing must be Installed where shown« incorporation of component is the responsibility of the building designer. :/O Y 14 2-I^ 3.Additions!temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at bract o ng 2 o.c.and at 10'o c.respectively unless braced throughout their length byrv�rl��+ is the reapunslbilly of the erector.Additional permanentf continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). • �((.�� l,. DATE: 5/24/2017 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where Mown v• 1 SEQ.: K3237355 4.No bad should be applied to any component until after all bracing end 4.Installation of tttnisIsathhs espoosibuesyal to oespecivivel contractor. fasteners are complete and at no time should any loads greater than Design design loads be applied b any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuT ua has no control over and assumes no responsibility forme 6.Design assumes NN bearing at all supports shown.Shim or wedge If T EXPIRES: 12121/2017 fabrication.handling,shipment and installation al components. 7.Desgn assumes adequate drainage is provided. May 24,2017 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIMTCA In SCSI.copies of which will be furnished upon request. tins coincide with joint center Ones. MiTek USA,Inc./Com uTrus Software 7.6.8tL E For Digits basic concate ecer plate design inches.values P ( )' 7 9.For bash connector In values sae ESR-7317,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/Cit=1.00 TC: 2x4 KDDF #16BTR 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: 2x9 KDDF STAND; 3- 9=(-823) 306 8- 9=(-120) 158 4- 8=1 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 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG 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" -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. f' N,OND. 2: Design checked for net(-7 psf) uplift at 24 floc spacing. I 1, 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" ** 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" f f f 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 1 f f MAX HORIZ, LL DEFL = -0.021" @ 13'- 3.2" MAX HORIZ. TL DEFL = 0.025" @ 13'- 3.2" 8-00 T .f Design conforms to main wr ndforce-resisting 5 system and componentsand cladding criteria. 12 9.00 Wind: 140 mph, h=22.9ft, TCOL=6.0,BCOL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4 M-3x4 End vertical(s) are exposed to wind, 6 Truss designed for wind loads �p in the plane of the truss only. 11 0 M-3x 9 �� o 3 __ ..mmisolimpolLup �� M-5x10 0 ri , AAP 1 = 7 o M-3x4 M-5x6 M-1.5x3 Q 6.00 6.00 12 12 l y y l y A,��0) P R Op 1-00 2-09 5-01-12 5-07-04 i y �Co � GMNE • /Q 13-06 ' V R 'Li., :9200 E. r JOB NAME : RT REVISED ENGLISH 4 PLEX - G4 Scale: 0.2862 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON le Truss G4 1.Builder and erection contractor should be advised or al General Notes 1.This designigss based onlynupontheparameters parameters and Is Pr an individual OREGON *_ "'C/ and Wamings before construction commences. buildingr Applicability f designt d ,..f y,, Y's 2.254 compression web bradng must be instated where shown+ incorporation of component Is the responsibility of the building designer. l'1 All}' 1 4 2= 3,Additional temporary bracing to insure stability during construction Z Design assumes the top and bottom chorda to be laterally braced at V 1"'I' �. by Is the responsibility of the erector.Additional permanent bracing o/ 2'a.1 and et 1 Cr hin reuch as ly unless s braced throughout d/their,y Ienglh). Fit C)10L continuous shging orng later as sting re dreg where s and/or dryweA(BC). DATE: 5/24/2017 the overall structure la me responsibility of me building designer. 3.2x Impact bridging or lateral bracing required where shown+i SEQ.: K3237356 4.No load should be applied is any component until after all bracing and 4. of . fasteners are compete and at no time should any loads greater man Deand Designassumes for"dry trusses are of tousbe TRANS ID: LINK design ubads beapplied toany s,andecomponent. 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.Cam Trus has no control over and assumes no responsibilitybr the fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 24,201.I 7 B.This design is furnished subject to the limitations set forth by 8.Plates shall be bcated on both faces of truss,and placed so Meir center May G TPNMCA In SCSI,copies of which ll be furnished upon request. lines coincide with joint center lines. 9.Digits indicate Me of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 19.For basic connector plate design values sae EBR-1311,EBR-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 DC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 7=(-391) 679 3- 7=(-287) 234 BC: 2x4 KDDF #1&BTR 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 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 8- 6=(-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 <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 45.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 POE Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -121/ 751V -115/ 231H 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 RODE (1485) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1- OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc apaoinq. l 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-1.504 or equal at non-structural vertical members (uon). 11-11-11 1-06-05 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.040" @ 8'- 0.0" Allowed = 0.629" „ For hanger specs.- See approved plans "( 1' MAX TL DEFL = -0.039" @ 8'- 0.0" Allowed = 0.839" ,/ 2-U`9 / / 5-00-11 4-02 1-06-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.021" @ 13'- 3.2" MAX HORIZ. TL DEFL = 0.026" @ 13'- 3.2" 8-00 f 1' 8 Design conforms to main indforce-resisting 12 system and components and cladding criteria. 9.00 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=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-4x6 in the plane of the truss only. 4 M-3x4 'OMMI111.111111.1.111 ‘ -1 0 M-3x4 1� o 3 8 1 y` M5x10 up , Agit r�l�e.0 ell: -. 0 1 0 M-3x4 M-5x6 M-1.5x3 Q 6.00 6.00 p 12 12y, 4. C] [" 1-00y 2-09 y 5-01-12 y 5-07-04 �'� y � V,�✓ 13-06 ,L44.,- ...c- (� V �/c�: C� -t. b, :9200PE r . JOB NAME : RT REVISED ENGLISH 4 PLEX - G5 Scale: 0.2566 [}''' WARNINGS: GENERAL NO7E5, unlessatherwtee noted: # OREGON /�"^ 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and k for an Individual �j �}_ !l 4T4J , ,��(( Truss G5 and Warnings before canatructlan commences. - building component.Applicability of design parameters and proper �i^' �/ ai (S..\t''' 2.Doi compresNon web bradng must be installed where shown+ Incorporation of component is me responsiblsy of the building designer. <0 '7 3." 1 4 2. 4 3.Addllonal temporary bracing to insure stabitty during construction 2.Design assumes the top and bottom chords to be laterally brsced at 1 , Is the reaponsib1Nty of me erector.Additional permanent bracing of 2 continuous and et 10 o c.rsuch a ply unless braced throughout mak length by �Fi IR ILL DATE: 5/24/2017 the overall structure h the responsibility of building deo 20 Impact sheathinga,such as acing relywood uiredsheatwhere onmor drywen(ee). span fty o g blade 3.2s Impact bridging or hares bracing required where shown t a SEQ.: K3 2 3 7 3 5 7 4.No road should be applied to any component until after all bracing and 4.Installation of truss a me rsa Is be used 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 nomconoWe environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompoTnn has no control over end assumes no responsibility forme 6.DeettgNassumes NII bearing el all supports Mown.Shim or wedge g EXPIRES: 3,a(]'p [+.. (11/ry /201 hbrcatlon,handling,ehlpment and inatagetien of components. necessary. fl 4] F/J 7 L I 7.Design assumes adequate drainage is provided. May 24,2017 6.This design R hamb ehed subject to the limitations sat forth by S.Plates shall be a led on both feces of truss,and placed so their center TPWJICA In BCSI,copies of which wilt be fumhhed upon request. lines coincide with OW center lines. MiTek USA,Inc./Com uTrus Software 7.6.8(1L 9.Diggs indiate she of plate in Inches. P )-E f 0.For base connector plate design values see E5R-1311.ESR-1988(WWI 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=(-5302) 732 1- 6=( -692) 4526 6- 2=( -408) 2872 4- 9=(-5244) 854 BC: 2x6 KDDF 41&BTR 2- 3=(-2486) 406 6- 7=( -686) 4490 2- 7=(-2782) 520 9- 5=( -102) 28 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-1522) 364 7- 8=(-1526) 2704 7- 3=( -182) 1308 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=( -158) 196 8- 9=(-1526) 2704 7- 4=( -552) 3592 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V B- 4=( -282) 1664 TC LATERAL SUPPORT <= 12"00. 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= 1967.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -677/ 4584V -2000/ 2000H 5.50" 7.33 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -989/ 6028V -2000/ 2000H 5.50" 9.64 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 ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.040" @ 6'- 1.1" Allowed = 0.727" - MAX TL DEFL = -0.080" @ 6'- 1.1" Allowed = 0.969" nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" o in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.016" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.024" @ 0'- 5.5" 12-00-11 3-04-13 [COND. 3: 2000.00 LBS SEISMIC LOAD. 6-02-13 5-07-13 1-07-05 1-11-08 Design conforms to main windforce-resisting 1. 1' 1. T T system and components and cladding criteria. 12 Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 1 =M-8x8 M-1.5x3 3 4 5 load duration factor=1.6, �D' � -/ End vertical(s) are exposed to wind, !N, Truss designed for wind loads n the plane of the truss only. M-3x6 2 4.1' 11 o All ., 0, M-5x10 o ,-1 millillilliii i I 6 7 8 M-3x8 =M-8x8 M-3x8 o i =M-4x4 P[] y y y 7 1967# , � [�C_� '`O � .. 6-01-01 5-07-13. 1-09-01 1-11-08 `xG y y r,7�C' �GyNEIS' / i 15-05-0817 I `C. •9200PE • r JOB NAME : RT REVISED ENGLISH 4 PLEX - GGIRD • Scale: 0.2489 t 1 .10 ` WARNINGS: GENERAL NOTES, uNessotherwfsenoted: "y A a OREGON ((f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is bran individual tk 4E, Truss: GGIRD and Warnings before canstrecnan commences. building component.Applicability of design parameters and proper '17444, {� 2.204 corr asion web bracing must be Installed where shown,. incorporation of component Is me responsibility of the building designer. '.0 . 1 A 2- 3.Additional temporary bracing to Insure stability during conNructlon 2.Design assumes the top and bottom charts to be laterally braced et V 1 W , ,,w, by Is the responsibiAty of the erector.Additional permanent bracing of c nti and at t O his respectively ply unless braced throughout their length). �R R i� ' Atha' DATE: 5/24/2017 the overall structure is the re elbN f the buildingdesigner. continuous sheathing inor laterh l b acinplywg requirede sia where shown and/4r tlrywaA(BC). ,(y epon Ay o B 3.2a Impact bridging lateral bredng where ++ SEQ.: K3 2 3 7 3 5 8 4.No load should be applied to any component until after at 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 5.Design assumes trusses are Is be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are far conditionor use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Deg'mamassumes full bearing at all supporta Mown.Shim or wedge If EXPIRES: V DI I'3 CCs.. 2/t]1!A f1 A 7 fabrIcation,handling,shipment and Insiallation of components. 7.Design assumes adequate drainage is provided. May 24,2017.If1L43 L J'I Lill/ 6.This design is furnished killed to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPINJICA in BCSI,copies of which coil be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19s8(MNek) J This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2268) 317 1-6=(-368) 1686 6-2=( -130) 1056 BC: 2x6 KDDF #16BTR 2-3=(-1232) 218 6-7=(-366) 1665 2-7=( -957) 217 WEBS: 2x9 KDDF STAND; LOADING 3-9=( -222) 252 7-8=(-216) 863 7-3=( -280) 1789 2x4 KDDF #16BTR A LL = 25 PSF Ground Snow (Pg) 9-5=( 0) 0 3-8=(-1639) 347 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=( -234) 194 TC LATERAL SUPPORT <= 12"OC, DON. BC UNIF LL( 193.8)+DL( 135.0)= 278.8 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. 0'- 0.0" -306/ 2107V -169/ 3341i 5.50" 3.37 ROOF ( 625) Hangers attached to the bottom chord 12'- 1.0" -903/ 2107V 0/ OH 5.50" 3.37 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 0" For hanger specs. - See approved plans 4-01-12 3-10-10 3-08-14 0-03-12 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 ,1' ,f .f ,( ,f MAX LL DEFL = -0.028" @ 4'- 0.0" Allowed = 0.558" MAX TL DEFL = -0.050" @ 4'- 0.0" Allowed = 0.749" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 M-1,5x3 5 -s 4 MAX HORIZ. LL DEFL = 0.007" @ 11'- 7.5" MAX HORIZ. TL DEFL = 0.013" @ 11'- 7.5" Design conforms to main windforce-resisting system and components and 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=1.6, M-3x6 End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. I I t 0 m M-3x5 #4All 2 0.AI• ft. 16 a 8 o M-5x10 M-3x6 _ M-6x6 M-6x8 y 4-00 y 3-08-14 y 4-04-02 y ,,(‹ C% 00/1""ROPE y 12-01 y , ``. t. t9 s/49 89200PE <' JOB NAME : RT REVISED ENGLISH 4 PLEX - HGIRD Scale: 0.3262 - �ilr - WARNINGS: GENERAL NOTES, unless otherwise noted. 7 OREGON 4,/ 1.Builder and erection comrador should be advised of ail General Notes 1 This design is based ono upon the parameters shown and Is for an individual 1 Truss: HGIRD and Warnings before construction oammenoee. building component /Applicability of design parameters and proper ,G" 4, \ #4^4. 2.2aa compression web bracing must be installed where shown v inoorparalen of oarnponent is the responsibility of the building designer. f4 { 3.Additional temporary bracing to inure stability during conemctlon 2.Design assumes the top end bottom chorda to be la cre b braced at 1 is the responsibility of the erecter.Additional permanent bracing of 2 o l and et 10 o n.rsuc as ply unless sheathing(TC) )T)anthroughout their d,y length by j*./R I.I V� continuous us shging or such as plywoodre uir st where s ose,ar nryvnN(BC). (� DATE: 5/24/2017 the overall atrudure k the responsibility of the building designer. 3.20 impact bridging or lateral bracing required where shown•n SEQ. : 0(3 2 3 7 3 5 9 4.Ne lead should be applied to any oampenent until after all bradng and 4.Installation of tnimathe are xpo responsibility aityy 0,reSpe blue a ntra ctor. fasteners are complete and at no time should any loads greater than Design assumes TRANS I D: LINK design loads be applied to any component and.re for dry sandman et use. 5.CompuTrus has no control over and assumes no responsibility for the a De Bgµ�aumee NA bearing at all supports Mown.Shim or wedge If EXPIRES: V[]'1")C Ce. /1/ri /A/IA 7. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 flGt3 G/" Lll l l 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center y TPW,tTCA in SCSI,copies of which will be Nmished upon request lines coincide slth joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Int./CompuTrus Software 7.6.8(IL(.E 10.For basic onnnecler plate design values see ESR-1311,ESR-1088(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "ac spacing. TC: 2x9 KDDF #1&HTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. WEBS: 2x4 KDDF STAND LOADING Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, TrM-1.5x9 orequal at n -structural LL = 25 PSF Ground Snow (Pg) in the designed for wind s loads only. vertical members (uon)n LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IOC 2015 AND IRC 2015 NOT BEING MET. No te:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-05-04 0-03-12 'f ' l 12 4.00 v M-1.5x3 1ii4 N LP 1 0 I MI In N m 0 5 6 1111111111 M-3x4 M-1.5x3 l l >L 1-00 5-09 t.0 PROFFS 89200PE r JOB NAME : RT REVISED ENGLISH 4 PLEX — I1 Scale: 0.6959 10 4t. WARNINGS: GENERAL NOTES, unless otherwise notedOREGON4c,b 1.Builder and erection contractor should be advised of ail General Notes t.This design based onty shown upon the parameters shoend Is ter an individual s� A4 Truss: I1 and Warnings before construction commences. building componentApplicability of design parameters and proper .�� 2j��y �(� N 2 2x4 compression web blowing �� ng must be installed where shown+. Incorporation of component la the responstbllity of the building designer -7! V 3.Additional temporary bracing to insure stability during ronetructon 2 Design assumes the top and bottom chords to be laterally braced at (ey Is the responsibility of the erector Additional permanent bracing of 2 o c.and at I o o c.respectively unless braced throughout their length by �R R I�`LTo.*To.*continuous sheathing such ea plywood sheathing(TC)end/or drywall(BC). + DATE: 5/24/2017 the overall structure is the responsibility of the balding designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K3 2 3 7 3 6 0 4.No load should be applied to any component until after all bracing end 4.Installation of suss Is thehresponsibility are spo o bine of eerospctiivve c traIro�rmam. fasteners are complete and at no time should any loads greater than and are assumes dry trusses of use. TRANS I D: LINK design loads be applied to any component. 6 Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12131/2017 5.CompuTnn has no control over anti assumes no responsibility for the wry, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of Was,and pieced so their center TPIAMCA in SCSI,copies of which will be furnished upon request. Ones coincide with Joint center lines. 9.Digits indicate size of plate m limbos. Welt USA,Inc./CompuTrus Software 7.6.6(1L)-E 19.For basic connector plate design values see ESR-1311.ESR-7988(WPM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x4 KDDF #155TR SPACED 29.0" O.C. 2-3=(-79) 67 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 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PUP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 411V -22/ 68H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.90 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (tion). 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. '• For hanger specs. - See approved plans 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 = 0.057" @ 3'- 1.3" Allowed = 0.315" 5-05-04 0-03-12 MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.1" Allowed = 0.972" SEASONED LUMBER IN DRY SERVICE CONDITIONS l' ' l' 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 4.00 IT,'" 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=15ft, 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 vertical(s) are exposed to wind, Truss designed for wind loads - in the plane of the truss only. N O N rn r-4 ,- -.1111111111111111111111111111111 rn 1 j 1 � 11111111111. 1111INIal --/ 2 5 0 M-3x4 M-1,5x3 1 l b 5-05-04 0-03-12 ; ), y 1-00 5-09 cO PRQ/ 6, cco EvG'I NE�9 >J ' 89200PE r° JOB NAME : RT REVISED ENGLISH 4 PLEX - I2 ' /--r'" . .- Scale: 0.6079 ,,. WARNINGS: GENERAL NOTES, unbn otherwise noted. 7 OREGON .0 Truss: 12 1 Builder and erectnn contractor Mould be advised of all General Notes 1.Thb design la based only upon the paremepre shown and is bran Individual s,. iZ/ and Warnings before construction commences. building componentApplicability of design parameters and proper N 44, 2.204 compression web brewing must be installed where shown 5. Incorporation of component la me responsibility of the building designer. y/y Y' 14 !'10� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be later*/braced et V f+ Is the responsibility of the erector.Additional permanent bracing of 2o.cand etea oc.reepectiveiy unless braced throughout their length by s.v.` ATLV continuous sheathing such as plywood sheathing(TC)endlor drywnN(BC). fy eL71 DATE: 5/24/2017 the overall structure is the responabgity of the building designer. 3.W Impact bridging or lateral bracing required where shown. SEQ.: K3 2 3 7 3 61 4.No load should be applied to any component until after all bradng and 4.Installation of twee Is the responsibility of the respective contractor. - fasteners are compete and at no lime should any bads greater than S.Design assumes trusses are to be used Ina non-corrosive environment, design made be applied ro anyM. and are far'dry condition.of use. TRANS ID: LINKno creed sue 6.Design assumes fulbearing atall supports shown.Shim orwedge if EXPIRES: 12/31/2017 5.CompuTrua has rm control over and assumes no responsibility for the ,y Obrbagan,handling,shipment and Installation of components. 7.Desi�gn assumes adequate drainage is provided. May 24,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Truss,and placed so their anter TPINVICA In SCSI.copies of which will be furnished upon request. lines colndde with kin center lines. g.Digits Indbale sire of pleb In Inches. . MiTek USA Inc./CompuTrus Software 7.6.8(1L)-E 10.For beak connector plate design values sue ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-29) 33 3-5=(-158) 109 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-65) 46 WEBS: 2x9 KDDF STAND - 3-9=( -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 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" -47/ 372V -18/ 57H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 9.0" -31/ 204V 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/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 = 0.025" @ 2'- 6.8" 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/ f 1 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.2" 9.00 l7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, 9 End vertical(s) are exposed to wind, 3 Truss designed for wind loads n the plane of the truss only. i rn ei ti o f 2 + 5 -/ M-3x4 M-1.5x3 • y 1 y 4-05-04 0-03-12 l y y 1-00 4-09 cO PR op? ss :9200PE JOB NAME : RT REVISED ENGLISH 4 PLEX - I3 0111!/°! Scale: 0.6189 ' r WARNINGS: GENERAL NOTES, unless atharvdse natetl erection ©110 tr. REy- ON 1.Builder and ereon contractor should be advised o!all General Nates 1.this design based only upon the parameters shown and h for an individual1111 tV71J1 Y Truss: 13 and 1Namingsbefore construction commences. building component. pplca lityofdearonparametersandproper 2.2s4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. f/v, '7 {4 O 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at fir( 1 Is the responsibility of the erector.Additional permanent bracing of 2 o i and at 10'o c.rsuchas plywood ly woods braced(TC)and/or their length). continuous sheathing such as ptywg re uired mere shown annoy drywell(BC). +++��///,(CY" DATE: 5/2 9/2 01'7 itis overall structure tithe reeponstbllgy o!the building designer. 3.2z Impact bntlgin g or there)bracing ity of the respe ca++ SEQ.: K3237362 4.Naenload sarec bern etelntoonotiessh d wnyafter agerectngand 4.t Inesignlionsc ofesttruss Isthe re to beseofthese.arnvecoenviron fasteners are compete and at no gme should any loads greater man 5.Design eorumyaondooeare h be used m a nan<ormarv..nmronmem, TRANS ID: LINK design loads be appPd to any component. end are or"dry condition"o!use. C S.CompuTrus has no control over and assumes no responsibility for the 6 Des ign assumes tail bearing at all supports Mown Shim or wedge if EXPIRES: 12/31/2017 fabrication handling,shipment end installation or components. ceryign a L11�\I- f1Lt7 1 Lr/J fL f 7 Petshattbeesetedonbodthlfagelapresis May 24,2017 B This design is furnished subject to the limitations sat lane by A.Plates shall be haled on both faces of Imes and placed so their center TPg'MCA in BCSI,copies of which ell be furnished upon request. Imes coincide with joint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.8)1L)-E 10.For basic connector pate design values see ESR-1311,ESR-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-00-00 MONO HIP SETBACK 2-03-08 FROM END WALL IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #18BTR 9-00-00 GIRDER SUPPORTING 11-02-08 1-2=(-491) 90 1-4=(-81) 362 4-2=( -7) 155 BC: 2x8 KDDF #1813TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-362) 83 4-5=(-22) 39 4-3=( -67) 371 WEBS: 2x4 KDDF STAND 3-5=(-284) 117 LOADING TC LATERAL SUPPORT 24"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 2'- 3.5" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC UNIF LL( 53.6)+DL( 21.5)= 75.1 PLF 2'- 3.5" TO U- 0.0" V 0'- 0.0" -112/ 663V -20/ 40H 5.50" 1.06 KDDF ( 625) BC UNIF LL( 0.0)+DL( 21.5)= 21.5 PLF 0'- 0.0" TO 9'- 0.0" V 9'- 0.0" -192/ 575V 0/ OH 5.50" 0.92 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 115.1)+DL( 92.11= 207.2 PLF 0'- 0,0" TO 4'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC CONC LL( 29.7)+DL( 9.9)= 39.5 LBS @ 2'- 3.5" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.003" @ 2'- 0.0" Allowed = 0.154" Hangers attached to the bottom chord REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX TL DEFL = -0.004" @ 2'- 0.0" Allowed = 0.206" will have 1.5" max. nail penetration. SEASONED LUMBER IN DRY SERVICE CONDITIONS BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 3'- 10.3" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.3" 1-11-11 2-00-05 1 '1 +39.50# T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 7 Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, iimmAi (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) areexposed to wind, Truss designed forwind loads in the plane of the truss only. M-4x6 2 M-3x9 3 HH 1 1 IIIM4t11 I o [ 1 „s,, I 11000 9 5 0 M-5x16 M-3x4 M-1.5x3 y l ), 1-09-11 2-02-05 y 4-00 ��0 PR Opk, 4 89200P E. 9r' JOB NAME : RT REVISED ENGLISH 4 PLEX - IGIRD -al 4411 I I I .!+ e"""° Scale: 0.5898 020° WARNINGS: GENERAL NOTES, unless otherwise noted: rL" OREGON �4 I.Builder and erection contractor should be advised of all General Notes 1.Thl.design Is based only upon the parameters shown and la bran Individual lJ ffll 11��A1.JJ��VV w Truss: IGIRD and Warnings before construction commences, building component.Applicability of design parameters and proper �rj ANO' 2.244 compression web bracing must be installed where.Hawn.. Incorporation of component Is the responsibility of the building designer. <0 -14 ' 14 3.Additional temporary bracing to insure stablliy during construction 2.Dellen assumes the top and bottom chortle la be lelmlry braced et ,may Is the responsibility o!the erector.Additional permanent bracing o! T e c and al id o.c respectively unless braced throughout their length by ft' �. ��'yl continuous sheathing such as plywood Shea thing(TC)andtor drywall(BC). {Cy DATE: 5/24/2017 the overall structure is the responsibility of the building designer. 3.23 Impact bridging or lateral bracing required where shown** SEQ. : K 3 2 3 7 3 6 3 4.No bad should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are compete and al no Hew should any loads greater than 5.Design assumes trussaa are to be used Ina non-corrosive environment, TRANS I D: LINK design bads be applied to any component and are for"dry condition"of use. 5.CompuTn a has n control over and assumes no responsibility for the 6.Designnece�rywmes Inti bearing al a8 supporta Mown.Shim or wedge If EXPIRES: V I']I 17 C{�'. 2/3 !Ao 1 7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. May 24,2017 flLt7 G (L. 1 8.This design is furnished coped to the limitations sat forth by 8.plate.shell be located on both faces of truss,and placed so their center TPIA1TCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center linea. 9. its late in es. MiTek USA,Inc./Compuirus Software 7.6.8(1L)-E 10.For basic iconnector cate size piste design vat inc octans sae ESR-1311,ESR-1888(MRek) 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 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-4=(0) 0 BC: 2x9 KDDF 4103TR SPACED 29.0" O.C. 2-3=(-6B) 33 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 BEARING MAX VERT MAX BORE 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 = 95.0 PIP 0'- 0.0" -48/ 313V -1B/ 67H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -24/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 2'- 3.5" -20/ 22V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PAOVIDE FULL BEARINGI Jts:2,9,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 'oc spacing. 1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 1-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" '1' , MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 1.5" Allowed = 0.069" 12 MAX BC PANEL TL DEFL = 0.001" @ 1'- 1.5" Allowed = 0.092" SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 1,27 MAX NORIZ. 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=l5ft, 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 o f I o 0 1 M-3x4 1-00 2-03-08 ,0 PR OFFS ,c" 89200PE fir' JOB NAME : RT REVISED ENGLISH 4 PLEX - IJ1 ,,/ Scale: 0.7129 IMP • Cr WARNINGS: GENERAL NOTES, unless otherwise noted. 7 �ORE,-1/-�(,I .f- Truss: I J 1 1.Bulkier end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual OREGON WW V [(� and Warnings before constructionmust commence.. building component.Appllcablllty of design parameters and proper "1I LO � 2.2e4 compression web bracing be installed where shown-i. Incorporation of component is me responsibility of the building designer. �jy 3.Additional temporary bracing b Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at V iv. Is the responsibility of the erector.Additional permanent bracing of Y o c and e<10'o a respectively unless braced throughout(heir length by �'E R. 0- DATE: 5/24/2017 the avarallsWclure is the re Mbit of building designer. continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). f� eao" lty° 3.2s Impact bridging or lateral bracing required where shown a a SEQ. : 103 2 3 7 3 6 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the reeponsiblity of the respective contractor. fasteners are complete and at no time should any loadsused greater than B.Design assumes trusses are to be used In a non-corrosive environment, deal loads be II dlo an nt, and are for"dry condition"of use. TRANS ID: LINK g" pp° yCOmp°"° 6.Design assumes NH bearing atail supports shown.Shim orwedge if EXPIRES 12/31/2017 E CompuTrus hes no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and insiagation of components. 7.Design assumes adequate drainage is provided. May aJ 2q,2017 a.This design k furnished subject t Me limdatlns set forth by 8.Plates shag be located on both faces of truss,and placed so their center `t L TP6WZCA in SCSI,copies of which wgi be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate eke of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-1311,ERR-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 24 "oc spacing. ) TC: 2x9 KDDF fol&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF N1&BTR SPACED 24.0" O.C. Design conforms to main n windforce—resisting system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=15ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 45.0 PSF load duration factor=l.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 OOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 4-10 4-10 NOTE:DESIGN ASSUMES SHEATHING 4 T 1' TO ONE FACE. 12 12 9.00 p IIM-9x9 ' 9.00 2 "h.iihN to m 711111111111 kill 1 0 r o o I I q 5 y 1-00 y 9-08 y 1-00 y � ��,� PROP- • " 89200PE t,. JOB NAME : RT REVISED ENGLISH 4 PLEX - L1 ..� .-----..• Scale: 0.4985 ',log •' 11116 tt" WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised of all Cenral Nates 7.This design Is based only upon the parameters shown and is for an Individual f �f_OREGON v Truss: Ll and Warnings before constructlan commences building componentApplicability of design parameters and proper �� ,9 � ��AN 2.2a9 compression web biasing must be Installed where shown a. incorporation of compomnt Is the responsibility da to of the building dealgner -7 14 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chorda to be Iaierslly braced at by is me responsibility of the erector.Additional permanent bracing of 2 continuous and et 0.o.crsuch as ply unless braced(TC)an throughout their)engin). / .'IMO- DATE: 5/2 9/2 01'7 me overall structure la the responsibility of building deal continuous bridging sheathing such as plywood sheathing(TC)enNor drywall(SC). apon ny o g gner. 3.2a Impact bridging or lateral bracing required where shown*+ SEQ.: K3237366 4.Na load shaald be applied Is any nornponent until aCer all bredieg end 4. thesed ve fasteners are complete and at no time should any loads greater than end are for"dry trusses re t use. TRANS I D: LINK designpcTns be appliedcontrol any component. ,puna ty 6.Design assumes fun bearing at as supports shown.Shim or wedge If EXPIRES' 12/31/9017 5.Com Trus has no control over and assumes no re Ibil far the fabrication.handling,shipment end instaNation of components. 7.Design assumes adequate drainage is provided. May 24,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Imes,and placed so their center TPINV1 CA In SCSI.copies of whkh will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(IL)-E to.Far basic connector plate design values see ENR-1377.ENR-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 N1513TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2480) 356 4-5=(-1890) 2092 4-1=(-2292) 306 5-3=( -580) 2904 BC: 2x6 KDDF g1613TR 2-3=(-2480) 356 5-6=(-1890) 2092 1-5=( -580) 2904 3-6=(-2292) 306 WEBS: 2x6 KDDF #2; LOADING 5-2=( -342) 2162 2x9 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 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 TC LATERAL SUPPORT <= 12"OC. UON, BC UNIF LL( 290.9)+DL( 252.71= 593.6 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. 0'- 0.0" -469/ 338W -2000/ 2000H 5.50" 5.41 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -469/ 33B1V -2000/ 2000H 5.50" 5.41 KDDF ( 625) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Attach 2 ply with 3"x.131 DIA GUN GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. nails staggered: 9" oc in 1 row(s) throughout 2x9 top chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL DEFL = -0.018" @ 4'- 10.0" Allowed = 0.583" 9" oc in 2 row(s) throughout 2x6 webs, MAX TC PANEL LL DEFL = 0.095" @ 2'- 9.2" Allowed = 0.333" 9" oc in 1 row(s) throughout 2x9 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 0'- 2.7" 4-10 4-10 MAX HORIZ. TL DEFL = -0.004" @ 0'- 2.7" 1 T 12 12 ICOND. 3: 2000.00 LBS SEISMIC LOAD. I 9.00 M-4x6 9.00 Q Design conforms to main windforce-resisting 2 4 0„ system and components and cladding criteria. vIAL Wind: 140 mph, h=15ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), mme load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. M-3x8 M-3x8 1 iii4111 MlOgigiiiiiirl ko up o I I IIIIII 11tI1 ass MI - M-3x8 M-7x10 M-3x8 l y l 4-10 4-10 J• 9 08 y \NV PROP&, •44:,c\.e t-taGINE R V. :9200PE JOB NAME : RT REVISED ENGLISH 4 PLEX - LGIRD Scale: 0.4309 0i {a,.�.,, WARNINGS: GENERAL NOTES, unless othesdae noted + OREGON fat 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and Is for an individual )/ ll fl LTW I Y "'S,/ Truss: LGIRD and Warnings Wore construction commence., building component Applicability of design parameters and proper �j {� 2.244 compresaon web bradng must be Installed where chow)+. incorporation of component Is the rsapontlbll8y of the building designer. ✓/K -T�` {A ��,y� "�` 3.Andhbnal temporary bracing to insure stability during construction 2 Design assumes the tap end bottom chortle to be laterally braced at �w(A� 1 a'1' Is the responsibility of the erector.Addtmnel permanent bracing of 2 An and at 10 c.c respectively unless braced throughout their length by ',4 `A �+ )JAlE: 5/24/2017 the overall tlmcNra Is Me responsibility I the building designer. 10 continuous sheathing such as plywood Mealhlng(TC)and/or drywaRBC). {.',R �✓ apo^ ity o 8 g 3.24 Impact bddgirg or lateral bracing required where shown++ SEQ.: K32373 6 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility MM.respectNe contractor. fasteners are compele and at no time should any loads greater man 5.Design assumes vases are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. '��!! [[yy [+ {n /f� * 5.CompuTnn hes no control over and assumes no responsibility for the 6.Deng assumes MI bearing at all supports shown.Shim or wedge If EXPIRES: 1 9/31/20 17 ssary fabrication,handling,shipment and Installation of components. 7.De&gn assumes adequate drainage is provided. May 24,2017 8.This design Is fumlehed subject to the limitations eel forth by 8.PNtee shall be located on both faces of truss,and placed so their center TPIM?CA M BCSI.copies of which will be furnished upon request. lues coincide with join center lines. 9.Digits Indicate Gee of Pete In Inches. MITek USA.Inc./Compu7rue Software 7.6.8(1L)-E 1o.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 9'- 8.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main 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=l5ft, TCDL=6.O,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 PIP load duration factor=l.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 NON. 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. NOTE:DESIGN ASSUMES SHEATHING 4-10 4-10 TO ONE FACE. T T T 12 12 I I M-9x4 12.00 7 2 N12.00 I\ PER ICC CODES(IRC/IBC),TPI 1 AND REFERENCED BCSI, FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE INSTALLED ADJACENT TO SCISSOR TRUSSES. f N N l 11 r 0 0 I I .-1 r i 411h 5 (] 17 8920OPE r" JOB NAME : RT REVISED ENGLISH 4 PLEX — Ni /'0;00-. . .- Scale: 0.4235 WARNINGS: GENERAL NOTES, unless otherwise noted lel. Je 1.Builder and erection contractor should be advised of aN General Nates 1.This design Is based only upon the parameters shown and is for an Individual �/— OREGON V �,.. "C/ Truss: NI and Warnings before construction commences, building component.Applicability of design parameters end proper wG f ��At 2.2a4 compreadon web bracing must be installed where shown�. Incorporation of component is the responsibility of the Wieling designer. 1 3.Additional temporary bracing to Insure stability during conetructbn 2 Design assumes the top and bottom chortle to be laterally bread at ,s b+.. Is the responsibility of the erector.Additional permanent bracing of 7 a.c.and at 13 o c.respectively unless braced throughout their length by / w� �1 DATE': 5/24/2017 me overall structure k the responsibility f Me building des continuous sheathing such as plywood sheathing(TC)and/or drywa9(BC). "7((�: L Spon 8y o g igner. 3,2a Impact bridging or lateral bracing required where shown++ SEQ.: K3237368 4.Na load should be applied to any component until after all bredng and 4.Daelaiotwmrusllsatha responsibility owbflfty used tttaenespectivivelvenwn nr.nent, fasteners are complete and at no time should any Made greater than and grass medry trueses are to be TRANS I D: LINK d0 nrpn loads be applied m any component. sue. 6.Design assumes Ng bearing at al supports shown.Shim or'sedge if EXPIRES. 12/31/2017 5.Com Tnn has no control over and assumes no responsibilitymr the fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. May24,2017 8.Tills 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 TPIW7rCA in SCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.80 L)-E to.For basic connector plate design values see ESR-7377,ESR-7988(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: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( -12) 144 6-7=(-230) 245 6-2=(-592) 175 BC: 2x9 KDDF f1&BTR SPACED 29.0" O.C. 2-3=1-961) 99 7-8=( -53) 73 2-7=( -22) 217 WEBS: 2x9 KDDF STAND; 3-4=(-977) 99 7-3=( 0) 256 2x6 KDDF #2 A LOADING 9-5=( -12) 194 7-9=( -57) 282 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 9-8=1-592) 213 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" -72/ 615V -209/ 209H 5.50" 0.91 NODE (1485) 9'- 8.0" -72/ 615V 0/ OH 5.50" 0.41 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" 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" 1' 1' 10 MAX TC PANEL LL DEFL = 0.152" @ 6'- 10.9" Allowed = 0.382" 12 12 MAX TC PANEL TL DEFL = 0.141" @ 2'- 9.1" Allowed = 0.573" 12.00 M-4x6 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 73 4.0' MAX HORIZ. LL DEFL = 0.006" @ 9'- 5.2" A\ MAX HORIZ. TL DEFL = 0.010" @ 9'- 5.2" �� Design conforms to main windforce-resisting system and components and 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. 19-3x4AlL M-3x9 2 � M-5x8 �� , u7 1 1 r 1 A r 0 0 1 M-1.5x3 M-1.5x3 Q 6.00 6.00 12 12 II l 1 l l l 1-00 y 4-10 4-10 y 1-00 0 PRQp5. 9-08 �Cj' ' GIN' s�0 '. 89200PE. c' JOB NAME : RT REVISED ENGLISH 4 PLEX - N2 s ,�� ,�.�---- Scale: 0.3645 .101411 WARNINGS: GENERAL NOTES, unless otherMae noted: 1.Builder and erection contractor should be advised of aft General Notes 1.This design is based only upon the parameters shown and is for art individual 7/ /J.,=�•OREGON LV Truss: N2 and Warnings berme construalun commences. building component Applicability of design parameters and proper L+ -a, }� r\ 2.204 compression web bradng must be Installed where shown 0. incorporation of component is the responsibility of the building designer. /,0 'I r {4 2-',l 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chards to be laterally t their at 1 by M the responsibility of the erector.Adtlpbne1 permanent bracing of 2 ntin and at 1 D OA rsuchaply unless braced throughout their length). �: u� continuous sheathing or such as plywood sheathing(TC)and/or drywaA(BC). ly' DATE: 5/24/2017 the overall structure is the responsibility of the building designer. 3.201mpact bridging or lateral bracing required where Mown♦0 SEQ.: K3 2 3 7 3 6 9 4.No load should be applied to any component until after all bracing and 4.InstaNallon of truss Is the responsibility of the respective contractor. fasteners are compete and at no time should any bads greater than 5,Design assumes trusses are to be used ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component, and are for dry condition'of use. S.Compulrus has no control over and assumes no responsibility ler the 8.Design assumes loll bearing at ail supports Mown.Shim or wedge if EXPIRES: PI RES: 1 n 31/201 7 necessary. C/�f7(lLt� l/L.f7 ( ll7! fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. May V n,S'n O.t 7 8.This design is furnished sub{ed to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center AV I J LY L 1 TPIA17CA in SC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits lte eBs pn seio inches. MiTek USA,Inc/Com uTrus Software 7.6.8 1L)-E 7 For bask connector n actorplated inc values see ESR-1311,ESR-1988(Wilk) 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-462) 101 4-5=(-192) 203 9-1=(-405) 146 5-3=( -28) 266 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-473) 125 5-6=( -50) 72 1-5=( -23) 219 3-6=(-405) 171 WEBS: 2x4 KDDF STAND; 5-2=( 0) 256 2x6 KDDF #2 A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG 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. UON. TOTAL LOAD = 45.0 PSF 0'- 0.0" -67/ 435V -170/ 1706 5.50" 0.29 KDDF (1485) 9'- 8.0" -67/ 935V 0/ OH 5.50" 0.29 KDDF (1485) LL = 25 PSF Ground Snow (Pg) ICOND. 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 = 0.382" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.048" @ 2'- 7.1" Allowed = 0.573" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS 9-10 4-10 MAX HORIZ. LL DEFL = 0.006" @ 9'- 5.2" MAX HORIZ. TL DEFL = 0.010" @ 9'- 5.2" T T f 12 12 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 12.00 V N 12.00 2 4.0" Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, AC (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 rn the plane of the truss only. M-3/111 AdiAliM-3x4 5f 8 Q� -r N I 1 r- A r 0 0 1 1 M-1.5x3 M-1.5x3 Q 6.00 6.00 12 12 1• y l pp�y 4-10 4-10 0 r RQp-k- l 9-08 l C2t�Co 0,�1N -/��5� 4 89200PE t' JOB NAME : RT REVISED ENGLISH 4 PLEX - N3 • '�,�j; Scale: 0.3653 r'^' '' tr WARNINGS: GENERAL NOTES, unless otherwise noted: © OREGON fe 1.Builder and erection contractor should be advhed or all General Notes 1.This design is based only upon the parameters shown and is for an Individual �/� OI 4, REGON M1.JIV "{I Truss: N3 and Warnings before construction commences. building component.Applicability of design parameters end proper +^f. �A y_ ry\t `A. 2.254 compression web bracing must be Installed where Mown+. incorporation of component is the responsibility of the building designer. -U y V �"t"` 3.Additional temporary bracing to Insure stability daring construction2.Design assumes the top and bottom chortle to be laterally braced at Is the respontblAN of the erector.Additional permanent bracing of 7 titin and sheathing t P rsuch as sty unless braced(TG)srst ihelr length). A R'1 L� conmpacts ddgingor such l b acwro re uired Ing re s arWar tlryweA(BC) i.' DATE: 5/24/2017 the overall structure le the roaponsibAlly or the building designer. 3.25 Impact bdtlgirp or lateral bracing required where shown•• SEQ. : K3237370 4.No load should be applied to any component until after all basing and 4.Installation stllni vof truss Iss thheespoonblieyeithnresudnove.nomotor. fasteners are compete and at no time should any loads greater then a TRANS I D: LINK design loads be applied to any component. s and re for'try condition' n n.e�f see.supports spawn.shim or wedgeif 5.CampuTrus has no control over and assumes no responsibility for the cogn5cesumee g aEXPIRES: 12/311 017 fabrication,handling.shipment and installation of component. 7.Design assumes adequate drainage is provided, May Z4rZO 17 8.This design Is furnished subled to the limitations set forth by B.Plates shell be located on both faces of Wss,and placad so het center TP WJTCA In BCSi.copies of which will be furnished upon request. lines coincide with hint center lines. 9.Digits indicate oke of plate in Inches. MiTek USA,Ina/CompuTrus Software 7,6.8(114-E 10.For basic connector plate design values see ESR-1311.ESR-1968(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 9WR/ODF/Cq=1.00 TC: 2x9 REEF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-1632) 1363 9-5=(-2233) 2261 4-1=( -994) 799 5-3=(-1990) 1609 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-1632) 1363 5-6=(-2233) 2261 1-5=(-1990) 1609 3-6=( -999) 749 WEBS: 2x4 KDDF STAND; 5-2=1-1028) 1298 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"0C. UON. DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF 0'- 0.0" -692/ 1002V -2000/ 2000H 5.50" 0.67 KDDF (1985) 9'- 8.0" -692/ 1002V -2000/ 20006 5.50" 0.67 KDDF (1985) LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked fox 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/290, TL=L/180 MAX TC PANEL LL DEFL = 0.153" @ 6'- 10.9" Allowed = 0.382" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.048" @ 2'- 7.1" Allowed = 0.573" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.090" @ 0'- 2.7" 4-10 • 4-10 MAX HORIZ. TL DEFL = -0.099" @ 0'- 2.7" 12 12 ICGND. 3: 2000.00 LBS SEISMIC LOAD. M-9x6 12.00 712.00 Design conforms to main windforce-resisting 2 4.0" system and components and cladding criteria. iNN Wind: 190 mph, h=22.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, cat.2, Exp.O, t4WFRs(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. 1L. M-3x9 M-3x4 10111 15 f e/P,6,11 M-5x6 4 - N u) 1 r A r 0 0 1 M-3x4 M-3x4 Q6.00 6.00 12 12 1 1 1 l 4-10 4-10 y ��•�0 PR°per, 9-08 t,,ca 6'9 r� CC' 89200PE • r JOB NAME : RT REVISED ENGLISH 4 PLEX - NDRAGia+' Scale: 0.3653 l 11,: WARNINGS: GENERAL NOTES, unless otherwise noted "7 OREGON ,^,(( t.Builder and erection contractor should be advised of ail General Notes 1.ThIa design is based only upon the parameters shown and Is for an Individual Truss: N DRAG and Warnings before construction commence. building component.Applicability of design parameters and proper 2.244 compression web bracing must be Installed where shown a. ncorporebmn or componentIa the responsibility orae building designer. f,,ry "Q�+' ,�4.. 2.0 �-{-. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chorda to be IeterelN braced at 'V Is me responsibility of the erector.Additional permanent bracing of ro�i end at ICC hin rsuch as ply unless bac. n am their length by ��R 1 L\_ DATE: 5/24/2017 me overall structure N the responsibility of the building designer. 3 2a impact bridging or laterei EnCngo quiresheathing(TC)down•• drywaA(BC).SEQ. : K3 2 3 7 3 71 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 5.Design assumes basses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end dlyincorpodrycondlgon"ofuse. 5.OompuTas has no control over and assumes no responsibility far the 6.Design assumes NX bearing at all supports shown.Shim or wedge If EXPIRES: ES: 1 2/31/A 01 7 fabrication,handling,shipment end installation of components. necessary. C/l(-IflLt3 LIJ L:kll( T.Design sassumes adequate othlfa sofIs rus4sea. May 24,2017 8.This design Is Nmiehad subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed se their center TP WVICA in SCSI,copies of which will be furnished upon request. lines coincide 04th joint center lines. 9.Digits Indicate size o1 plate in Inches. MiTek USA InciCompuTrus Software 7.6.8(1L)-E to.Far basic connector plate design values see ENR-1311,ERR-f 988(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: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-158) 203 4-5=(-275) 912 1-4=( -138) 65 2-6=(-1874) 434 BC: 2x8 KDDF 016BTR 2-3=(-158) 203 5-6=(-275) 912 4-2=(-1874) 435 6-3=( -138) 65 WEBS: 2x4 KDDF 816BTR LOADING 5-2=( -430) 3024 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 9'- 8.0" 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 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -585/ 2966V -283/ 283H 5.50" 4.75 KDDF ( 625) Single member as shown. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 8.0" -585/ 2966V 0/ OH 5.50" 4.75 KDDF ( 625) Hangers attached to the bottom chord LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. will have 1.5" max. nail penetration. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved pla@lalp 9-10 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 l MAX LL DEFL = -0.031" @ 4'- 10.0" Allowed = 0.438" 1 MAX TL DEFL = -0.057" @ 4'- 10.0" Allowed = 0.583" M-1.5x3 M-Silo M-1.5x3 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 2 3 ,/ MAX HORIZ. LL DEFL = -0.003" @ 9'- 4.5" 1 - D MAX HORIZ. TL DEFL = 0.005" @ 9'- 4.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.3ft, 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. +/i �* 0 m m I 7I 4** 5 ** 6 M-7x12 M-4x12 M-7x12 y y i 4-10 4-10 0 PR Opt y 9-08 y w� �taGINE,�c� 89200}E r" JOB NAME : RT REVISED ENGLISH 4 PLEX - NGIRD �,, � Scale: 0.3563 WARNINGS: GENERALNOTES, uNeopen meparsoted. . ' OREGON ici 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and N Mr an Individual Truss: NGIRD and Warnings before construdoncommen«s buildingcomponent.Applicabilityofdesignparametersandproper � P 2.254 compression web bracing moat be Installed where shown*. incorporation of component Is the responsibility of me building designer. /.0 Alk 1/I `�I' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bohom chords to be laterally braced at S./ 1"t by is the responsibility of the erector.Additional permanent bracing of Poo c and at 1 sheathingnhnuous a o.lsuch as ply unless sheathing(TC) (TC)throughout they length). R R 10- DATE: 5/24/2017 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required eihl a ch coo:drywap(SC). (�y, SEQ. : I'13 2 3 7 3 7 2 4.Na tad should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes busses are to be used In a noncormslve environment, design leads be applied to any component and are for dry condition.of use. TRANS I D: LINK 5 CompuT ua hes no control over and assumes no responsibility for the 6.Design assumes full bearing at of supports Move.Shim or wedge If EXPIRES 12/310017 2/31 I O A 7 tbricattn,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May�ArnOC/�k 1��J IlCti7 GIJ I( 1/ 8.This design Is furnished subject to the limitations set forth by 8.Mates shall be located on both faces of truss,end placed so their center 'V I y 'i L TPIIWICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc.lCompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-1311,ESR-lose(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -7) 30 2- 9=(-86) 269 9- 3=(-36) 108 BC: 2x4 KDDF 116BTR SPACED 24.0" O.C. 2- 3=(-403) 207 9-10=(-72) 255 6-10=(-36) 108 WEBS: 2x9 KDDF STAND 3- 4=( 0) 0 10- 7=(-85) 269 i LOADING 3- 6=(-255) 180 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-403) 207 TOTAL LOAD = 45.0 PSF 7- 8=( -7) 30 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED 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) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -66/ 418V -50/ 50H 5.50" 0.67 KDDF ( 625) OVERHANGS: 8.0" 8.0" 8'- 2.0" -66/ 418V 0/ OH 5.50" 0.67 (DIF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. considered for this design. 3-06-11 1-00-10 3-06-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 4 4 4 ,' MAX LL DEFL = -0.000" @ O'- -5.1" Allowed = 0.067" MAX TL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.089" 3-06-11 0-08 1-00-10 0-08 3-06-11 MAX LL DEFL = 0.016" @ 2'- 10.7" Allowed = 0.362" ,r ,r ,r i' ,r ,r MAX TL DEFL = 0.015" @ 2'- 10.7" Allowed = 0.483" MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" MAX TL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.089" 3-01 3-01 SEASONED LUMBER IN DRY SERVICE CONDITIONS T f f T 12 12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 8.5" 9.00 Q 9.00 MAX HORIZ. TL DEFL = 0.002" @ 7'- 8.5" M-4x6 4 5 M-4X6 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=20.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, �O �� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), Asg load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. to i-i N TRUSS DESIGNED ASA PIGGYBACK.STRUCTURAL TRUSS IS BELOW. 2X4 STRIPPING REQUIRED AT 24"0C WHERE CONTINUOUS BEARING IS o SHOWN.SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. rd A2-08-03 I �� 9 10 �'� I 0 0 M-3x4 M-3x5 M-3x5 M-3x4 l l l l 3-04-15 2-08-03 3-04-15 1 CD� 0-02-03 8-02 0-02-03 4,0a\!'`� PRQpC, .SCJ `i`vGtNe /no , 89200PE r JOB NAME : RT REVISED ENGLISH 4 PLEX - P2CAP • Scale: 0.4981 ,it- WARNINGS: GENERAL NOTES, unless otherwise noted yy finf'�Fllsl 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual 7 A_OR• EGON W N�'1 Truss: P2CAP and Warnings before construction commences. bulidingcomponent.Applicabilityofdesign parameters and proper L/� .2 i�. 2QNO .� 2 204 compression web breHng must be Installed where shown+. Incorporation of component la the responsibility of the building designer. '1 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the top end bottom chords to be labrelly braced et ,�,r CT}. length by is the responsibility of the erector.Additional permanent bracing of 2 ntinc.end et f sheathing o n.rsuch ply unless b ethinaced throughout theyir osli)B). v��.I�` 1Q continuous gingen such as plywood where sand/or tlrywall(BC). .(' 1- DAT E: 5/24/2017 the overall structure Is me responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Mown+e SEQ.: K3237373 4.Noised should be applied to any component until den all btedng end 4.IOntalNeonnoofttrusiiasthee�wb�ityaitherespectovecocor.environment, fasteners are compete and at no time should any mads greater man g TRANS ID• LINK design loads be applIed Is ony component and are for dry condition of me. 5.CompuTrua has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: A/'l i Iw1(11 7. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 f JI/GEl1 e.This design Is Furnished subject to the limitations set forth by 8.Plates shall be Posted on both faces of truss,and placed so their center TPIohTCA in SCSI.copies of which will be furnished upon request. lines coincide Kith Joint center lines. 9.Digits Indicate size of plate In inches. MITek USAInc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" ICOND. 2: Design checked for net(-7 pef) uplift at 24 "oc spacing.] TC: 2x9 DF 2900F LOAD DURATION INCREASE = 1.15 BC: 2x9 ROOF N13BTR SPACED 24.0" O.C. kOND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND Design conforms to main windforce-resisting LOADING system and components and 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. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=l5ft, TC DL=6.0,SCOL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.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 M-1.509 or equal at non-structural BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP bearing wall for entire span UON. vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 15-10-03 5-03-10 15-10-03 T f T T 7-11-12 7-03-15 0-06-08 5-03-10 0-06-08 7-03-15 7-11-12 4 4 TT TT 1' T 15-06 15-06 4 1' 4 '1 12 M-4x6 5 6,ZcM-6x6 12 9.00 0.2 ' 111111, IlilI \Q 9.00 M18HS-5x16(5) AillliItJIl 1Gf M-1.5x3 M-3x8 M-3x6 M-1.5x3oo M-9x6 M-3x5(S) M-9x6 ry. y 7-10 y 7-03-15 y 6-09-15 y 7-02-03 y 7-10 y ' ,'I P R p, fiSO y y 17-00 l 20-00 y y 6�� NG{N��R ip 1-04 37-00 1-09 Gr' 89200 E. pr JOB NAME : RT REVISED ENGLISH 4 PLEX — P2FW Scale: 0,1873 `��' tp tr. WARNINGS: GENERAL NOTES, unless otherwise noted -7/._ OREGON !,u I.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 IndividualA. Truss: P2 FW end Warnings before construction commences. building componentAppllublliy of design parameters and proper °7 2.2a4 compression web bracing must be Installed where shorn+ incorporation of component Is the reeponelblllty of the building designer. 20 �` 1,y O` �' . 3.Additional temporary bracing to Insure stability during oansbuction 2.Design assumes the top and bottom chords to be laterally braced at 1 r'i' la the responsibility of the erector.Atldden]permanent bracing o/ T o continuous aM st ea hin remit as ply unless eaatl(TC)an/their length by y+.,,fiR 4�� DATE: 5/2 4/2 017 the overall sbucture is the responsiblity of the buddin deDiIrapa sheathing emit as plywood aired here)and/or drywall(BC). ,{`� - g signer. 3.In Impact bridging N lateral bracing required whereshown++ SEQ.: K 3 2 3 7 3 7 4 4.No load should be appNed to any component until after all bracing and 4.Installation of truss Is the responsibility of the rasped.centrad°, fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used M a non -osrnonve environment, TRANS ID: LINK design loads be applied to any component. end are for"dry ioUbe n"°fuse. 5.CompuTrvs hes no control over and assumes no responsibility for the 8 Design assumes mbearing at all supports shown.Shim or wedge if EXPIRES:. 12/31/2017 necessary. fabrication,handling shipment end installation of components. 7.Design assumes adequate drainage is provided. M ay 24,2017 A This design is furnished aided to the limitations set fodh by 8.Plates shall be located on both feces of truss,and placed so their center TP WOTCA In BCNI,copes of which will be furnished upon request. lines coincide with Joint center teas. 9.Digits indicate size of plate in Indies. MITek USA,Ino./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-1371,ESR-1088(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: 2x4 KDDF lf1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4356) 432 1-10=(-274) 3326 10- 2=( 0) 230 7-14=( -650) 3654 BC: 2x6 KDDF H1&BTR 2- 3=(-3954) 500 10-11=(-274) 3324 2-11=( -366) 194 14- 8=(-1042) 222 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-3780) 544 11-12=(-228) 3072 11- 3=( -94) 228 8-15=( -116) 1304 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3000) 446 12-13=(-302) 3600 3-12=( -450) 270 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=(-4048) 638 13-14=(-534) 4856 4-12=( -286) 2086 BC LATERAL SUPPORT 0= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-5074) 782 14-15=(-720) 5674 12- 5=(-1476) 328 BC UNIF LL( 95.8)+01( 96.7)= 192.5 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-6284) 930 15- 9=(-722) 5690 5-13=( -224) 1206 -',- ( 2 ) complete trusses p required. 8- 9=(-7396) 1010 13- 6=( -428) 2858 Attach 2 ply with 3"x.131 DIA GUN ADDL: BC CONC LL+DL= 2819.0 LBS @ 25'- 9.0" 13- 7=(-3330) 660 nails staggered: 9" oc in 1 row(s) throughout 2x9 top chords, BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 9" oc in 2 row(s) throughout 2x6 bottom chords, LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 1 row(s) throughout 2x9 webs. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -273/ 2962V -235/ 235H 5.50" 4.74 KDDF ( 625) 37'- 0.0" -718/ 5272V 0/ OH 5.50" 8.43 KDDF ( 625) ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.087" @ 25'- 11.0" Allowed = 1.804" MAX TL DEFL = -0.211" @ 25'- 11.0" Allowed = 2.406" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.022" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.061" @ 36'- 6.5" Design conforms to main indforce-resisting system and componentsand cladding criteria. 13-06 10-00 13-06 Wind: 140 mph, h=l5ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 1' 1' T load duration factor=1.6, 5-11-12 5-04-12 2-01-08 5-00 5-00 2-01-08 5-04-12 5-11-12 Truss designed for wind loads 1' . . f 1 f 1' f f in the plane of the truss only. 12 12 9.00 M-5x6 M-3x4 M-5x6 7 4 5 6 9.00 Q w M-3x9 N _3x6M_3X4 3dT M-3x9 + t; +8 2 + +: 0 0 ,--i , allo 1 10 11 1 '� 13 14 15 9 0 oI �M-3x5 M-1.5x3 M-3x9 20.25" 0.25' M-6x8 M-1.5x3 M-3x8 oIr �71L7/'Sp M-7x8(5) M-7x8(S) U fl V y 1, 1, 1, y '12819# 1, y ,$s AGINE.e" •`�L y 5-10 5-03 2-06-12 9-08-08 2-06-12 5-03 5-10 y DC7 V 7 .2, 37-00 " 89200PE. t-- JOB JOB NAME : RT REVISED ENGLISH 4 PLEX - P2GIRD ,;, Scale: 0.1791 - WARNINGS: GENERAL NOTES, unless otherwise noted 7 OREGON f�- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is tor an Individual 1Jfl C.1.7 V I V v(/ Truss: P2GIRD and Warnings before construction commence. building component.Appllcablllly of design parameters and proper 2.254 compression web bracing must be metalled where shown+ incorporation of component Is the reeponwblllty of the building designer. �,rh 1 A 2_u '�"_ 3.Addklonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom herds is be laterally braced at 4(A� 1 Y' la,�' by Is the responsibility of the erector.Additional permanent bracing of T o 1 and et/O sheathingo. rsuch as ply unless thi i)TC(1 N their length). ,!E`R..1 r lYh DATE: 5/2 4/2 017 the overall atrudure is the responsibility of the building designer, continuous ginsuch l b plywood aired here seen ar drywag(BC). eU2 3.24 Impact bridging or lateral bracing required where Mown•+ SEQ. : K3 2 3 7 3 7 5 4.No bad 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 S.Design assumes trusses are to be used Ina non-oormeds environment, TRANS ID• LINK desgnloads beapplied toany component and are for"dry tnndftiar'at use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design g assumes fail bearing at an supports shown.Shim or wedge If EXP)RES:. 12/3112017 fabrication,handling.shipment and Installation of components. 7.Designoshelb assumes adequate drainage Is provided. May 24,2017 5.This design Is n,mmnee waled to the limitations sat forth by a.platen anon be wasted on both faces of truss.and placed so their center TP WJICA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. B. indiwte size ofplate Inigches .MITek USA,Inc./Com uTrus Software 7.6.800-E 7 Per Digits connector design val a see ESR-7311,ESR-1888(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: 209 KDDF 81&13TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4356) 432 1-10=(-279) 3326 10- 2=( 0) 230 7-14=( -650) 3654 BC: 2x6 KDDF R1&BTR 2- 3=(-3954) 500 10-11=(-274) 3324 2-11=1 -366) 199 14- 8=(-1042) 222 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-3780) 594 11-12=(-228) 3072 11- 3=1 -94) 228 8-15-) -116) 1304 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3000) 446 12-13=(-302) 3600 3-12=1 -450) 270 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=1-4098) 638 13-14=(-534) 4856 4-12=1 -286) 2086 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=(-5074) 782 14-15=(-720) 5674 12- 5=(-1476) 328 BC UNIF LL( 95.8)+DL( 96.7)= 192.5 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-6284) 930 15- 9=(-722) 5690 5-13=1 -224) 1206 ( 2 ) complete trusses required. 8- 9=(-7396) 1010 13- 6=( -428) 2858 Attach 2 ply with 3"x.131 DIA GUN AD DL: BC CONC LL+DL= 2819.0 LBS @ 25'- 9.0" 13- 7=(-3330) 660 nails staggered: 9" o in 1 row(s) throughout 2x9 top chords, BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 9" oc in 2 row(s) throughout 2x6 bottom chords, LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 1 row(9) throughout 2X4 webs. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -273/ 2962V -235/ 235H 5.50" 4.74 KDDF ( 625) 37'- 0.0" -718/ 5272V 0/ OH 5.50" 8.93 KDDF ( 625) ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.087" @ 25'- 11.0" Allowed = 1.804" MAX TL DEFL = -0.211" @ 25'- 11.0" Allowed = 2.406" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.022" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.061" @ 36'- 6.5" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 13-06 10-00 13-06 (All Heights), Enclosed,1' 1' T 1 load duration factor=1.6 Cat.2, Exp.O, MWFRS(Di r), 5-11-12 5-04-12 2-01-08 5-00 5-00 2-01-08 5-04-12 5-11-12 Truss designed for wind loads T I 1 . '1 j' 1 j' T in the plane of the truss only. 12 12 M-5x6 M-3x4 M-5x6 9.00 7 4 5 6 •9.00 re, M-3x4 M-3x6 3 M-3x4 +1 +. +8 M-3x4 z NN o o a B �� - . •' /1#11/'._ �' 1v 1 10 11 12,.2 1 0.25').3 19 15 9 p II 1M-3x5 M-1.5x3 M-3x4 5" M-6x8 M-1.5x3 M-3x8 o1 P �y M-7x8(S) M-7x8(S) Le o b y l y y �2H19# , l � NGM � cS'6: 5-10 5-03 2-06-12 9-08-08 2-06-12 5-03 5-10 jr SJ #9 , . y y 37-00 4.,c 89200PE t.-- JOB JOB NAME : RT REVISED ENGLISH 4 PLEX - P3GIRD " Ike Scale: 0.1791 Ir. WARNINGS: GENERAL NOTES, unless otherwise noted 7 OREGON 1.Sulkier end.redia contractor should be advised of aA General Notes 1.Th:design Is based only upon the parameter.shown and Is for an Individual r{ �+OREGON 1 Y y� " Je' Truss: P3GIRD and Warnings before consrndlon commences. building component.Appllcabinty of design parematers end proper f+'�' -✓/ L's z zoo compression web Paging most be installed where shown.. Incorporation of component is the responsibility of the 6u ldine designer. <0 43# 14 2©'� - . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chortle to be laterally braced et ,,,rs Is the responsibility of the erector.Additional permanent bracing of Z continuous and et 1I shec.cathing rsuch as ly unless braced throughout Maly length). 4i = 1-1 i . }�1 cenmpacte ridgingmr latera l b.dng repNwood uredsheata son•dryweA(BC). !�y DATE: 5/24/2017 ire overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bredn8 required where Mown+. SEQ.: K3 2 3 7 3 7 6 4.No load should be applied to any component until after all bracing and 4.Installation of miss 4 the responsibility of the respective contractor, fasteners are compete end at no time should any loads greater then 5.0.4gn assumes hisses are to be used Ina non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK6.Design assumes full beadngatall supports shown.Shim orwedge If EXPIRES:. 12/31/20/7 5.CompuTrus has no control over and assumes no responsibility for theneceeaery fabrication,handling,shipment and installation ofcomponents. 7.Design assumes adequate drainage is provided. May 24,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center ' TPIANICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 8.Digits Indicate the of plate In Indies. MITek USA Inc./CompuTrue Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-7311,ESR-1088(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: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=( -21) 17 8- 9=(-405) 389 8- 2=(-1238) 360 6-11=(0) 273 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -411) 280 9-10=( -99) 623 2- 9=( -298) 1035 WEBS: 2x4 KDDF STAND; 3- 4=( -307) 253 10-11=(-170) 1051 3- 9=( -84) 131 2x9 KDDF #16BTR A LOADING 4- 5=( -684) 307 11- 7=(-168) 1052 9- 4=( -766) 287 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -997) 322 4-10=( -94) 393 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1484) 274 10- 5=( -68) 256 BC LATERAL SUPPORT 5= 12"OC. UON. TOTAL LOAD = 45.0 PSF 10- 6=( -504) 244 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -175/ 1145V -343/ 209H 5.50" 1.83 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 25'- 3.2" -179/ 1148V 0/ OH 5.50" 1.84 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PUP. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) 0-04-04 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" 'I SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-11 4-09 4-09 6-06-09 6-11-07 MAX HORIZ. LL DEFL = -0.014" @ 24'- 9.8" '1' 'I' 1' T 1' 1' MAX HORIZ. TL DEFL = 0.024" @ 24'- 9.8" 12 12 9.00 Q 9.00 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=15ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, Q�rilhilliiiiINI a� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3X 2 End a desial(s) are exposed to wind, 12 Truss designed for wind loads �.� in the plane of the truss only. V. -3x4 .i A 11 L hie �. to 8 * `9 10 11 **7 0 *M-1.5x3 0.25" M-1.5x3 M-3x4 0 M-3x8 M-5x8(5) { p ROp ,(� y2-05 y 9-02-08 , y 6-10-01 y 6-09-11 y c'9 GINE'�R 65,/ 25-03-04 {C! 89200PE r'. JOB NAME : RT REVISED ENGLISH 4 PLEX - P4Scale: 0.2309 r WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON /e 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameter shown and Is ler an Individual OR l7 f�I v(/ Truss: P4 and Warnings before construction commences. building component.Applicability of design parameter and proper 4= �} t''' 2.204 compression web bracing moat be installed where shown+. Incorporation of component Is the responsibility of the building designer. <0 "7"` 1 A f�O3 le)�4 3.Additional temporary bracing to Insure stabllfty during construction 2.Design assumes the tap and bottom chords to be laterally braced at Cw( 1°'Y,Is the responsibility of the erector.Additional permanent bracing of T a.c.and al i P a.c respectively as ply unless braced throughout their length by kr a R i t-r DATE: 5/24/2017 the overall structure is the responsibility f the building designer. cumin d sheathing later as brad g red sheath np(TC)andlar drywaN(BC). Ys" y. spoil Ity o g g 3.2x Impact bdtlgila or lateral bracing required where shown.. SEQ.: K3 2 3 7 3 7 7 4.No bad should be applied to any component until after all bracing and 4.Installation of truss la the responsibility orae respective contractor. fastener are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition.of use. 5.CompuTms has no control over and assumes no responsibility for the 6.Desitin assumes full bearing at aft supports shown.Shim or wedge If EXPIRES: 1 2/31/Ao 1 7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Rd 24,2017 I L J (L 1/ 6.This design is furnished sub)ed to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed vu their center ) Y TP WJICA in SCSI,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./CoinpuTrus Software 7.6.8(1L)-E 10,For bask connector dale design values see ES12-1311,ES144988(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: 2x9 KDDF k15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2-10=(-270) 1790 10- 3=( 0) 279 BC: 2x4 KDDF k13BTR SPACED 24.0" O.C. 2- 3=(-2317) 402 10-11=(-271) 1789 3-11=(-508) 240 WEBS: 2x4 KDDF STAND 3- 4=(-1821) 435 11-12=(-235) 1443 4-11=(-133) 707 LOADING 4- 5=(-1326) 417 12-13=(-271) 1711 11- 5=(-255) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIE 5- 6=(-1326) 417 13- 8=(-270) 1712 5-12=(-254) 112 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1821) 435 12- 6=(-133) 707 TOTAL LOAD = 45.0 PIF 7- 8=(-2317) 402 12- 7=(-508) 240 OVERHANGS: 16.0" 16.0" B- 9=( 0) 95 7-13=( 0) 279 LL = 25 PIF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX BORZ 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 PIF. 0'- 0.0" -259/ 1825V -264/ 264H 5.50" 2.92 KDDF ( 625) 37'- 0.0" -259/ 1825V 0/ OH 5.50" 2.92 ROOF ( 625) 'COND. 2: Design checked for net(-7 psi) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.007" @ -1'- 4.0" Allowed = 0.133" MAX TL DEFL = -0.008" @ -1'- 4.0" Allowed = 0.178" 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 = -0.007" @ 38'- 4.0" Allowed = 0.133" MAX TL DEFL = -0.008" @ 38'- 4.0" Allowed = 0.178" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.045" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 36'- 6.5" 13-09 9-06 13-09 Design conforms tom n windforce-resisting "1' 1' T '1 system and components land cladding criteria. 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 / 1' 'I' 1' T '' '� I Wind: 140 mph, h=l5ft, 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 load duration factor=1.6, 4 5 6 9.00 Truss designed for wind loads 4, + in the plane of the truss only. Z-3x4 M-3x4 100000000;0000000000000 o 0cof 11'0.25" 0.2s�2 M-113 5x3 M-3x5 1 { %,..\G D PRO 7b/S� �ry x. ; 7-00-11 1 6-10-01 M-sxy cs) 9-o2-oe M-5x8(S) 6-10-01 y 7-00-11 i' C?�CJ�� NGyNek• s- 1-04y 37-00 1-09). '� 4a 89200PE r JOB NAME : RT REVISED ENGLISH 4 PLEX - P541./04.1r Scale: 0.1753VO . WARNINGS: GENERAL NOTES, unless otherwise noted ORE/!..,ON �' 1.Builder and erection contractor should be advised oral General Notes 1.This design h based only upon the parameters shown and is for Cr Individual �j OREGON y�, ,^, Truss: P5 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 Ys 2 2aa compression dab bracing must be installed where shown t. incorporation of component Is the responsibility or the budding designer. r,,rti '"1'. ,�4.. 2-'3\ ^-�- 3.Addtllonsl temporary bracing to Insure stability during construction 2 Desitin and l tO the top end bottom chards to be laterely braced at [J10,.... I5 the responsibility of the erector.Additional permanent bracing of Z'illo. and et ea o a respectively cc ply unless braced throughout(heir length by �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (,;ii Fi(\- DATE: 5/24/2017 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown.. SEQ.: K3 2 3 7 3 7 8 4.No load should be applied to any component until after alt bracing and 4.Installation at truss la the responsibility of the respedive contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes hisses ars to be used In a non-corrosive environment, TRANS ID: LINK design leads be spatted a soy component and are for"dry condmmn^or use. 5.CampuTma has no control over and assumes no responsibility for the B.Design assumes full bearing.tan coppers..scone Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment end Installation of components. ry. T.Design essassumes ctedon drainage is trusls, May 24,2017 ded. 6.This design is furnished subject la the limitations set forth by B.Plates shall be located on both rags or truce,and placed co Meir canter y TPINJICA in SCSI,copes of which will be furnished upon request. lines coincide with Joint center lines. s.DigitsIs osive of in Inches. Wick USA Inc./Com uTrus Software 7.6.8 1L E 1 P0,bask ennector 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 8'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF lel&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -7) 30 2- 9=(-70) 292 9- 3=(0) 135 BC: 2x4 RODE 1)1&BTR SPACED 24.0" O.C. 2- 3=(-430) 153 9-10=(-68) 282 6-10=(0) 135 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 10- 7=(-72) 292 LOADING 3- 6=(-282) 139 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 BC LATERAL SUPPORT <= 12"00. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-430) 153 TOTAL LOAD = 45.0 PIE 7- 8=( -7) 30 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED 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) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -81/ 918V -39/ 39H 5.50" 0.67 KDDF ( 625) OVERHANGS: 8.0" 8.0" 8'- 2.0" -81/ 918V 0/ OH 5.50" 0.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "00 spacing. considered for this design. 3-05-03 1-03-10 3-05-03 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 / / MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" 1' '1' I MAX TL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.089" 2-11-03 1-02 1-03-10 1-02 2-11-03 MAX LL DEFL = -0.012" @ 5'- 8.5" Allowed = 0.362" MAX TL DEFL = -0.016" @ 5'- 8.5" Allowed = 0.483" MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" MAX TL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.089" 2-05-08 2-05-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS f T f f 12 12 MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.5" • MAX HORIZ. TL DEFL = 0.003" @ 7'- 8.5" 9.00 17 '''-d9.00 Design conforms to main windforce-resisting 4 5 system and components and cladding criteria. M-4X6 M-4X6 Wind: 190 mph, h=20.Sft, TCDL=6 at.2,L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I%Shhiiiiih.. load duration factor=l.6, Truss designed for wind loads M� �� in the plane of the truss only. TRUSS DESIGNED AS A PIGGYBACK.STRUCTURAL TRUSS IS BELOW. • 2X4 STRIPPING REQUIRED AT 24"OC WHERE CONTINUOUS BEARING IS w SHOWN.SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. ,... All- 3-11-03 1 v 1 pri im im RN v o /- �� 9 10 ►�' o M-3x4 M-3x5 M-3x5 M-3x4 l l l l 2-09-07 3-11-03 2-09-07 0-02-03 8-02 0-02-03 '` •,ckt,D PROpt�,s '� 89200PE v JOB NAME : RT REVISED ENGLISH 4 PLEX - P5CAP Scale: 0.9981 0 . . WARNINGS: GENERAL NOTES, unless otherwise noted: 0- ON Ja, I.%Older and erection mntnaer Mould be advised of all General Notes 1.This design h based only upon the parameters shown and la for an individual V V "'y Truss: P5CAP end Warnings before conNructlon commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. Al y' i 4 25) 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chortle to be leterely braced at a+s lathe responsibility of the erector.Additional permanent bracing of 2 c.c and al 10'o o respectively unless braced throughout their length by 7�R 1 V� �iJ At Imp osis sheathing such as plywood required ng(TC)and/or drywap(BC). (w DATE: 5/24/2017 the overall structure is Me responsibility of the building designer. 3.20 Impact bddglrg or lateral bracing required Mier.shown++ SEQ.: K3237379 4.Noload should be applied to any component until ager ail brsdngand 4.Instaoeneumtnsiiesthhsapennsibi.yya.enspedoeerveatrederrrent. fasteners ere complete and et no time should any loads greater than Ded gra lsrdry trusses are Io be use. TRANS ID: LINK design loads hasneapplied loany component. an6.Design assumes full bearing at el supports shown.Shim or wedge If EXPIRES: 12/31/2017 5.compurrus has no control over and assumes no responsibility for the ,eery fabriation,handling,Mlpment and Installation of components. 7.Design assumes adequate drainage isprouded. May 24,2017 6.This design is furnished subled to the limitations set forts by e.Plates shall be located on both faces of truss,and placed so their center TPIPWICA In SCSI.copies of which will be furnished upon request. lines coincide vAth joint center lines. N. indicate sireof plate In lnnhee. MITek USA,Inc./Com uTrus Software 7.6.81L E io. Fe:baste oonnector plate design values see E6R-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF # I 1&BTR SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 ROOF STAND LOADING Design conforms to main ree-resisting system and components andd cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 10.0) ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF Wind: 190 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x4 or equal at non-structural LL = 25 POP 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 T 1' 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 T T T T T T 12 12 9.00 M-5x6 M-3x4 M-5x6 Q 9.00 4 5 6 M-3x6 M-3x6 3 y +@ +): I.+ +E .+ +. 0 2 0 4 /r... D -14 _, B 44 ,!,, 1 10 110.25" 0.25"12 M-1.5x3 \ o o M-1.5x3 M-4x6 M-5x8(S) M-5x8(S) 4' . CD y y 7-00-11 6-10-01 9-02-08 6-10-01 7 $0:3 c34NE' 9 k E, 1-04 37-00 -114 17 ' "11 -Y JOB NAME : RT REVISED ENGLISH 4 PLEX - P5FW ' /...ire' Scale: 0.2253 Roo10 /�.., WARNINGS: GENERAL NOTES, unless otherwise noted OREGON sd..I.Builder and erection contractor should be advised of al General Notes I.This design Is based only upon the parameters shown and Is for en Individual A�_V(1 4,J Truss: P5 FW end Warnings before construction commences. building component Appllcabllfy of design parameters and proper -v'7 2 2s4 compression web bracing must be In.1 l ed wirers shown v. Incorporation or component Is the reaponstblhy of the building designer. �+" { Y]©\ 4 3,Abalone!temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at 1 4., t+ \\ Is the responsibility of the erector.Additional permanent bracing of 2'a e and at t P o.o reapedNely unless braced throuahaN theirlength by f+e R'�� DATE: 5/24/2017 the overall structure Is the responsibility tthe buiMln deal nor. continuous sheathing such as plywood sheathing(TC)andrordrywel(BC). ��"'III�" o g g I. Impact bridging or lateral bracing required where shown+. SEQ.: K 3 2 3 7 3 8 0 4.No load should be emptied to any component until after all bracing and 4.Installation of hum Is the responsibility of the respective contractor. fasteners are complete end el no Umshould any loads greater than 5.Design assumes trusses are M be used in a non-corrosive environment, TRANS ID• LINK design loads be appked to any component and are for dry condition"of use. 5.CompuTms has no control over end assumes no responsibility for the 6 Design assumes NA bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 2/31/2017 awry. ,4 �s L/gAq�r RGt7 F LlJ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainagecIs provided. May 2YrG017 S.This design Is furnished subject to the bastions set forth by S.Plates shall be Muted on both faces of truss,and placed so their center TPINVFCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. MiTek USA,Inc./Com uTrus Software 7.6.8 1 L E 9.Dias Indicate airs of plate in Inches. P ( )- 11.For basic connector plate design values see ESR-1311,ESR-19118(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=(-555) 704 6-3=(0) 177 BC: 2x4 KDDF N1bBTR SPACED 24.0" O.C. 2-3=(-562) 300 6-4=(-555) 704 WEBS: 2x4 KDDF STAND 3-4=1-562) 300 LOADING 4-5=( -7) 30 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -135/ 491V -1225/ 1225H 5.50" 0.79 KDDF ( 625) M-1.5x4 or equal at non-structural 8'- 2.0" -135/ 491V -1225/ 1225H 5.50" 0.79 KDDF ( 625) vertical members (uon). 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 = -0.000" @ 0'- -5.1" Allowed = 0.067" MAX TL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.089" MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" 4-01 4-01 MAX TL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.089" / T MAX TC PANEL LL DEFL = 0.019" @ 5'- 9.1" Allowed = 0.295" / 4-09 J 4-09 MAX TC PANEL TL DEFL = 0.054" @ 5'- 9.2" Allowed = 0.443" 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 12 12 MAX HORIZ. LL DEFL = 0.006" @ 0'- 5.5" 9.00 177I M-4x4 9.00 MAX HORIZ. TL DEFL = -0.006" @ 0'- 5.5" 3 4.0" 'COND. 3: 150.00 PLF SEISMIC LOAD. I I\ �_n Design conforms to main d claddingresisting iiVv system and components and cladding criteria. 4444144444 wind: 140 mph, h=20.eft, 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. G-ATTACH 1/2"X 8.5"x 20"CDX PLYWOOD GUSSETS TO EACH FACE WITH 10d NAILS STAGGERED AND CLINCHED AT 2"oc NET THROUGHOUT. o )AlIUUI• N4 IO 1 To G oG M-1.5x3 _ l l _ 4-09 4-09 y y y ��O P R OPFs 2-01-07 8-02 2-01-06 TRUSS DESIGNED AS A PIGGYBACK.STRUCTURAL TRUSS IS BELOW. "' .( SHOWN.2X4 SEE INDUSTRY STANDARD PPPING REQUIRED AT 24"0C IGGYBACK CE OKNTRUSS CONTINUOUS NECTION DETAIL C'`RING IS . � *��,N� 6) /t9'0„ FOR CONNECTION TO BASE TRUSS. 8920QPE • JOB NAME : RT REVISED ENGLISH 4 PLEX - P5FWCAP ..'690/J Scale: 0.5106 f 4/1p ' "*.q Cr WARNINGS: GENERAL NOTES, unlace otherwise noted: t..,' OREGON t1/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and h for an Individual 4 A Truss: P5FWCAP and warnings before construction commences. building component.Applicability of design parameters and proper A/ 7t1 0��, 2.204 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. h -7�` ;A 3.Additional temporary bracing to hears stability during construction 2.Design assumes the top end bottom chards to be laterally braced at V 1`Y' ,�/5�� Is the responsibility f the erector.Additional t bracing of c and a110'o.a respectively unless braced throughout their length by ... F1 R \_+ ly ty o permanent continuous aheething such as plywood sheathing(TC)and/or drywefl(BC). . �s DATE: 5/24/2017 the overall structure Ie the reeponsiblily of the building designer. 3.ax raped bddging or lateral bracing required where shown++ SEQ.: K3 2 3 7 3 8 1 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 ere complete and at no time should any loads greater then 5.Deelgn assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end era for'dry condition"of use. C 5.CompuTrus has no control over and assumes no responsibility for the 8.Design rammassumes NII bearing at all supporta shown.Shim or wedge if CX(111'3 CLs vel/r]1 1Ro 1 7 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 fi.0 t7 L J fL 1I. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center May LY L TPIANFCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. O.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Work) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=(-17) 195 6-3=(0) 177 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-341) 70 6-4=(-17) 195 WEBS: 2x9 KDDF STAND 3-4=(-341) 70 LOADING 4-5=( -7) 30 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 TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -57/ 918V -71/ 710 5.50" 0.67 KDDF ( 625) 8'- 2.0" -57/ 418V 0/ 0H 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I 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 = -0.000" @ 0'- -5.1" Allowed = 0.067" MAX TL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.089" MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" 4-01 4-01 MAX TL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.019" @ 5'- 9.1" Allowed = 0.295" / 4-09 9-09 MAX TC PANEL TL DEFL = 0.059" @ 5'- 9.2" Allowed = 0.443" I A SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 I 12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 8.5" 9.00 IIM-4x4 N9.00 MAX HORIZ. TL DEFL = 0.002" @ 7'- 8.5" 3 4.0" Design conforms to main windforce-resisting 4/11.. system and components and cladding criteria. �� Wind: 140 mph, h=20.8ft, 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. TRUSS DESIGNED ASA PIGGYBACK.STRUCTURAL TRUSS IS BELOW.W 2X4 STRIPPING REQUIRED AT 24"0C HERE CONTINUOUS BEARING IS SHOWN,SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. 0 v :. _ v O O M-3x4 M-1.5x3 M-3x4 1 l l 4-09 9-09 ll ll 0-02-03 8-02 0-02-03 �0�,O PR0pk, 89200PE JOB NAME : RT REVISED ENGLISH 4 PLEX - PCAP 41.**.. rie.^.". .....* Scale: 0.5106 '� WARNINGS: GENERAL NOTES, unless othenvise noted. -� OREGON t.Builder and erection contractor should be advised of al General Notes 1.Tui.design Is based only upon the parameters shown and Is/or an Individual V fiG sa V I y Truss: PCAP and Warnings before construction commences. building componentApplicabllty of design parameters and proper [�A N 2.254 compression web bracing must be Installed where shown 5. incorporation of component Is the responsibility of the building designer. /,uf\ Al-7 {4 ��,!4 �"'{" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bodom chards to be laterally braced at "V/�a/� / Is the responsibility or the erecter.Addy:enel permanent bracing of 2 o c and et 101 o a respectively unless braced throughout their length by '_/esu RAIL , � DATE: 5/24/2017 the overall structure la the responsibility of the building designer. 3.2e Imina bridging ging orr ater lbracing requiredod sheathing(TC)whsown•• dryw.p(BC} SEQ.: K3 2 3 7 3 8 2 4.No load should be applied to any component ungl after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a non-wrmele environment, end are for"dry condition"of use. TRANS ID: LINK design bade be applied to any component. S.Design assumesful bearing el se supports.hewn.shim Sr wedge If EXPIRES: f�( //2!y 5.CompuTruehasnocontroloverandassumesnoresponsibilityforthe neceesnry. .�s EXPIRES.. 12/3.172017 febdcetiun,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 6.This design is furnfshad subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so theft center IY1 L L TPbMTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. BDiggs indicate eceof piele in inches. MiTek USA,Inc./Com uTrus Software 7.6.8(1L)-E 1 Forbasic connector pla on s trfpinc values see ESR-1311,ES13-1888(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3j" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury rillir Dimensions are in ft-in-sixteenths. 1114k Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS 9 g,is always required. See BCSI. 0'/ �� c,-2 c2-3 2. Truss bracing must be designed by an engineer.For 16 wide truss spacing,individual lateral braces themselves p )killmay require bracing,or alternative Tor I ., p bracing should be considered. AMEMM 2 lo_■_� :000 �� 3. stackr eat eed the design loading shown and never d stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building c7-8 cs-7 c5� For 4 x 2 orientation,locate I-- designer,erection supervisor,property owner and plates 0- 'rid'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/rPl 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 ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. 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. bytext in the bracingsection of the by AWC in the 2005/2012 NDS 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. ■i.1reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIN® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: MI project engineer before use. ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. 19. w rt (f , ,and Reviepicturesall )beforeionsof use.this Reviewingdesignront pictures backalone is not sufficient. po DSB-89: Design Standard for Bracing. ■MI e BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, I ekANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013