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Plans (116) Job Truss Truss Type Qty Ply POLYGON R50657350 PL17-180_UPPER F01 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 132017 MiTek Industries,Inc. Wed May 24 15:22:44 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-2XhLBkFgzAAnS3i1 pNbgYZWOMpZUOVHnC6iQC WzDFHf I 1-9-12 I 2-6-0 l Scale=1:17.7 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 i \`Xyl e 8 7 e! 3x5= 3x4= 3x4= O�L� 9-8-4 I 0-3 9-6-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.17 Hofz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 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. ��ED PROFFS wr`� �NG'NFFR s/O�9 870 2PE r uz „v NI y - OREGON ti� 4i • Or) ' AM BER ,� �p �s A. HE;IOP EXPIRES:06/30/2017 May 24,2017 i B ®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 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 verity the applicability of design parameters and properly incorporate this design into the overall p}� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing fk,4 Tek° 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/11.11 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 R50657351 PL17-180_UPPER F02 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:44 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-2XhLBkFgzAAnS3i1 pNbgYZWC)GpXvORSnC6iQCWzDFHf 1 0-9-4 1 2-6-0 Scale=1:23.4 1.5x3 II 4x8 = 1.5x3 II 3x4= 1.5x3 II 3x5 = 1.5x3 Il 1 2 3 4 5 6 7 '41411111111144111414114141141144 0 :I" d e -� 11 10 9 8 4x4 = 4x8= 3x8= 3x5= 13-9-4 1 0-1-8 13-7-12 Plate Offsets(X,Y)— [11:Edoe,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 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 Inc" 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.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=600/0-1-8,11=600/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1028/0,3-4=-1028/0,4-5=-1282/0,5-6=-1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=-973/0,6-9=0/523,410=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. crkl) R ,,s ' JG P E'F,9 619 z, :-4/,..47022PE �' 1 SAT OREGON c, /1/N >t FMBER \ , 1 On A. Hesik EXPIRES:06/30/2017 May 24,2017 e 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notIQ 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 �Xi 6 rt'Tekr' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 1 Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPN Quality Criteria,DSB-39 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,219 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657352 PL17-180_UPPER F03 Floor 22 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:45 2017 Page 1 I D:5eV?tdjYi lz0X2xysiF DVpzsm UO-W kFjO4GIkTIe4DH EM4734m3ByDtZlvbwRm RzkyzD FHe I 2-1-4 I 2-6-0 I Scale=1:25.6 1.5x3 II 4x6 = 1.5x3 II 3x4 = 1.5x3 I I 3x8= 1.5x3 I I 1 2 3 4 5 6 7 l\ 0 e.--.... �"(x�y 1�1 10 96 8L7 3x5 = 4x8= 3x8 = 3x5 = 011)8 15-1-4 I 0-1-8 14-11-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Ltd 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 Incr YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=659/0-1-8,11=659/0-1-12 FORCES. (lb)-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. sil0 PRQFk- � E -, Sj0 (;.. A92 � 9 870 2PE r • cV �y��'o)., OREGON cZ, / "PO 'ill -V OnBER A H% EXPIRES:06/30/2017 May 24,2017 I _ 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing f 4 iTe k 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 R50657353 PL17-180_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 15:22:46 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO=wo5cQGwVnQUiNrQwneld_cModDZULh4fQBWGPzDFHd I 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 _ -1-....„.,,,,,,,, ,,,...: ,. a ,. .'s :- i °tee 11 10 9 8; 5x5 = 4x8= 3x6 = 3x4 = 01118 13-4-0 1 0-1-8 13-2-8 Plate Offsets(X,Y)— j11:Edoe,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip IDOL 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 Ina' 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 DE 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 3-104(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. R oren ``„, G Ep,.. /O 870 2PE CV �y �Aj, OREGON r)' <&F 11O AMBER '\1 \O OS A. HE' EXPIRES:06/30/2017 May 24,2017 t ► ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10103/2015 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 INI ». 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 MiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 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 R50657354 PL17-180_UPPER F05 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:46 2017 Page 1 ID:5eV7tdjYilzoX2xysiFDVpzsmUO=woScQGwVnQUiNrOwneld_cHDdAYUJK4fQBWGPzDFHd I 1-10-4 I 2-6-0 I 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 o ' it o / e _ 0 zzzzl ee e e 10 9 4x8 = 4x10= 4x8= 4x8 = I 15-1-4 1 15-1-4 Plate Offsets(X,Y)— f1:Edce,0-1-8118:Edge,0-1-81.f11:Edge,0-1-8] 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 Incr 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. 1 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 1) Live(balanced): Lumber Increase=1.00,Plate Increase=1.00 ` Uniform Loads(pl <CGs Vert:8-11=-5,1-7=-50 NNFQ/ �� Concentrated Loads(Ib) 7 � "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) 87022PE � 19=118(F) (#(1.44 N y �Aj, OREGON rfa -¢ hAMBER 4� O �O O`3 A. HEY' CP EXPIRES:06/30/2017 May 24,2017 6 IMMO ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7413 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,not1111 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 ANSVTPII 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. Sute 109 CRms Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657355 PL17-180_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 24 15:22:47 2017 Page 1 I D:SeV?tdjYilzOX2xysiFDVpzsm UO-S6M Upl HYG5YLKWQcUV9XAB8XHOZVDgiDu4w4przDFHc I 1-10-4 I 2-6-0 I Scale=1:25.1 3x4 I I 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4 = 3x4 II 1 2 3 4 5 6 7 a s e < e —'11°1/1.'--111.1111441111441144411114111144111141111r - 1111111 -4141141111111411111141111141111111111111111111141k lIl0°°°°°°°°°°°°°°°°°°°°L--1114111111.1441111111111111141111111111111111441111110" — 0 m e a e e • 10 9 ../11.- 1 >•I 3x6 = 3x6 = 3x6= 3x6= I 15-1-4 I 15-1-4 Plate Offsets(X.Y)- [1:Edge•0-1-8] LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 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/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=408/0-5-8,8=408/0-5-8 Max Uplift 11 c_122(LC 6),8=122(LC 7) Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=262/262,2-3=-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=1311/388,4-10=-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=lb) 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. G f�y 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. ��`� PR lJFfc) Strongbacks to be attached to walls at their outer ends or restrained by other means. '� C s ,c �tiy�'INE ',9 io2 f�- 87022PE �r • tP -- cv - �Aj, OREGON 95 ZUU 'AC ° 1 jBER ,,' p EXPIRES: 06/30/2017 May 24,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek40 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 Milek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPN Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657356 PL17-180_UPPER F07 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 a Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:47 2017 Page 1 I D:5eV?tdjYilz0X2xysi FDVpzsmUO-S6M UpIHYG5YLKWQcU V9XAB8XeObaDu3Du4w4przDFHc 0-11-4 I 2-6-0 I 1 1.5x3 II 2 3x4 = 3 1.5x3 I Scale=1:11.1 II Mill II II DIM I1,11111111111111111116 ; 11.011111 5 M 3x4= 3x4 = ¢¢1--$$ 3-8-4 LI 3-6-12 LOADING (psi) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 '••' 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress 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. ,5 ,,\-- N Fq see i, 2v 87022PE N A/1461 c\t - �- OREGON cp 1ti "PO AMBER 1 O OS A. HEY' EXPIRES:06/30/2017 May 24,2017 e 1 r ®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 MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,notMilt 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 I\4 Tek- 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 ANSIrTPN Quality Criteria,DSB49 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 R50657357 PL17-180_UPPER F08 Floor 14 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:48 2017 Page 1 ID:5eV?tdjYilzox2xysiFD V pzsm UO-xJws 151A1 OgCxg?p2Cgm iPhhrQyyLAN7kgdLHzD FHb I. _ _ _2-6-0 0-11-12 i 0-6-12 4x4{= 1 1.5x3 I I 2 3x4= 3 3x4 I I 4 Scale=1:11.1 • ocg • 7 5 1.5x3 I I 3x4 = as 3-7-4 B--i I 4-6-8 3-7-4 1 0-8-4 0-1-8 Plate Offsets(X,Y)— 14:0-1-8.Edgej LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina 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 P R t Uniform Loads(pif) En QF` 0 Concentrated LoadsVert: ' (l $� b) ,, , ,N F,9 0 MINE Vert:4=125(F) , * 4r87022P c" cki g�"0),OREGON tis 1-L Cl M$ER 1 ' OS, A. HO; EXPIRES:06/30/2017 May 24,2017 � 1 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not11111 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 1Y[` iTek' 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 ANSIRPII 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 R50657358 PL17-180_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 15:22:48 2017 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsm UO-xJws151A1 OgCxg?p2CgmiPhhwQyFyL5N7kgdLHzDFHb 2-6-0 0-5-12 0-6-12 4x41= 1 1.5x3 I I 2 4x4= 3 3x4 II q Scale=1:11.1 } 1.5x3 I I 7 5 3x4= 43-4-4 I 3-1-4 312-11 I 4-0-8 3-1-4 d-1- 0-8-4 0-1-8 Plate Offsets(X,Y)— 14:0-1-8,Edoel LOADING (psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 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 7=129(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) N1/4�[} PR oFE Vert:5-7=-8,1-4=-80 GINE s/ Concentrated Loads(Ib) s� N F Vert:4=125(F) „ "37 87022P r" SAT OR GON rim O On AMBER \° OA H - EXPIRES:06/30/2017 May 24,2017 IMMO { P ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 11111 11+ 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 i14iTek' 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 ANSIITPI1 Quality Criteria,D5B-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suee 10 Citrus He9 ights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657359 PL17-180_UPPER F10 Floor 4 1 Job Reference Loptional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:49 2017 Page 1 I D:Se V?tdjYi Iz0X2xys i F D V pzs m U O-P V U E E RJooio3Zga?bwB?F cEt5q I M ho R W LO PAtkZD F H a 1 0-5-4 1 2-6-0 I 1 1.5x3 II 2 4x4= 3 1.5x3 I I Scale=1:11.2 2 5 4x4 = 3x4 = �1 3-9-4 1 1 3-0-12 Plate Offsets(X,Y1— 15:Edae,0-1-8] LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.05 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(lb)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 OFFS �,\. �NGtNER s/o�9 870 2PE N / ,nrN 'g. RN _,,/ OREGON i5 Q<U 9O F4jBER 1,\ OS A. Ho"' EXPIRES:06/30/2017 May 24,2017 ® P ®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 Nrt 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 ANSViPH 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 R50657360 PL17-180_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 15:22:49 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-PVUEERJooio3Zga?bws?FcEtxgEahjT WLOPAtkzDFHa I 1-11-4 2-6-0 I Scale=1:25.4 1.5x3 II 4x6= 1.5x3 I I 3x4 = 1.5x3 II 3x6= 1.5x3 II 1J 2 3 4 5 6 7 0 e o 1' 10 e 9 SLS 3x5 = 4x8= 3x8= 3x5 = 01118 14-11- I 0-1-8 14-9-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC20121TP12007 Matrix-R Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. ��_EO P R OFFS ,v- ,N.7 , GtNEF. t%, 87022PE "1T- " T- CV y -0j, OREGON r1.9 O4z OS, A. Hsi" EXPIRES: 06/30/2017 May 24,2017 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not N- 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 ANSIRPII 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 R50657361 PL17-180_UPPER F12 Floor 16 1 Job Reference(optional) PaciticLumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:50 2017 Page 1 I D:5eV?tdjYilzoX2xysiFDVpzsm U O-th2cRnKQZOwwB_9B9diEngm2gEcTQ Bgfa29kQAzDFHZ I "04 I I 2-6-0 Scale=1:19.2 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 4x4 2 3 4 5 6 i •• ° _ L- ° ° e 10 9 ° 8 7Y 4x5= 3x5 = LL�� 1.5x3 II 3x4 = I 11-4-0 I 11-4-0 Plate Offsets(X,Y)— 11:Edae,0-1-8] LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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(ftat) 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_55=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. 'L `r- 87022PE tet' o''''..1‘44.c.""jv - �A) q,, OREGON �N 9O AMBER 4t C' OS A, Hevk EXPIRES: 06/30/2017 May 24,2017 4 I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k Aire 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/TPN Quality Criteria,056-89 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 R50657362 PL17-180_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 15:22:51 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-Ltc f7K3KJ2no8kOjLETK1JDnetU9VsppiuHyczDFHY I 1-2-12 I 1-10-0 1 1 t-6-8 I Scale=1:24.8 3x4 II 6x12 = 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 1 2 3 4 5 6 7 8 9 • e • • L — 0 IZi. N 71' N"/ N al \ e e a 13 e 12 11 5x8 = 6x16= 3x5 = 4x10 = 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)— (1:Edoe.0-1-8],[10:Edne,0-1-81.f14:Edoe.0-1-8] LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udeft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.13 12-13 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 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(plf) Vert:10-14 ,Concentrated Loads b)1 s 80 <C\\EDS PN OFF6 ,s/ `r- 87022PE 9r y �-cj, OREG N f;� AO '5)O AMBER 1� 7. OS, A, 1-1 EXPIRES:06/30/2017 May 24,2017 q AI III WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10A)31Z015 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 ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657363 PL17-180_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 15:22:51 2017 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsmUO-Ltc_f7K3KJ2no8kOjLETK1 JAbevs9byppiuHyczDFHY I 1-8-4 I 2-6-0 I 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 e a o 0 e a e ' 10 e 9 4x6 = 4x10= 4x8= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)— ft:Edge,0-1-8],j8:Edge,0-1-8] LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Lid 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 Inc" NO WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:74 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=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 lb down at 11-10-14 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 _03 P R OFE Uniform Loads(plf) is: Vert 8-11=-5,1-7=50 s ) �tJGtNI -1 (5) Concentrated Loads(Ib) C. ?- Vert:6=89(F)4=-89(F)12=100(F)13=-95(F)14=-129(F)15=89(F)16=-89(F)17=-89(F)18=129(F) �� 87022PE 9f N 7 '0)5. ,OREGON ti�Q< f O OBER �`sA, H -2b EXPIRES:06/30/2017 May 24,2017 4 it ®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 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,D5B-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 R50657364 PL17-180_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 15:22:52 2017 Page 1 I D:5eV?tdjYi Iz0X2xysiFDVpzsm U 0-p4AMsTLh5dAeQ IJaH2litFrOL 1 IQu7 Ly2MerU2zDFHX I 1-5-12 I 2-6-0 j Scale=1:17.1 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 5 r 8'>' '> 3x5= 3x4= 3x4 = 011-1y9� 9-4-4 I 0-1-8 9-2-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d 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/TPI2007 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. (Ib/size) 6=406/0-4-0,8=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=639/0,3-4=-639/0 BOT CHORD 7-8=0/356,6-7=0/511 WEBS 4-6=-597/0,2-7=0/330,2-8=-504/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. t�-�Eo P R Qpess ,N:7� �GINEAR /p,9r 87022PE N ./(46".154' - �'oj, OREGON ti, ltti ' O AMBER 1,' \-\‹)O5A. H - EXPIRES:06/30/2017 May 24,2017 4 I ®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,not111111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T.11 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property sj" Center plate on joint unless x,y p y 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury MNDimensions are in ft-in-sixteenths. ii4k. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. O_7)7B, 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p 4 may require bracing,or alternative Tor I 0' i p bracing should be considered. Intitor O = 3. Never exceed the design loading shown and never O L\11 1 PA 1 ®i d stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7a C6-7 C5-6 H designer,erection supervisor,property owner and plates 0- 'het'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for 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 in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. II 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. •=1 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 40 18.Use ofreen or treated lumber may y pose unacceptable =� environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. III is not sufficient. Miyeke 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 19-22 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: K3235082 thru K3235142 My license renewal date for the state of Oregon is December 31,2017. R OF \� 0NG PO '4,� -7 89200PE r✓ �yG OREGON�� mak' 4l' 7 4,'10 41P,eikc P/cl iii' 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 20'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 0 1-6=(0) 0 BC: 2x4 KDDF #108TR SPACED 24.0" O.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) M-1.5x4 or equal at non-structural TOTAL LOAD = 45.0 PSF 0'- 0.0" 0/ DV 0.00" 0.00 -S+@ ( 0) vertical members (uon). 6'- 10.5" 0/ OV 0.00" 0.00 -§+@ ( 0) LL = 25 POE Ground Snow (Pg) 7'- 0.5" 0/ OV 0.00" 0.00 -§+@ ( 0) Unbalanced live loads have been 20'- 8.0" 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 floc spacing. I GABLE END TRUSS ON CONTINUOUS BEARING WALL UON.M-1.5x3 OR EQUAL TYPICAL AT STUD VERTICALS.REFER TO STANDARD BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = 0.000" @ -1'- 6.0" Allowed = 0.200" 11-02-12 9-05-04 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.344" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.458" f 1' 1' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" 20-08 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.011" f f MAX LL DEFL = 0.000" @ 11'- 2.8" Allowed = 0.681" 12 12 MAX TL DEFL - 0.000" @ 11'- 2.8" Allowed = 0.908" 6.00 1181-4X4 '<16.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 2 Design conforms to main windforce-resisting system and components and cladding criteria. NOTE:DESIGN ASSUMES SHEATHING Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TO ONE FACE. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m 0 m 0 fhy -,,,2_,O 1 7 I-- I o cv o f ti 4 56 l l y 6-08-12 13-11-04 1 Jr l Jr 1-06 6-10-08 13-09-08 y 7-00-08 0-02 13-07-08 y � Qw � �O�fi0. y 1-06 y 20-08 y iN) �',`�G` � A? gal,. 89200PE r. JOB NAME : AMERICAN MODERN 5-PLEX - Al Scale: 0.2959 In ell WARNINGS: GENERAL NOTES, unlesson the ae noted: 7 0- }'1(61 1 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is for an individual ON V *_ Truss: Al and Warnings before construction commences. building component.Appllubllity of design parameters and proper 42a� Q; - 2 244 compression web bracing ming be Installed where shown 4. incorporation of component is tie reeponsibllliy of the building designer. f,/^6 { 3 Additional temporary bating to Insure stability during construction 2.Design assumes the tap soil bottom chorda to be laterally bated et �w( 1 is the responsibility of the erector.Additional permanent bracing of conToinuous ant et10oc rng esph ectively as plyuoodsbracedthroughout theirlengthby `F'• N- DATE: 5/24/2017 the overall structure la the responsibility of the building designer. 3.2a impact bridging)or lateral bracingoguieeadhwhgeCshonwn44 weA(BC). rU2 \4. SEQ.: K3 2 3 5 0 8 2 4.No load should be applied to any component until after all baling and 4.Installation of truss la the responsibility erthe respective contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes busses are to be used Ina non-corrosNe environment, TRANS ID: LINK design leads be applied to anyoempenent. andsato dry oondiion"of use. 6.CompuTrua has no control over and easumes no responsibility for the S.Design sse assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: \/PI p Cl_*' 12/31/2017 ry/ry /A01 7. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,217 F1Cl� I L1�7 L 1 8.This design Is furnished subject to the limitations eel forth by 8,Plates shell be located on both faces of truss,and placed w their center TPI/WICA in BCSI,copies of which will be frumlehed upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.13(1L)-6 I ForDiga indicate ere of pate In ign values P1.For basic connector piste design values see ESR-1371,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -3) 97 8- 9=(-117) 147 8- 2=(-1113) 276 4-13=(-500) 179 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1006) 176 9-11=( -3) 17 2- 9=( -130) 882 13- 5=(-117) 575 WEBS: 2x4 KDDF STAND 3- 4=(-1403) 299 11-12=( 0) 0 9- 3=( -598) 183 13- 6=(-279) 123 LOADING 4- 5=(-1001) 244 10-13=(-237) 1217 9-10=( -196) 916 6-14=(-131) 138 TC LATERAL SUPPORT <= 12"OC. TON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1008) 262 13-14=(-183) 1036 3-10=( -74) 426 14- 7=(-153) 987 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1207) 237 14-15=( -27) 66 11-10=( 0) 52 7-15=(-890) 211 TOTAL LOAD = 45.0 PSF 10- 4=) -5) 218 OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA a* For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 1142V -140/ 1430 5.50" 1.83 KDDF ( 625) M-3x4 where shown; Jts:2-4,6-7,14 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 8.0" -145/ 930V 0/ OH 5.50" 1.49 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 pef) 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 = -0.009" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.036" @ 6'- 8.8" Allowed = 0.987" / 11-02-12 9-05-04 MAX TL DEFL = -0.060" @ 6'- 8.8" Allowed = 1.317" 1 , f SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-07 3-03-08 4-04-04 4-05 5-00-04 MAX HORlz. LL DEFL = -0.017^ @ 20'- 6.3" 1' 1' ' ' ' f MAX HORIZ. TL DEFL = 0.028" @ 20'- 6.3" 12 12 IIM-4x9 6.00 Q 6.00 Design conforms to main windforce-resisting 4 0" system and components and cladding criteria. 5 ,('( 10% 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 in the plane of the truss only. 4�j3yr �\II ern 0 2I mi 1 M >s X1'0N 314111111111111111 I$a r �ti M-3x8 M-1.5x3 7 to ,--�-, .i I 8 91 ' M-1.5x3 M-3x8 M- /o M-1.5x3 1 ), y l ,1 1 3-05-04 3-03-08 4-06 4-08-08 4-08-12 k . 1 1 1-06 6-10-08 13-09-08 7-00-08 0-02 13-07-08 20-08 `V 'I/„ ' 89200PE r JOB NAME : AMERICAN MODERN 5-PLEX - A2yJ� Scale: 0.2586 . WARNINGS: GENERAL NOTES, unless othervdee noted 7OREGON fe 1.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and Ie far an Individual / OREGON R V IX. t^'(/ Truss: A2 and Warnings before construction commences. building componentApplicability of design parameters end proper L ©\* '1 2.2x4 compression web bracing must be Metalled where shown a. incorporation of component Is the responsibility of the building designer. �}t � " 3.Additional temporary bracing to Insure stability during conatructlon 2 Design assumes the top and bottom chords to be laterally braced et fir( /�r by Is the responsibility of the erector.Additional permanent bracing of 2'continuous ou at lO hino.orswh as sty unless braced throughout their length). R R_I VA- DATE: 5/24/2017 the overall structure Is the responsibility of building designer. co ntmoussheatging etcheaplywooduired ing(TC)andlar drywaR(BC). X..', apon My o g g 3.2x Impact bridging or lateral brsdng required where shown* SEQ. : K32 3 5 0 8 3 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 et no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end aro for"dry condition"of use. 5.CompuTrua has no control over and assumes no responsibility for the 8 necessary. assumes full bearing at all supports shown.Shim or wedge 0 EXPIRES:. 12/31/2017 fabncatlen,handling,shipment end Installation of components. ry 7.Designshall been adequateobath Page Is travised. M8 24,201 7 6.This design is furnished subject to the Ilmltellone set forth by B.Plates shall be located on both feces of Was,and placed so their center Y TPUWICA In SCSI,copies of which win be furnished upon request. Imes coincide with MIN center lines. 9.119115 Indicate alae of plate In inches. Muck USA,dna./CompuTrue Software 7.6.8(1L)-E no.For basic connector plate design values see ESR-1311.ES11-1988(Wok) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 SC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=( -930) 176 7- 8=(-106) 139 7- 1=(-892) 199 13- 5=(-315) 122 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2- 3=(-1272) 263 8-10=( -44) 215 1- 8=1-191) 892 5-17=1 -96) 139 WEBS: 2x4 ROOF STAND • 3- 9=( -958) 239 10-11=1 -42) 203 8- 2=(-533) 158 17- 6=(-150) 978 LOADING 9- 5=( -965) 256 9-12=(-164) 898 8- 9=(-135) 639 6-18=(-883) 208 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1196) 233 12-13=1-189) 1000 2- 9=1 -54) 339 BC LATERAL SUPPORT <= 12"OC. UON. DL OE BOTTOM CHORD = 10.0 PSF 11-14=1 -17) 101 10- 9=( 0) 117 TOTAL LOAD = 95.0 PSF 13-15=(-162) 923 9- 3=( 0) 169 Unbalanced live loads have been 19-16=1 0) 0 3-13=(-904) 197 considered for this design. LL = 25 PSF Ground Snow (Pg) 15-17=(-180) 1029 11-12=1 0) 108 17-18=1 -27) 66 13- 4=(-112) 537 (" For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19-15=1 0) 86 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -193/ 919V -138/ 130H 5.50" 1.47 KDDF ( 625) 20'- 5.0" -193/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) 10-11-12 9-05-04 !COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) T f f VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 3-04 3-03-08 4-04-04 4-05 5-00-04 MAX LL DEFL = 0.034" @ 12'- 8.2" Allowed = 0.975" f T f 1' T j' MAX TL DEFL = -0.069" @ 12'- 8.2" Allowed = 1.300" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 = I IM-4x4 Q 6.00 MAX HORIZ. LL DEFL = -0.019" @ 20'- 3.3" 4.0" MAX HORIZ. TL DEFL = 0.029" @ 20'- 3.3" • 4 I--,( �q\ Design conforms to marn windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x4 M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, 0 \r: Truss designed for wind loads in the plane of the truss only. M-3x4 z r� M-3x9 M-3x9 _ ro o ,� � � I 111'. iiiiiillig!IUMEMMMMas�'913 ; 0 17 18 ', utM-4x8 I M-4x6 M-1.5x3 N 7 ea 8 M-8k16 M-tix5 14-4A M-1.5x3 M-3x8 M-3x5 M-3x5 M-3x5 1 1 1 1 1 1 1 1 3-02-04 3-03-08 2-07 1-11 1-08-08 3-00 4-08-12 1 J. 1 6-07-08 13-09-08 1 13-00 6-04-08 1 7-05 1 3,.1, t� y �, 610 tJ 20-05 e,..... 89200PE c JOB NAME : AMERICAN MODERN 5-PLEX - A3 - Seale, 0-2749 �q WARNINGS: GENERAL NOTES, unless otherMeenoted, .a� OREGON 1.Builder and erection contractor should be advised of au General Notes 1.This design is based only upon the parameters shown and is for an Individual 7/ A OREGON fl C.L7 you Truss: A3 and Warn rgs before construction commences. building componentApplicability of design parameters and proper /- 4, 2.2a4 compresalon web bracing must be installed where sheen a. Incorporation et component s the responsibility of the building designer. 1`1 14 /I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chards to be laterally braced et '�./ "Y � .. Is the responsibility of the erector Addlllonal per a re l bracing of 2 o a end et/0 o c.respectively unless braced throughout their knglh by R. �� DATE: 5/24/2017 the overall structure is the responsibility of des continuous rngingiersaerabas plywgreuirecetera>amrordrywau(Be). aeon byo g gnat. 3.2s Impact bridging or lateral bracing required where Mown.. SEQ.: K 3 2 3 5 0 8 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responslbMty 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-eormste environment, TRANS ID• LINK design leads be applied to any component. and are for"dry condition"at use. 5.CompuTrus hes no control over end assumes no responsibility for the a necessary. esign fabrication, mu bearing et all supports shown.Shim or sedge If EXPIRES: 12/31/2017. 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 S.Plates shall be located on both faces of truss,and placed so their center ivi LV L TPWutCA in SCSI,copies of which will be furnished upon request. lines coincide with faint center lines. MiTek USA Inc./Com uTrus Software 7.6.8 1L E B.Digits indicate sizeofplateplaaiinches.values P ( 7,Dor baste connector 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'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16I= LOAD DURATION INCREASE = 1.15 1- 2=(-1085) 208 6- 7=(-146) 149 6- 1=(-874) 205 8- 4=(-158) 106 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=( -844) 240 7- 8=(-209) 920 1- 7=(-136) 903 4- 9=(-269) 159 WEBS: 2x4 KDDF STAND 3- 4=( -829) 237 8- 9=(-157) 751 7- 2=(-135) 162 9- 5=(-134) 798 LOADING 4- 5=( -881) 188 9-10=( -32) 47 2- 8=(-333) 138 5-10=(-879) 208 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8- 3=( -93) 398 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x4 where shown; Jts:1-2,4-5,7,9 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -143/ 919V -151/ 168H 5.50" 1.47 KDDF ( 625) *' For hanger specs. - See approved plans 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) 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. 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 °EFL = 0.023" @ 5'- 7.7" Allowed = 0.975" MAX TL DEFL = -0.038" @ 5'- 7.7" Allowed = 1.300" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.007" @ 20'- 3.2" 10-11-12 9-05-04 MAX HORIZ. TL DEFL = 0.012" @ 20'- 3.2" T f Design conforms to main windforce-resisting 5-08-08 5-03-04 4-06 4-11-04 system and components and cladding criteria. 1 T 1 T T Wind: 140 mph, h=22.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 IIM-4x4 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 Q 6.00 load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 3 ,/.._,f Truss designed for wind loads 0/\ in the plane of the truss only. 4 2 1 5 If I ul Io cc I o IrIIIIIIIIIIIIIIIIIIIWre .il �� 6 ** 7 8 9 **10 M-1.5x3 0.25" M-1.5x3 M-5x8(5) y 5-05 y 5-06-12 y 4-09-08 y 4-07-12 y ,<(,(; pR Pfi061 J. 20-05 J. y�GINEcR• /, 17 '� 89200PE c' JOB NAME : AMERICAN MODERN 5-PLEX - A4 Scale: 0.2994 WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON /a• � 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 ,/ V fl C. I tl w_ "(/ Truss: A4 and Waminge before construction commences. building component Applicability al design parameters and proper +s'- ..cl A... 2.204 compression web br.Gng must be Installed where shown+. Incorporation of component Is Me responsibility of the building dnaigner. ' .0 �` 1 3 Additional temporary bracing to ineure stability during construction 2 Design assumes the top and bottom chortle to be laterally braced et V 1 Is me responsibility of the erector.Additional permanent bracing o! 2'o.c.and at 10 o.c respectNely unless braced throughout their length by DATE: 5/24/2017 the overall structure le thereeponeibll f the building designer. continuous sheathing or such i b plywood tiredsheatwhere s and/or drywsll(BC). R:(�,� m'a 3.20 Impact bridging or biers/bracing required where mown++ SEQ.: K3235 0 8 5 4.No load should be applied to any component until atter all bracing and 4.Installation o!truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncanoNvs environment, TRANS ID• LINK design bads be applied to any component. and are for-dry condition'of use. 5.CnmpuTrue hoe no control over and assumes no responsibility for the 6.DeCsleg �wmes mil bearing at asupports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. May 24,2017 8.This design Is furnished.aped to the limitations set forth by 8.Plates shag be located on both laces of truss,and placed so their center TPIWfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inc lateIngc MiTek USA,Inc./Com uTrus Software 7.6.8(1LFE 10. Fe,bash connector ner design values see ESR-1311,ESR-1988(ABTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 0 1-6=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-7=(0) 0 5-7=(0) 0 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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) M-1.5x4 or equal at non-structural TOTAL LOAD = 45.0 PSF 0'- 0.0" 0/ OV 0.00" 0.00 -.5+8 ( 0) vertical members (uon). 6'- 10.5" 0/ OV 0.00" 0.00 -5+0 ( 0) LL = 25 PSF Ground Snow (Pg) 7'- 0.5" 0/ OV 0.00" 0.00 -0+8 ( 0) Unbalanced live loads have been 20'- 8.0" 0/ OV 0.00" 0.00 -.8+@ ( 0) considered for this design. 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. 1 GABLE END TRUSS ON CONTINUOUS BEARING WALL UON.M-1.5x3 OR EQUAL TYPICAL AT STUD VERTICALS.REFER TO STANDARD BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 GABLE END DETAIL FOR COMPLETE SPECIFICATIONS, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = 0.000" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.344" A 11-02-12 9-05-04 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.458" .0 f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.011" 20-08 MAX LL DEFL = 0.000" @ 11'- 2.8" Allowed = 0.681" '1' '' MAX TL DEFL = 0.000" @ 11'- 2.8" Allowed = 0.908" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 1;7' ))M-4x4 '6.00 NDesign conforms to main indforce-resisting system and components and cladding criteria. 41111111111111111111% NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE wind: 148 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. / M O 1 0 M M o o I M111111111 I 7 M N f B.....ilii..i..i i..ii i..... I 4 56 ' /' y l 6-08-12 13-11-04 1, .6 l l 1-06y 6-10-08 yy 13-09-08 y ' �r P1 PR VV i'3�()F.,y y 7-00-08 0-02 13-07-08 l ma51 cGG G,,4N ,,, c/ 1-06 20-08 �(,� ryry/��y '� ,t9200PE r JOB NAME : AMERICAN MODERN 5-PLEX - AIX Scale: 0.2459 ' Cr WARNINGS: GENERAL NOTES, unlessetherwiea noted 40 OREGON 1 Ja I.Builder and erection contractor should be advised Mall General Notes 1 This design is based only upon the parameters shown and is Bran Individual 1... / (l 171JyY ^_. "{J Truss: A1X and warnings before construction commences building component.Applicability of design parameters and proper +s'= �jONV' .� 2.]a4 oempraulon web bredng moat be Inslalbtl where shown+, incorporation of component is the responsibility of the building designer. '/'L -7!.' {A 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et �/ 1 M' is the responslblilty of the erector.Additional permanent bracing of 19. 2 o c and at 70 o c.respectively unless braced throughout their length by j'w,`R 10- DATE: 5/24/2017 the overall structure is the responsibility of building des continuous sheathing or such as plywood cheat where)and/or drywall(BC). el•-[7 pon ty o g igner. 3.2x Impact bridging or lateral bracing required where shown i e SEQ. : K 3 2 3 5 0 8 6 4.Ne load should be applied to any component until after all bracing and 4.Installation of trus'ryashe are to sibulity aytl t t a non-corrosive respective a ntraironcontractor. ment, fasteners are complete end at no time should any loads greater than Design assumes design leads be applied to any component. and are for"dry condition"of use. C{+ TRANS ID: LINK B.CempaTme has no control over and assumes no reepone bntyror the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES 12/31/2017 fabrication,handling,shipment end installation of components. 7.Desnecign assumes adequate drainage is provided. May 24,2017.IflLl3 L 7 1L.111 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 TPI/WICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.DIEd Indicate size of plate in Inches. MiTek USA,Ina./Compulrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -3) 97 8- 9=(-186) 175 8- 2=(-1113) 286 4-13=(-290) 165 BC: 2x4 KDDF N1fiBTR SPACED 24.0" O.C. 2- 3=(-624) 152 9-11=( -2) 8 2- 9=( -108) 724 13- 5=(-112) 362 WEBS: 2x4 KDDF STAND 3- 4=(-904) 251 11-12=( 0) 0 9- 3=( -642) 190 13- 6=(-126) 109 LOADING 4- 5=(-761) 238 10-13=(-238) 772 9-10=( -219) 584 6-14=(-322) 167 TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-768) 256 13-14=(-170) 657 3-10=( -70) 403 14- 7=(-151) 751 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-777) 175 14-15=( -43) 60 11-10=( 0) 50 7-15=(-889) 231 TOTAL LOAD = 45.0 PSF 10- 4=( -66) 84 OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 1142V -205/ 20BH 5.50" 1.83 KDDF ( 625) M-3x4 where shown; Jts:2-4,6-7,14 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 8.0" -145/ 930V 0/ OH 5.50" 1.49 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" 11-02-12 9-05-09 MAX LL DEFL = 0.022" @ 6'- 9,7" Allowed = 0.987" l l 'I '1 MAX TL DEFL = -0.036" @ 6'- 9.7" Allowed = 1.317" 3-07 3-03-08 9-09-09 4-05 5-00-09 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.011" @ 20'- 6.3" 12 12 IIM-4x4 MAX HORIZ. TL DEFL = 0.018" @ 20'- 6.3" 6.00 Q 6.00 9.0" Design conforms to main windforce-resisting 5 .f,y system and components and cladding criteria. N1\� 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, 4 • Truss designed for wind loads in the plane of the truss only. 3 11 r 2 I re of M oI I n o :t `_ 11 0 13 14 ** 15 M-3x8 M-1.5x3 0 8 9 M-142A -, M-1.5x3 M-3x8 M-1.5x3 1 J' )c 1 , i 3-05-04 3-03-08 4-06 4-08-08 4-08-12 1 1 1 1-061 6-10-08 11 13-09-08 co1rO PROFS _.. 1 7-00-08 0-02 13-07-08 1 ~ \AGI E�•� s< ,, 20-08 ,c� w9200PE JOB NAME : AMERICAN MODERN 5-PLEX - A2X11011!! !!5 Scale: 0.2260 S WARNINGS: GENERAL NOTES, unless otheralse noted -37. OREGON 4le / Truss: A2 X 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 l OREGON and Warning.before construction commence. building component Applicability of design parameters and proper [� N 2.2x4 compression web bracing must be Installed where shown a. Incorporation of component is the responsibility of the building design*, <0 'II r {4 2-v 4 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lap and bottom chortle to be laterally braced at �/ 1 \7+ Is the responabltity of the erector.Additional permanent bracing of T on.end et 10 a.c respectivelyunless braced throughout length by rr RIO- DATE: 5/29/2017 the overall structure Is the responsibility f the building designer. continuous sheathing such i b acngod tiredsheetw g(TC)and/or drywaN(BC). /.s'�• •P•^ NY o 9 g 3.2x Impact bddging or lateral bracing required where shown++ SEQ. : K32 3 5 0 8 7 4.No road should be applied to any component until after all bracing and a.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater then 5.Design assumes hose.s ere to be used In a non-corrosive environment, TRANS ID: LINK design mads be appged to any cenrpvnenr end arerar-drycondsier"erose. 5.CompPTN,has no control over end eesumes no responsibility for the 6.Design assumes NN bearing at all supporta shovel.Shim or wedge if EXPIRES: 12/fy�Jfyo17 fabrication,handling,shipment and inslafatian of components. necessary. -//�<I- RLt7 L JJ (-L / 6.This design b furnished subject to the(imitations set forth 7.DesignPlatesassumesaded on drainage is provided. ^Aa ryArayoq g I by 8. s coincide be located on efeces of Was,and placed so(heir center May GY G I TP WJTCA in BCS(,copies of whkh will be furnished upon request. Imes coincide wllh joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8 1L E 9.Digits Indicate size of plate in inches. P ( 10.Far 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 SPAR 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDE k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-575) 146 7- 8=N174) 173 7- 1=(-891) 211 13- 5=(-145) 109 BC: 2x9 KDDF 41&BTR SPACED 24.0" O.C. 2- 3=(-840) 228 8-10=( -44) 139 1- 8=(-145) 713 5-17=(-293) 169 WEBS: 2x4 KDDF STAND 3- 4=(-734) 233 10-11=( -43) 133 8- 2=(-603) 169 17- 6=(-148) 743 LOADING 4- 5=(-740) 251 9-12=(-176) 585 8- 9=(-163) 414 6-18=(-881) 229 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-769) 171 12-13=(-201) 649 2- 9=( -56) 350 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 11-14=( -18) 69 10- 9=( 0) 125 TOTAL LOAD = 45.0 PSF 13-15=(-150) 579 9- 3=(-107) 108 Unbalanced live loads have been 14-16=( 0) 0 3-13=(-245) 141 considered for this design. LL = 25 PSF Ground Snow (Pg) 15-17=(-168) 649 11-12=( 0) 106 17-18=( -43) 60 13- 4=(-108) 338 ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14-15=( 0) 82 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0,0" -143/ 919V -203/ 195H 5.50" 1.47 KDDF ( 625) 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) 10-11-12 9-05-04 1 T I koND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 3-04 3-03-08 4-04-04 4-05 5-00-04 f f f f f T VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.022" @ 12'- 8.2" Allowed = 0.975" 12 12 MAX TL DEFL = -0.043" @ 12'- 8.2" Allowed = 1.300" 6.00 p IIM-4x4 '' 6.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.0" MAX HORIZ. LL DEFL = -0.009" @ 20'- 3.3" 4 dS( - MAX HORIZ. TL DEFL = 0.015" @ 20'- 3.3" 4444414 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x43 ,M-3x4 Wind: 140 i :: : :tl6C00: ASCE710,he truss only. M-3x4 6 M-3x4 4:: 1 411111111111 1 f Ir re 0 I re oo d0ii I I Aii re iyIi 13 Il ,y 17 **18 ILI ��'i■ M-4x8 M-4x6 M-1.5x3 N ALO "' I I I O 7 **M-1,5x3 M-3x8 M- 9016 M-x5 M-15V5 '-' M-3x5 M-3x5 M-3x5 1 1 ,0 , 1 .1, 1 1 3-02-04 3-03-08 2-07 1-11 1-08-08 3-00 4-08-12 1 1 1 1 6-07-08 1 13-), 3y 09-08 1 r�t;'C) PROP 1 13-00 6-04-08 7-05 1 ��C ' ` GINE . • ,/ 20-05 '� 89200PE ra f', JOB NAME •. AMERICAN MODERN 5-PLEX - A3X ,,,,, Scale: 0.2369 WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON�/'1A i ,tr' 1.Builder end erection contractor should be advised of al General Notes 1 This design Is based only upon the parameters shown and Is for an Individual !!l1 C1JL7�V y_ to Truss: A3X end Warnings before construction commences. building component.Applicability of design parameters end proper f Al2.4s4 compression web bracing must be InataIt d where mown i. Incorporation of component Is the responsibility of the building designer. ,) e 1 A 2-c) 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me top end bottom chards la be laterally braced at V "Y � by is me responsibility of the erector.Additional permanent bracing of 2 a continuous antl at 10'o c.tng such a plyely unless eathinraced ihrougnGN r dry length). s,,,F.IO- DATE: O` DATE: 5/2 4/2 017 the ov oll structure is the responsibb ty of the building designer. 3.Zo mpad bldginglorr lateral bracngr quiredhwh eCshowno*dryweA(BC) M L SEQ. : K3235088 4.No load should be applied to any component until after all bracing and 5.Installation oftru,rossthe e reespoonelbulsyyeftsenasspectcsiveenvironment fastens are complete and at no time should any loads greater then anDesign fnr'drystruss condition"of use. TRANS ID: LINK design loads beapplied toany component. 6.Design assumes full bearEXPIRES: Xp CCS 12 2017 5.CompuTrus has no control over and assumes no responsibility for the necessary. :. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 11 A,a �Ar20I7 6.This design is furnished subject to the limitations sat forth by 8,Plates shall be boated on both faces of truss,and placed so their center I VI y 't I I TPIMRCA in SCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. 9.Digits indicate size of plate In Inches.. MiTek USA Ino./COmpuTrus Software 7.6.8(11)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=(-753) 169 6- 7=(-218) 209 6- 1=(-874) 222 8- 4=) -92) 113 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.1. 2- 3=(-677) 241 7- 8=(-228) 637 1- 7=(-135) 721 4- 9=(-3B1) 176 WEBS: 2x4 KDDF STAND 3- 4=(-662) 230 8- 9=(-162) 525 7- 2=(-283) 185 9- 5=(-146) 692 LOADING 4- 5=(-628) 180 9-10=) -68) 87 2- 8=(-212) 136 5-10=(-879) 229 :.. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8- 3=( -94) 272 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x4 where shown; Jts:1-2,4-5,7,9 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) *" For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -143/ 919V -221/ 2396 5.50" 1.47 KDDF ( 625) 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "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 = 0.017" @ 10'- 11.8" Allowed = 0.975" MAX TL DEFL = -0.028" @ 10'- 11.8" Allowed = 1.300" 10-11-12 9-05-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS f f f MAX HORIZ. LL DEFL = -0.006" @ 20'- 3.2" 5-08-08 / 5-03-04 A 4-06 / 4-11-04 l MAX HORIZ. TL DEFL = 0.009" @ 20'- 3.2" 12 12 Design conforms to main indforce-resisting 6.00 IIM-4x4 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=23.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 101\ load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 2 ✓er 5 i'S ti I N I O O d m uummmmimmimmmmammommommmmwmmemmmmimmimmommommmmmmmmmmil 6 .. 7 8 9 k 10 M-1.5x3 0.25" M-1.5x3 M-5x8(0) y l i l 1 ._.. OPRO FC 5-05 5-06-12 4-09-08 4-07-12 .�5(, '0.61 l l GINEL � >9 Jy20-05 , 89200PE c' JOB NAME : AMERICAN MODERN 5-PLEX - A4X , ►,r% Scale: 0.2744 � 40411110 _`. . • WARNINGS: GENERALNOTES, urdeasotherwlaenoted -74, OREGON / 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 r,// OREGON s,� 1V Truss: A4X and Warnings before construction commences building component.Applicability of design parameters and proper L �p 4 �^z�l^ 2.2x4 compression web bracing must be installed where shown 5, Incorporation of component is the responsibility of the building designer. �./Y -7�" 1 V 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chants la be laterally braced et �J 1 ,a, "�,s Is the responsibility of the erector.Additional permanent bracing of T o c end et 10'o c respec0Nely unless braced throughout their length by 1,,/ ,��.. 0,... ...{J a DATE: 5/24/2017 the overall structure lathe responsibility f the building deal nor. continuous sheathing such as plywood sheathing(TC)enNar drywall(BC). f/ spoil fty o g 9 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K3 2 3 5 0 8 9 4.No Toad should be applied to any component until after all bracing and 4.Installation of truss is the responslblity of the respective contrador. fasteners are compete end at no time should any loads greater than 5.Design assumes biases are to be used in a non-carmeWe environment, TRANS ID: LINK dealgn loads be applied to any component. and are for"dry condition"of use. { n �j n(�{ 5.CompuTres has no control over and assumes no responsibility for the 6.Design assumes NI bearing at all supped.shown.Shim or wedge if EXPIRES.. 12/31./2017 fabrication,handling,shipment and Installation of components. ry. 7.pltign esshaltbelcedone bethlfacelspruslded.s, May 24,2017 8.This design h furnished euged to the limitations set forth by 8,plates shall be located on both feces of buss,and placed so their center TPIANICA 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(114-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 20'- 5.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-160) 161 9-10=(-236) 317 9- 1=(-878) 320 7-13=(-290) 155 BC: 2x9 KDDF 41EBTR SPACED 29.0" S.C. 2- 3=( 0) 0 10-11=(-128) 685 1-10=(-307) 826 13- 8=(-141) 795 WEBS: 2x9 KDDF STAND 2- 4=(-157) 160 11-12=(-128) 685 10- 2=(-139) 186 8-14=(-881) 213 LOADING 4- 6=(-691) 243 12-13=(-163) 791 10- 4=(-867) 286 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 13-14=( -32) 98 11- 4=( 0) 261 BC LATERAL SUPPORT <= 12"OC. UON: DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-845) 247 4-12=( -64) 118 TOTAL LOAD = 45.0 PSF 7- 8=(-865) 178 6-12=( O) 193 12- 7=( -92) 100 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 POE Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -143/ 919V -241/ 148H 5.50" 1.47 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -193/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 0-11-15 MAX LL DEFL = 0.032" @ 1'- 3.4" Allowed = 0.975" 1.-05:11 MAX TL DEFL = -0.049" @ 11'- 0.6" Allowed = 1.300" .-05 11 9-04-10 9-06-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS f , 1' ' MAX HORIZ. LL DEFL = -0.008" @ 20'- 3.3" 0-05-12 4-08-05 4-08-05 0-05-12 4-04-11 4-08-03 MAX HORIZ. TL DEFL = 0.013" @ 20'- 3.3" T T T T T T T 12 12 Design conforms to main windforce-resisting 6.00 Q 6.00 system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 M-4x6 End vertical(s) are exposed to wind, M-3x9 z 3 M-3x8 5 Truss designed for wind loads 4 !• in the plane of the truss only. 1,„,1 M-3x4 4: 0 ko li-3X4 0 u I 0 I IIIIIIIIIIII N iii. - ee Al 9* 10 11 12 13 14 M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(5) NV PR yr� 0-10-03 5-03-13 y 5-03-13 y 4-06-07 y 4-04-11 y �.�(,, ` s� l zo os l ~ � �'-� 89200PE v' JOB NAME : AMERICAN MODERN 5-PLEX - B1 4t1.V.,4.---------•iir Scale: 0.2757 ...-0 , WARNINGS: GENERAL NOTES, udesa othenNee noted, OREGON /a, 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an Individual fl C.47'V I V `I[J Truss: B1 and Warnings before construction commences building componentApplicability of design parameters and proper { 2.7r4 compression web bradn5 must be Inst lbtl where.Hawn,. incorporation of component la the responsibility of the building designer. , '7)` A 2-° •• '!- 3.Additional temporery bracing to Inure stability during construction 2 Design assumes the lop end bottom chords to be laterally braced al fir( 1'i' Is the responsibility of the erector.Additional permanent bracing of 2 c.c.end el 10 o.c.reepectNely unless braced throughout their length by M, R R.IO- DATE: 5/24/2017 the overall structure la the re sibN f the building dee continuous us ridging or such as plywood epee where s ander drywall(BC). epon 8Y o g Igner. 3.2a Impact bridging or lateral bracing required where Shawn,. SEQ.: K3235090 4.No bad should be applied to any component until ager all bradeg and 4.IInnatallatlonofro,eiIssthe heresponsibility dinthe nrespective antred°. nt, fasteners are complete and at no time should any roads greater than De gn fassumes or"dry Cusses Ste ab. TRANS ID: LINK design loads be applied to any component. N.Design assumed erfun bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the monetary. EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May AY'a'fL 01 7 S.This design Is furnished subject la the limitation VI set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 J TPI/NRCA in SCSI,copies of which will be furnished upon request. lines coincide eith joint center lines. S Digits indicate sire of plate in Inches. MITek USA,Int./CompuTrus Software 7.6.8(1L)-E Ig.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 20'- 5.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 4163TR LOAD DURATION INCREASE = 1.15 1- 2=(-161) 173 9-10=(-236) 299 9- 1=(-878) 353 7-13=(-290) 156 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=( 0) 0 10-11=(-219) 678 1-10=(-339) 822 13- 8=(-203) 795 WEBS: 2x9 KDDF STAND 2- 4=(-159) 171 11-12=(-219) 678 10- 2=(-139) 155 8-14=(-881) 272 LOADING 9- 6=(-691) 322 12-13=(-221) 791 10- 9=(-871) 371 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 13-19=( -39) 49 11- 9=( 0) 261 BC LATERAL SUPPORT <= 12"OC. 00N. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-895) 335 4-12=( -56) 112 TOTAL LOAD = 45.0 PSF 7- 8=(-865) 242 6-12=( 0) 143 12- 7=( -78) 59 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 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -208/ 919V -242/ 148H 5.50" 1.47 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-01-11 4-00-10 12-02-11 MAX LL DEFL = 0.036" @ 11'- 0.6" Allowed = 0.975" T _ f f _ __. _ ,r MAX TL DEFL = -0.049" @ 11'- 0.6" Allowed = 1.300" SEASONED LUMBER IN DRY SERVICE CONDITIONS 0-11-15 3-01-12 2-00-05 2-00-05 3-01-12 4-04-11 4-08-03 ` l 1 I ' I I MAX HORIZ. LL DEFL = -0.008" @ 20'- 3.3" 12 12 MAX HORIZ. TL DEFL = 0.013" @ 20'- 3.3" 6.00 provide support Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 5 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=1.6, M-4x6op M-4x6 End vertical(s) are exposed to wind, M-3x4 2 Truss designed for wind loads 1 in the plane of the truss only. x4kE M3x9 l101•1ia M-1.5x3 M-3x8 0.25 M-3x8 M-3x4 M-1.5x3 M-5x6(5) ry-fppll{�/'�Pri 0-10 -3 5-03-13 y 5-03-13 y 4-06-07 y 4-04-11 y � f,,�;� h� GINE / J' 20-05 y SO �\ ,� R ? 89200PE r JOB NAME : AMERICAN MODERN 5-PLEX - B2 Cr WARNINGS: s GENERAL NOTES, unless otherv4ae noted: Stale: 0.2757 V OREGON I.Builder and erection contractor should be advised of all General Note 1.This design is based onty upon the parameters Mown and Is for an individual 7/ A_ t Truss: B2 and Warnings before construction commences. building component Applicability of design parameters and proper +�^' -✓/ {�. �� { 2.2a4 compression web bractng must be installed where shown a. Incorporation of component Is the responsibility of the building designer. �/''t J 14 +y "`,`• ill3.Hddiional temporary bracing to Insure stability during construction Z Dealgn assumes the tap and bottom chortle to be laterally braced at V /w.., "t Is the responsibility of the erector.Addtibnal permanent bracing at Z a.c.end et 10 a.c respectively unless braced throughout chair length by "'�R R. �� ' DATE: 5/24/2017 the overall structure le there tubal of building designer. continuous sheathing such as plywoodsheathing(TC)required wheresaw•drywall(BC) responsibility o v e 3.co Impact bqdging or(such bracing d where shown.+ SEQ.: K3 2 3 5 0 91 4.No load shots be applied to any component until after all bredng and 4.Installation of suss is me responsibalty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"Ouse. 5.Compuirus has no control over end assumes no responsibility Br the 6.Designeassumes full bearing et at supports shown.Shim or wedge it EXPIRES: V I]'l7 C C.' /'1/ 1/201 febncatbn,handling,shipment and lnstegelbn of components. T.Design assumes adequate drainage is provided. May 24,2017 flLtJ f t 8.This design is furnished subject to me limitations set forth by E.Plates shall be located on both faces of truss,and placed cc their center TPI/VVTCA In BCSI.copies of which will be furnished upon request. lines coincide with faint center lines. '.. S.Digits Ite size pplateInigctes . MiTek USA,Inc./Cam uTrus Software 7.6.8(10-E 1 Far basic connector on rtInches. MiTek see ESR-7377,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2X9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-561) 215 5-6=(-237) 307 5-1=(-869) 271 3-7=(-101) 198 BC: 2x9 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-604) 240 6-7=(-155) 802 1-6=(-151) 609 7-4=(-124) 810 WEBS: 2x4 KDDF STAND 3-4=(-975) 203 7-B=( -33) 47 6-2=( -33) 179 4-8=(-861) 218 LOADING 6-3=(-531) 203 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT 6= 12"OC. UON. UL ON BOTTOM CHORD = 10,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) '* For hanger specs. - See approved plans 0'- 0.0" -143/ 919V -292/ 197H 5.50" 1.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 POE' LIMITED STORAGE 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TL DEFL = -0.037" @ 13'- 1.7" Allowed = 1.300" MAX TC PANEL LL DEFL = 0.038" @ 3'- 2.3" Allowed = 0.417" 6-02 14-03 SEASONED LUMBER IN DRY SERVICE CONDITIONS T T T 6-02 6-10-14 7-04-02 MAX HORIZ. LL DEFL = 0.005" @ 20'- 3.3" f f 'r MAX HORIZ. TL DEFL = 0.008" @ 20'- 3.3" 12 12 Design conforms to main windforce-resisting 6.00 11M-4x4 Q 6.00 system and components and cladding criteria. 4'0 Wind: 140 mph, h=23.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 ,(-s( 01% (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration :I' : dtwindwlodse truss only. M-3x9 1 M-3x4 r� 3 qy r 0 I M-3x9 0 4 ut I 1.010 I iiLL.11.11.1111111.1.1110 /11 N 5+. 6 7 4*a M-1.5x3 0.25" M-3x4 M-1.5x3 M-5x8(5) to y6-02 y 7-02-06 y 7-00-10 y .� ,'� NF�fi`tS1 20-05 <4� 'Q ,R :9,2000 E JOB NAME : AMERICAN MODERN 5-PLEX - B3 Sale: 0.2757 �. WARNINGS: GENERAL NOTES, unless otherxlse noted: "9L OREGON �/a 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 Y fl C�.7 V I V *_ "'(I Truss: B3 and Warrdngs before construction commences. building component.Applicability of design parameters and proper n z.2x4 compression web bracing must be installed where shown�. Incorporation of component Is the responsibility of the building designer. /6 "rI k.' 14 ." P} 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop end bottom chords la be Merely braced et V Is the responsibility of the erector.Additional permanent bracing of 2°.c and et 10.o c ra+pectNely unless braced throughout their length by _. G- 1 „I O- DATE: 5/24/2017 the overall structure h the responsibility f the building des continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,(� span ty o g igner, S.2.Impact bridging or lateral bracing required where shown+4 SEQ.: K 3 2 3 5 0 9 2 4.No load should be applied to any component until after all broang and 4.Installation of suss Is the responsibility of the respective contract°, fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corroPve environment, TRANS ID: LINK design loads be applied toany component. and are for"drycondition"°r use. 5.C°mpu7rue has no control over and assumes no responsibillty for the 6.Design assumes full bearing a[all supporta shown.Shim or wedge If EXPIRES: 1211/2017 2/ 1/A(Ii 7. fabrication,handling,shipment and installation or components. 7.Design assumes adequate drainage Is provided. May 24,2017 G/ fL111 6.This design is furnished subject to the limitations eat forth by 8.Plates shall be boated on both faces of truss,and placed so their center y 7PINITCA in BCSI•copies of which will be furnished upon request. lines coincide with joint center Ones. 9.Digits indicate alas of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E M.Far basic connector plate design values see ESR-1311.ESR-1988(MITch) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #i&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2-10=(-437) 2546 3-10=(-304) 185 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2943) 538 10-11=(-343) 2130 10- 4=) -6) 517 WEBS: 2x4 KDDF STAND 3- 4=(-2661) 426 11-12=(-343) 2100 4-11=(-766) 224 LOADING 4- 5=(-1884) 903 12- 8=(-437) 2506 11- 5=(-200) 1291 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1884) 403 11- 6=(-766) 224 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2661) 426 6-12=( -6) 518 TOTAL LOAD = 45.0 PSF 7- 8=(-2993) 538 12- 7=(-304) 185 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 80 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -259/ 1845V -206/ 206H 5.50" 2.95 KDDF ( 625) 37'- 0.0" -259/ 18450 0/ OH 5.50" 2.95 KDDF ( 625) 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.197" @ 18'- 6.0" Allowed = 1.804" MAX TL DEFL = -0.246" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" . MAX TL DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.064" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.106" @ 36'- 6.5" 18-06 18-06 Design conforms to main windforce-resisting T ' f system and components and cladding criteria. 6-05-15 6-00 6-00 6-00 6-00 6-05-15 f f f f 1 i . Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration tactor=l.6, 6.00 M-4x6 Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 5 .M M-Sx6(S) -\ M-Sx6(S) 3.1" 0.25" 0.25" 4 6 iltbil A 'ti\a**%a**lpi% M-1,5x3 M-1.5x3 3 +. lerAk 7 r r 0 0 www i SO it 12 _8 9 0 o M-3x6 M-3x4 0.25" M-3x4 M-3x6 1 PR y- y l M sx�(s) l k �S�' NGI Efi ' .6 9-05-15 9-00-01 37-00 9-00-01 9-05-15 'Or1-06.1, ', p " 1-06L 200F�E JOB NAME : AMERICAN MODERN 5-PLEX - B4 Scale: 0.1739 ail CC WARNINGS: GENERAL NOTES, unless otherwise noted: * OREGON /e, 1.Builder end erection contractor should be advised of all General Notes 1.This dodges based only upon the parameters shown and is for an individual OREGON 1. f V W Truss: B4 and Warnings before construction commences. building component.Applicability of design parameters and proper �j [� 2,2a4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. +/". 7 1 A 21y� "`�� 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the tap end bottom chorda to be laterally braced al �l 1'^F „v Is the responsibility of the erector.Additional permanent bream]of 2'ea.end et 10 o.c respectNeN unless braced throughout their length by �`��LWh continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,U'S DATE: 5/24/2017 the overall structure Is the responelbllity of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K3 2 3 5 0 9 3 4.Ne load should be applied to any component ante after all bracing and 4.Instailatlan of truss is the rospensibury of the respective connector. fasteners are compete end et no time should any loads greater than 5.Design assumes trusses are to be used In a nenceneeive environment, TRANS I D• LINK design oads be applied to any component, and are for'dry condition"of use. 5.Cam Tma has no control over and assumes no re IMI' for the e,Deagseassumes Nu bearing at au supports shown.Shim or wedge H pa spans styry. EXPIRES: 12131/2617 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. May 24,2017 8.This design Is furnished[abject to the limitations sat forth by S.Plates shell be located on both races of truss,and placed Se their center TPI WTCA In BCSI,copies of which will be furnished upon request. lines coincide with)Dint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ino./CofnpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x9 KDDF #1913TR LOAD DURATION INCREASE = 1.15 1- 2=( -164) 103 1-11=(-513) 2820 1- 2=(-3044) 517 5-17=) -653) 222 BC: 2x9 KDDF kl&BTR SPACED 24.0" O.C. 2- 3=(-3115) 589 11-12=(-516) 2816 11- 2=( 0) 176 17- 6=( -309) 1287 WEBS: 2x9 KDDF STAND; 3- 4=1-2854) 588 12-14=1-493) 2901 2-12=( 0) 144 17- 7=( -670) 243 2x6 KDDF k2 A LOADING 4- 5=(-2843) 655 13-15=1 0) 0 12- 3=1 0) 110 7-18=( -108) 692 LL( 25.0)*DL) 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1764) 976 15-16=) -6) 39 3-14=( -654) 158 8-18=1 -618) 201 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1787) 460 16-17=1-283) 1001 4-14=( -172) 121 18- 9=( 0) 540 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 7- 8=(-2538) 557 17-18=1-315) 1891 15-14=( 0) 54 9-19=1-2296) 947 8- 9=1-2389) 953 18-19=(-361) 1789 14-16=( -298) 1902 19-10=1 -120) 68 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 9-10=1 -40) 71 14- 5=( -309) 1652 16- 5=1 -693) 153 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -259/ 1631V -154/ 191H 5.50" 2.61 KDDF ( 625) 36'- 1.0" -251/ 1616V 0/ OH 5.50" 2.59 KDDF ( 625) 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.167" @ 11'- 4.2" Allowed = 1.758" MAX TL DEFL = -0.279" @ 11'- 4.2" Allowed = 2.344" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.065" @ 35'- 9.5" MAX HORIZ. TL DEFL = 0.108" @ 35'- 9.5" 8-11 9-01-08 9-01-08 8-11 T T 1' T T Design conforms to main windforce-resisting 4-05-08 4-05-08 2-06 3-01 3-06-08 4-07-10 4-05-14 4-05-08 4-05-08 system and components and cladding criteria. P 12 12 12 12 Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4.00 17 6.00 M-4x6 ' 6.00 -',Z14.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 6 •"( Truss designed forwind loads 44,44 in the plane of the truss only. M-4x10 5 3.1" M-3x4 .4'4' 7 M-1.5x3 M-5x6 M-5x6 3 M-3x102 .+ + M-3x8 • M-1.5x3 ,r'''' VON. M-1.5x3 to '4 A 9 N ,-i 1 +* 11 12 � 14 0 0 M-5x10 M-1.5x3 M-3x4g. ,.,; _ N 0 I / 1318ix8 16 17 14 18 **19 M-3x8 M-3x8 0.25" M-3x8 M-1.5x3 M-5x8(5) 4-05-08 4-02 2-01-01y 7-22-11-04 3-08-04 9-03-04 8-09-04 , Ry 10-09-04 25-03-12 � •06y yy y GINE / 11-03-04 0-06 24-09-12 .v S . . y y 36-01 . 892 0 E • JOB NAME : AMERICAN MODERN 5-PLEX - B5 ; /r Scale: 0.1749 Ski^` 40 WARNINGS: GENERAL NOTES, unless otherwise noted: 7 �OREGON A� 141/ 1.Builder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters shown and is ter an individual ,,I A '1'� Truss: B5 and Warnings before construction commences. building component.Applicability of design parameters and proper I + ,,, hj`� 2.2 4 campresslon web bracing moat be Installed where shown+ Incorporation of component Is the responsibility of the building designer. <J*\ -7'' 1 4 C- 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top end bottom chorda to be leterely braced at 'C.! 1 Is the responsibility at the erector.Additional permanent bracing of 2 o and et 10 o c.respectively a ply unless brasheass throughout they length by '1'77:?R 1 t - • DATE: 5/24/2017 the overall structure is the re sNi f the building deal ner. continuous pactsheathing such as plywood aired here)ownandi-f drywall(BC). spun Nyo g p 3 2x Impact bridging or lateral bracing required where shown++ SEQ.: K3235094 4.No bad should be applied to any component unslafter all bracing and 4. amgonofwssNasher responsibility .e respective fasteners are complete end at no time should any loads greater than Design assumes be design loads be applied to any component. and are for dry condiion of use. TRANS ID: LINK S.CampuTma hes no control over and assumes no responsibility for the 6 Design assumes NA bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 L/ Ill i! 5.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Wes,and placed so their center TPINVICA In SCSI.copies of which will be furnished upon request. linea coincide with joint center linea. 9.Digits Indicate else of plate In Inches. MiTek USA,Ina./CompUTrus Software 7.6.8(10)-E to.For bask connector plate design values see ESR-1371.ESR-19e8(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF HISBTR SPACED 24.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND Design conforms to mainwindforce-resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor=1.6, M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) Truss designed fox wind loads vertical members (ton). in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-3x6 where shown; Jts:2-3,7-8,11,13 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 18-06 18-06 T T '1 6-07-11 6-00 5-10-09 5-10-09 6-00 6-07-11 T 1' - T T T T 12 I IM-4x9 12 6.00 Q6.00 9.0" 5 ,p7( NIIIII 1.1 M-5x6(S) M-5x6(S) 0.25" 0.25" 4 6 0. + f 0 r o Rllsl WW 0 0 1 0 o M-1105x3 11 20.25" 3 M-1145x3 0 • M sxe(s) lik5) PR(J 6-05-15 5-10-09 6-01-12 6-01-12 5-10-09 6C,.. taG{NE,R / y >L N . 1-06 37-00 Z:t' 89200PE t" JOB NAME : AMERICAN MODERN 5-PLEX - BFW '" , . Scale: 0.2239a WARNINGS: GENERAL NOTES, unless otherwise noted: "' OREGON 4- BFW 1.Builder and erection contractor should be advised of all General Notes 1,This design Is based only upon the parameters shown and Is far an Individual �jr A- (l L V I Truss: and Warnings before nanatrualen commences. balding component Applicability of design parameters andL' 4 2.Tao cum esion web brawn Incorporation f us the responsibility proper `7 y` pre g must be installed where shown+, pore on o component sponsibil of the building designer. <0 1 4 !1° 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bosom chords to be laterally braced et V L Is the responsibility of the erector.Additional permanent bracing of 2 o c.end at 10'a.c respectively unless braced throughout their length by � .'�� continuous sheathing such as plywood airedsheathing(TC)and/or drywa8(BC). '!'77i1:410... ! DATE.: 5/24/2017 the overall structure k the responsibility of the bullding designer. 3.Zr impact bridging p dg g or lateral prating required the whpre she co++ SEQ. : K 3 2 3 5 0 9 5 4.Na load should be applied to any aomvanent until soar 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 ID: LINK design loads be applied to any component. and are for"dry conanron•of use. 17 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes ftp bearing at eq supports shown.Shim or wedge if EXPIRES: 12/r) //1(y fabrication,handling,shipment end installation of components. necessary. !.�7 IC.0 7.Design assumes adequate drainage is provided. May 24,2017 G.This design Is furnished attract to the limitations set forth by 8.Plates shall be located on both faces of Russ,and placed so their center TPIMRCA In SCSI,copies of which war be furnished upon request. lines coincide v4ih Joint center lines. uTrus Software 7.6.8(1L E 9.Digits Indicate size of plata in Inches. MITek USA,Inc./Com p 10.For been connector plate design values sae ESR-1311,ESR-198e(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=(-183) 201 9-10=(-337) 424 9- 1=(-910) 354 7-13=(-403) 172 BC: 204 KDDF #14BTR SPACED 24.0" O.C. 2- 3=) 0) 0 10-11=(-174) 585 1-10=(-348) 868 13- 8=(-155) 694 WEBS: 2x9 KDDF STAND; 2- 4=(-179) 197 11-12=(-174) 585 10- 2=(-145) 194 8-14=(-881) 236 2x9 KDDF 810BTR A LOADING 4- 6=(-540) 232 12-13=(-165) 514 10- 4=(-837) 317 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSI' 5- 6=( 0) 0 13-14=( -69) 89 11- 4-) 0) 298 TC LATERAL SUPPORT <= 12"OC. TON. DL ON BOTTOM CHORD = 10.0 PIE 6- 7=(-665) 236 4-12=(-111) 153 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 7- 8=(-611) 136 6-12=( -11) 92 12- 7=( -90) 129 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -143/ 940V -312/ 2178 5.50" 1.50 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) .. For hanger specs. - Ilsc14p44r3:ved plans IC OND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. 1-05-11 9-04-10 9-06-11 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 1' '' MAX LL DEFL = 0.035" @ 1'- 3.4" Allowed = 0.975" 0-05-12 4-08-05 4-08-05 0-05-12 4-04-11 4-08-03 MAX TL DEFL = -0.046" @ 11'- 0.6" Allowed = 1.300" T 1' 1 1 1 1 T SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 6.00 Q 6.00 MAX HORIZ. LL DEFL = 0.007" @ 20'- 3.3" MAX HORIZ. TL DEFL = 0.011" @ 20'- 3.3" Design conforms to main indforce-resisting M-4x6 M-4x6 system and componentsand cladding criteria. 3 M-3x8 5 M-3x4 2 9 Wind: 140 mph, h=23.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), 1 /- ..-N:3! load duration factor=1.6, y 0 End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 4.A. M-3x4 e AAIPPIIII �� CD I + N co 0 I mi 9 10 11 12 13 19 M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(S) j• y y 'p FL• 0-10-03 5-03-13 5-03-13 4-06-07 4-04-11 '�`<'< 6 9 y � 20-05 ,,,...,144 .9200 P E 1-- JOB JOB NAME : AMERICAN MODERN 5-PLEX - B1X Scale: 0.2616 t 110 Cr WARNINGS: GENERAL NOTES unless otheroyee noted' f\171."'!-' I) /i, 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an individual 7j \.!fl EGOI Vr�a. .v(,/ Truss: B1X and Warnings before construction commences. building component.Applicability of design parameters and proper F/r it �� r 2.2a4 compression web bracing must be Installed where ahavm e. Incorporation of component Is the responsibility of the building designer. -7 3.Additional temporary bracing to Insure stability dor ng construction 2.Design assumes the lap and bottom chords to be laterally braced at /wt� ups a the responsibility of the erector.Additional permanent bracing of 2 0.0.in end at h g hino.creuch as ply unless braced(TC)and/or their length by 4 a,,,, VA 1('i continuous sheathing such as plywood sheething(TC)andlor drywell(BC) �+•�RI DATE: 5/24/2017 the overall structure is the responsibility of the building designer, 3,24 Impact bridging or lateral bredng required where Moven e+ SEQ.: K3235096 4.No load should be applied to any component urtt after all b,adng and 44.oetallationaf truss isstheeeppostbgl.atthIn a eres��ivecacontractor.environment. fasteners are complete and at no time Mould any loads greater than and g assumes trusses of to b. TRANS ID: LINK design loads be applied to any component. 6.Perron assumes full bearing at all supporta shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the n0te,,,ry, EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage la provided. 11Ias 24,2017 N.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 i VI y LY L I TPWETCA in SCSI.copies of which will be fumished upon request. lines coincide with)oint center;Ines. 9.Digits Indicate Nae of plate In inches. MiTek USA,Ina/CompuTrus Software 7.6.8(1L}E 10.For beNc connector plate design values sea ESR-1311,ESR-1938(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF N1&HTR LOAD DURATION INCREASE = 1.15 1- 2=(-184) 209 9-10=(-337) 406 9- 1=(-901) 385 7-13=(-403) 208 BC: 2x9 KDDF N1&BTR SPACED 24.0" O.C. 2- 3-) 0) 0 10-11=(-243) 580 1-10=(-379) 859 13- 8=(-209) 694 WEBS: 2x9 KDDF STAND; 2- 4=(-181) 209 11-12=(-243) 580 10- 2=(-195) 163 8-19=(-881) 294 2x4 KDDF 81&17TR A LOADING 4- 6=(-545) 293 12-13=(-206) 519 10- 9=(-841) 393 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 13-14=( -69) 88 11- 4=( 0) 298 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-665) 302 9-12=(-101) 148 BC LATERAL SUPPORT <= 12"OC. EON. TOTAL LOAD = 45.0 PSF 7- 8=(-611) 176 6-12=( -11) 92 12- 7=( -73) 118 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 29"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -223/ 930V -312/ 218H 5.50" 1.49 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 ME'. 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) ** For hanger specs. - See approved plans l 4-01-11 4-00-10 12-02-11 IC OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. 1 /f - '1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-11-15 3-01-12 2-00-05 2-00-05 3-01-12 4-04-11 4-08-03 MAX LL DEFL = 0.035" @ 11'- 0.6" Allowed = 0.975" .t' .c .( - f f f -- - - . I MAX TL DEFL = -0.046" @ 11'- 0.6" Allowed = 1.300" 12 provide support 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 Q 6.00 MAX HURIN. LL DEFL = -0.007" @ 20'- 3.3" MAX HORIZ. TL DEFL = 0.011" @ 20'- 3.3" 3 5 Design conforms to main indforce-resisting system and components and cladding criteria. M-4x6 M-4x6 Wind: 140 mph, h=24.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3X4 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 Op _ 04� load duration factor=1.6, y� End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1M-3X4 7 est-3x4 A ,` 0 I coN 0 I r` e ee - .si 9 T 1011 12 13 **14 M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(S) {�,{ pR 0 () 0-10-03 5-03-13 y 5-03-13 y 4-06-07 y 4-04-11 y ''� �y`� ` E��Vs� l y k�� Off' 20-05 89200PE �. JOB NAME : AMERICAN MODERN 5-PLEX - B2X ...., e:-.0'' - Scale: 0.2539 - - ,. tr WARNINGS: GENERAL NOTES, unless otherwise noted 7 OREGON J* Truss B2X Builder and erection contractor should be advised of ail General Notes 1.This design is based only n the naeameters shown andisfor an individual �vr A 11Jl1Ill 1L77 WV/��VVN�. 1"L/ end Warnings before construction commences g compone o ign parame proper rV �(n� 'y 2 2x4 compression web bracing must be Installed where shown.. incorporation of component Is the responsibility of the building designer. /r�X. j �O `� 3.Addfiional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be IeterelM braced et �.�/ 14 "� is the responsiblgty of the erector.Additional permanent bracing of 2'nti end at 10'o u rsuchaively unless braced throughout their length by 'v,,,,�� s continuoussheathingsuerlbacing ras tluired mere)sand/or tlrywall(BC). fy;,/W[ DATE: 5/24/2017 the overall structure is the recponsiblliry of the building designer. 3.24 impact bridging or lateral bracing required where ahawn+* SEQ. : K3 2 3 5 0 9 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responebgfty of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non.aormalve environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition.of use. 5.CompuTw has no control over and assumes no responsibility for the a necessary. fabrication, full bearing eta supports shown.Shim or wedge if EXPIRES: V f1_l l'1 CC's. n/31 fA(l-A?. fabrication,handling,shipment and lnateNatmn of components. 7.Design assumes adequate drainage is provided. May 24,20171f1 C47 L` FL ill 8.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed w their center J LY TP6NJFCA in BCSI,espies of which will 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 EBR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 814BTR LOAD DURATION INCREASE = 1.15 1-2=(-478) 238 5-6=(-337) 413 5-1=(-869) 315 3-7=(-204) 219 BC: 2x9 KDDF #1uSTR SPACED 24.0" S.C. 2-3=(-531) 263 6-7=(-176) 617 1-6=(-197) 638 7-4=(-141) 693 WEBS: 2x4 KDDF STAND; 3-4=(-745) 177 7-8=( -69) 89 6-2=( -53) 144 4-8=(-861) 243 2x4 KDDF #1&BTR A LOADING 6-3=(-440) 226 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"00. SON. TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -143/ 953V -363/ 268H 5.50" 1.53 KDDF ( 625) *` For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-7 pef) uplift at 24 "om spacing. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TL DEFL = -0.030" @ 13'- 1.7" Allowed = 1.300" MAX TC PANEL LL DEFL = 0.030" @ 3'- 2.3" Allowed = 0.417" 6-02 14-03 SEASONED LUMBER IN DRY SERVICE CONDITIONS f f f 6-02 6-10-14 7-04-02 MAX HORIZ. LL DEFL = 0.005" @ 20'- 3.3" T 1' 'f 'f MAX HORIZ. TL DEFL = 0.007" @ 20'- 3.3" 12 12 6.00 IIM-9x9 Q 6 00 Design conforms to main windforce-resisting system and components and cladding criteria. 9.0" 2 4.,/ • Wind: 140 mph, h=24.8ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, WN` (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. 11-3X41,110011.11.11.11.111.1.1.11.1.111.1.11° M-3x4 .,- v 3 r I -V Al '''. 1111111110 *4IM-3x4 I 1 co u1 O M-1.5x3 0.25" 6 M-3x4 M-1.5x3 .8 M-5x8(S) {� n �y C� • y 6-02 ), 7-02-06 )' 7-00-10 ). ��-0 p QF�.06, 20-05 89200PE • r JOB NAME : AMERICAN MODERN 5-PLEX - B3X ..v ,/ Scale: 0.2280 "."'• WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 40 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 } A_ • Truss: B3X and Warnings before construction commences building component.Applicability of design parameters and proper �'^"f 4, G"0,•N. -� 2.204 compression web bracing must be Installed where shown incorporation of component is the responsibility of the building designer. h -7y 14 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the top end bottom chords to be laterally braced et "C/ 1 tea, Is the responsbllity of the erector.Additional permanent bracing of 2 on,end i gi o c.rsuch as plywood ly unless bracetl throughout their length). ,411:1-R4 L�VY3 DATE: 5/24/2017 the overall structure is the responsibility f the building designer. 2x imp ous sheathing or wch as acing re airedsheathere)ownandf*drywall(BC). (,7 Spon b o g goer. 3.2x Impact bridging or lateral bracing required where shown*. SEQ.: K3235098 4.No had should be applied to any component until ager all bracing and 5 Hsta Nntlaaonsoftt8usiieathee responsibility Bspobbaxeftaerespective esp ctveYvenomto. fasteners are complete and at no time should any loads greater than 9 TRANS ID: LINK design loads beapplPdtoanycomponent. and areror°dryeontlnionmaae. 5.Com Trua hes no control over antl assumes no res omlbil for the 0 nDe sign assumes fad bearing at all supports shown.Shim or wedge if pn p sty ry. EXPIRES: 121J1/2b17 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. ay MZ A rc7L o'�7 8.This design is furnished sub)ect is the limitations set forth by 8.Plates shall be located on both faces of Inas,and placed so their center May 't TPVWfCA In SCSI.copies of which will be famished 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-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 416BTR 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"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=21.5ft, 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 PSF load duration factor=l.6, Truss designed for wind loads considered for this design. M in the plane of the tru0sl s only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss oncontinuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. M-102 orequal 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 5-00 5-00 TO ONE FACE. T T 4 12 12 8.00 p IIM-4x4 .` 18.00 2 M o I r r 0 I ,y 1 ti • 4 5 y 2-00 y 10-00 y 2-00 y �c..RO PROpE,0 o.„._--, 89200PE • r' • JOB NAME : AMERICAN MODERN 5—PLEX — Cl ,. � Sale: 0.5057 .. WARNINGS: GENERAL NOTES, unless otherwise noted O[.:?Ci'�OKI jz 1.Builder 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 • 11L1.7 1 V _ v(,/ Truss: Cl and Warnings before construction commences building component.Applicability of design parameters end proper }� 2.204 compression web bracing must be installed where shown t Incorporation of component Is the responsibility of the bolding designer. -�/1 � {4 2-\,l 3.Addhonal temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chards to be leterely braced et S.l / '�s Is the responsibility of the erector.Additional permanent bracing of T o i and et ea o.chin respectively as ply unless braced(TC)throughout their length). �..�+ DATE: 5/24/2017 the overall structure lame responsibility of building designer. continuous sheathing such I b plywood aheaming(Tc)and/or drywan(Bc) 4r spun ty o e e 3.2%Impact bridging or lateral bracing required where shown a a SEQ. : K3 2 3 5 0 9 9 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Inc noncorrosive environment, TRANS ID' LINK design loads be applied to any component. and are for"dry condition"oruse. 5.CompuTrus has no control over and sesames no responsibility for the 6.D:sgnnecessassumes NII bearing al all supports shown.Shim or wedge If EXPIRES: 12[31/2017 2I3 A 201 7. fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage k provided. May 24,2011 l7- (lC LLl7 l(-L 1111 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 ) Y TPI/WTCA In BC SI.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.B(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-lees(MITek) 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 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&13TR SPACED 29.0" 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=22.Sft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 95.0 PSF load duration factor=l.6, Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) 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. H-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. NOTE:DESIGN ASSUMES SHEATHING 5-00 5-00 TO ONE FACE. T 4 1' 12 12 8.00 I I M-2x9 ' 8.00 1 rn co 0 0 I I r r 0 0 I I rO rn F -/ 4 5 y l y l0 PR Opp. 2-00 10-00 2-00 c ' NGINE., S, 2-00 -5' 89200PE z-- JOB NAME : AMERICAN MODERN 5—PLEX — ClX ., Scale: 0.4057 a. ,lli, .{,.,,.y(. . In .,1 WARNINGS: GENERAL NOTES, unlessolherotsenotetlOREGON I.Builder and erection contractor should Be advised of ail General Notes I.This design is based only upon the parameters shown and is for an Individual OREGON y� ,. Truss: C1X and Warnings before construction commences. building component.Appliwbilby of design parameters and proper 5 ��A in 2.254 compression web bracing must be installed where shown v. Incorporation of component Is the responsibility of the building designer. f/'I A/ i 3- {A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chortle to be laterally braced et �./ 1'^F Is the responsibility of the erector.Additional permanent bracing of Toc end el ig'o.c respectivelyunless brscetlthroughod their length by 'eRIl-\_ DATE: 5/24/2017 the overall structure is the responsibility f the building designer. continuous edging at such as plywood sheathing(TC)and/or tlrywaN(BC). apo^ ity o e g 3.a Impact bridging or lateral bracing required where shown.. SEQ.: 1<3235100 4.No load should be applied to any component until agar all bracing and 4.Installation of hues is the responsibility of the respective caniradnr. fasteners are compete and al no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, TRANS ID: LINK design loads be applied to any componentand are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the a necessary. essaryesign comea fug bearing al all supports shown.Shim or wedge i! EXPIRES: .1 2/31 jf'yo fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 IL JI(L 6.This design Is furnished willed to the limitation set forth by 8.Plates shall be located on both taws of truss.and placed so their center I V I y LY L TPUWrCA in BC51,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Diglte indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic aennedor plate design values see E5R-t3t1,E6R-1988(Wok) 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 IC: 2x4 KDDF R15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 74 2- 9=(-1084) 1562 3- 9=( -452) 298 10- 6=(-526) 1028 BC: 2x4 ROOF R16BTR SPACED 24.0" O.C. 2- 3=(-1444) 618 7- 8=7 0) 0 8- 9=7 0) 66 6-11=(-986) 315 WEBS: 2x4 KDDF STAND 3- 4=(-1035) 382 8-10-7 -10) 16 9- 4=( -133) 623 LOADING 4- 5=7 -851) 224 10-11=(-1969) 1991 9- 5=7 -616) 556 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1031) 311 9-10=(-1208) 1646 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-10=7 -458) 289 TOTAL LOAD = 45.0 PSF OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -286/ 1046V -2000/ 2000H 5.50" 1.67 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -294/ 1021V -2000/ 2000H 5.50" 1.63 KDDF ( 625) REQUIREMENTS OF IBC 2015,AND IRC 2015 NOT BEING MET. “ For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 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 = -0.004" @ -1'- 1.5" Allowed = 0.113" 8-06-08 8-06-08 MAX TL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" T 'f I MAX LL DEFL = -0.025" @ 8'- 6.5" Allowed = 0.808" 4-05-11 4-00-13 4-01-08 4_05 MAX TL DEFL = -0.038" @ 8'- 6.5" Allowed = 1.078" A2 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 MAX HORIZ. LL DEFL = 0.033" @ 0'- 5.5" 8.00 p IIM-4x4 Q 8.00 MAX HORIZ. TL DEFL = -0.039" @ 0'- 5.5" y 4.0" M-3xJ 4' M-3x5 ICONS. 3: 2000.00 LBS SEISMIC LOAD. RA Design conforms to main windforce-resisting O... % system and components and cladding criteria. M-1.5x9 M-1.5x4 Wind: 140 mph, h=22ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X5 ♦� �� M-3X5 load duration factor=1.6, M-1. x3 M-3x9 End vertical(s) a exposed to wind, Truss designed for wind loads M-3x5 :� 11110,k,_ in the plane of the truss only. O''itIN Truss designed for 9x2 outloo kers. 2x9 let-ins of the same size and grade as structural top M-1.5X4 chord. Insurer tight fit at each end of let-in. Outlookers must be cut with care and are M-3x5 M-3x9 permissible at inlet board areas only. SII. � epi r, o M-3x4 9 - ' o m ` yn-I 7 8 10 5 5 11 M-1.5x3 M-3x10 M-3x4 M-5x8 1 )' l )' y 7-07 0-11-08 4-03-04 4-03-04 J• l 1 y 1-01-08 7-07 9-06 ............- J• l y •,I(/:C.,- c e' PR Q��s!C1 8-09-12 0-09-12 8-08-04 y y ,�� NGINe /0 17-01 w • '4 /�' ''� 89200PE r • JOB NAME : AMERICAN MODERN 5-PLEX - Dl Scale: 0.2808 -_n 1. • WABuilder GENERAL NOTES, unless otherwise ee. 9� �y"1p EGON '\,� Bulltler antl erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 1VJ//�7l C'�<..77 V "I(J • Truss: 01 and Warnings before construction commences balding component.Applicability of design paremetere end proper " 2.204 compression web bracing must be Installed where shown 5. Incorporation of component Is the responsibility or the building designer. f '11) {A rQ� "t 3.Adddbnsl temporary bracing to insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced et tJ 1`Y Is the responsibility of the erector.Additional permanent bracing of 2 cc.and at 10'o c.respectively unless braced throughout their length by _ "/ R 1\-�- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 5/24/2017 the overall structure Is the responsibility of the building designer. 3.201mpact bridging or lateral bracing required where shown v+ SEQ. : K3 2 3 5101 4.No load 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 than 5.Design assumes trusses are to be used inc non-corrosive environment, TRANS ID• LINK design leads be applied to any component and are for'dry condition"of use. 5.CompuTros has no control over end assumes no responsibility for the 6.Design assumes WA bearing et all supports shaven.Shim or wedge if EXPIRES: V['1'r)C[+... w!/ /A(11 fabrication,handlin shipmentonen mceawry. flL}3 L' L171 g, aodheialansetf h. e7.Design esshallbassumes adequate drainage lo truss, May 24,2017 S.This design Is furnished wgad to the Imitations sat forth by 8.Plates anon be located on both races of lmsa,ens places so their anter TPNMTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint canter lines. es. MiTek USA,lnc./Com uTrus Software 7.6.81L E 9.ForbDigits Isis c e ecceplateiniign values P ( )• 1 e. beat 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 74 2- 9=(-190) 729 3- 9=(-246) 196 10- 6=( -89) 595 BC: 2x4 KDDF (luBTR SPACED 24.0" O.C. 2- 3=(-981) 270 7- 8=( 0) 0 8- 9=1 0) 66 6-11-(-719) 176 WEBS: 2x4 KDDF STAND 3- 4=(-735) 204 8-10=( -1) 7 9- 4=(-133) 477 LOADING 4- 5=(-735) 224 10-11=( -24) 43 9- 5=(-158) 135 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF 5- 6=(-776) 163 9-10=(-107) 615 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-10=(-265) 160 TOTAL LOAD = 45.0 PSF OVERHANGS: 13.5" 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" -122/ 927V -138/ 175H 5.50" 1.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -117/ 754V 0/ OH 5.50" 1.21 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP kOND. 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/1B0 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" 8-06-08 8-06-08 MAX TL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" 1' ,f MAX LL DEFL = 0.018" @ 8'- 6.5" Allowed = 0.808" 9-05-11 / 9-00-13 9-01-08 / 9-OS MAX TL DEFL = -0.029" @ 8'- 6.5" Allowed = 1.078" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 MAX HORIZ. LL DEFL = -0.009" @ 16'- 11.2" 8.00 I(M-4X4 8.00 MAX HORIZ. TL DEFL = 0.015" @ 16'- 11.2" 4 4.0" Design conforms to main indforce-resisting ' system and components and cladding criteria. N_N Wind: 140 mph, h=22ft, 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-1.5x3 M-3x9 in the plane of the truss only. 3 1 M-3x9 r- 0 � 100 �� 11 ern , cw 9 0 I M-3x4 1 r- N o o s �� 'T' 7 8 10 a a 11 M-1.5x3 M-3x8 M-1.5x3 M-5x8 1 . 1 1 1 7-07 0-11-0.8 4-03-04 4-03-04 1 1 1 1 1-01-08 7-07 9-06 1 1 1 1 P fish' 8-04-12 0-09-12 6-08-04 • '\��,1�4 Nj 1 17-01 1 ~' .. 11 �� 10" .. 89200PE JOB NAME : AMERICAN MODERN 5-PLEX - D2 .41, :"t a77} ---. Scale: 0.2808110 It -... r WARNINGS: GENERAL NOTES, unlessothensse noted, EGO ORN Ir' I.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 _y/ 11G 47V W Truss: D2 and Warnings before construction commences building cemponem.Applicability of design parameters and proper 4 r,,. 2�\ '`A 2.204 compression web biasing mud be installed where shown 4. incorporation of component Is the respondb®ily or the building designer, </'t •3 14 �{ --41� 3.Additional temporary bracing to Insure etablgty during construction 2 Design assumes the lop end bosom chords to be lalerelly braced et 'G.( "F Is the respunsibigty of the erector.Additional permanent bracing of 2'o.c and at 10'o c.respectively unless braced IhmughoN their length by 4/ ,`�. L� DATE: 5/24/2017 Iha overall structure la the re db 11 of building tles continuous sheathing such ea plywood sheathing(TC)and/or drywall(BC) spoil ty o g goer. 3.2x Impact bridging or lateral brains required where shown++ SEQ. : K 3 2 3 510 2 4.No load should be applied to any component until after all bracing and 4.Installation o/inns is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncormeNe environment. TRANS I D• LINK design loads be applied to any component. end are for"dry condftlan"of use. EXPIRES: " 5.CompuTrus hes no control over and assumes no responsiblilty for the 6.Design full bearing at all supports shown.Shim or wedge if .t\i p�p [a �n/r��/201 7 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 fl t] L(J fG 1 B.This design is Nmished subject to the limitations set forth by B.Plates shall be boated on both faces of truss,and placed so their center TPWdfCA in BCSI,copies of which Mil be fumlehed upon request. Imes coincide with joint center lines. 9.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-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-01-00 GIRDER SUPPORTING 20-08-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF )(1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 74 2- 8=(-760) 5160 8- 3=( -294) 2052 12- 6=(-1316) 244 BC: 2x6 KDDF lll&BTR 2- 3=(-6472) 1026 8-11=(-754) 5116 3-11=(-1752) 328 6-13=(-2650) 444 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4562) 782 9-10=( 0) 0 10-11=( -84) 596 13- 7=( -976) 6178 2x4 DF 2400E A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4542) 786 10-12=( -6) 42 11- 4=( -804) 4740 7-14=(-4262) 692 2x4 KDDF 41&BTR B; TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 19'- 1.0" V 5- 6=(-5448) 904 12-13=(-876) 5660 11- 5=(-1074) 256 2x4 KDDF STUD C; BC UNIF LL( 233.3)+DL( 206.7)= 440.0 PLF 0'- 0.0" TO 19'- 1.0" V 6- 7=(-5274) 860 13-14=(-104) 658 11-12=( -688) 4698 2x8 KDDF (2 D 5-12=( -178) 982 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL TC LATERAL SUPPORT <= 12"OC. UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -831/ 5047V -135/ 183H 5.50" 8.08 KDDF ( 625) OVERHANGS: 13.5" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19'- 1.0" -770/ 4828V 0/ OH 5.50" 7.72 KDDF ( 625) ( 2 ) complete trusses required. OND. 2: Designchecked for net(-7 "on (- psf) uplift at 24 spacing. _ Attach 2 ply with 3"x.131 DIA GUN � nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -1'- 1.5" Allowed = 0.113" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL DEFL = -0.001" @ -1'- 1.5" Allowed = 0.150" 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.068" @ 8'- 6.5" Allowed = 0.908" 9" oc in 2 row(s) throughout 2x8 webs. MAX TL DEFL = -0.123" @ 8'- 6.5" Allowed = 1.211" SEASONED LUMBER IN DRY SERVICE CONDITIONS ,/ 8-06-08 ` 7-04-10 / 3-01-14 / MAX HORIZ. LL DEFL = 0.024" @ 18'- 9.2" 1 1 MAX HORIZ. TL DEFL = 0.043" @ 18'- 9.2" 4-08-01 3-10-07 3-03-12 4-00-14 3-01-14 1' T '1 T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 8.10 F7' 'N 8.00 Wind: 140 mph, h=22ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 .f-n( load duration factor=1.6, MIS End vertical(s) are exposed to wind, Truss designed for wind loads n the plane of the truss only. M-3x5 M-3x5 3 1`, 11 M-5x6 M-4x10 M-5x10 r Q�� o 'Air N .0111161 MIMMININIIIIIi/ . 1F :1 0 I e N 7 D i I M-3x6 o q 1 ®0 12 13 --19 SIV M-1.5x3 M-6x10 M-4x8 M-7x8 M-1.5x4 .0 )' ; )' .0 ,0 .0 4-06-05 3-00-11 0-11-08 3-05-08 4-02-10 2-10-06 1 l Y .0 • 1-01-08 7-07 11-06 y 8-04-12 0-09-12 10-08-04 y ��FN ` $!:.:jo , 2 y 19-01 y �� 9200PE • • r' JOB NAME : AMERICAN MODERN 5-PLEX - D3 Scale: 0.2320 M WARNINGS: GENERAL NOTES, unless othenNee noted OREGON y-�OA) 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 P. A+ -1 1.7 1 V _ A' Truss: D3 and Warnlrgs before construction commence. building component.Applicability of design parameters and proper L'' -a��y 2.2s4 compression cab bracing moat be Installed where shown+. Incorporation of component is the responsibility of the bolding desgner. '<yI'k "7"` 1 A 2° ", 3.Addgbnel temporary bracing to Insure stability during construction 2 Design and at 11 the lop and bottom chords to be lelerelo braced at V 1`t � la the responebiliN of the erector.Additional permanent bracing of 2 o continuous end ate o c.rsuch h as ply wood s braced throughout r d yir length by ti-R.I L� DATE: 5/24/2017 the overall structure 1s the re ibg the 2Impact bridging latebacwg re vire weresone""rywan(Bc) !.4 epon 1st ofbuilding designer. 3.2s Impact or lateral bracing required chane shown++ SEQ.: K3 2 3 510 3 4.No load should be applied to any component until after all bradng and 4.Installation of truss la the responsibility of the respective contractor. fasteners are compete and at no lime should any loads greater then 5.oestgn assumes busses are to be used 1n a non-coneeke environment, TRANS ID• LINK design loads be applied to any component. and are for"dry ondnron^aruse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes ail bearing at a8 supports shown.Shim or wedge if EXPIRES: p p C(-+.'. t)(.] Jho 1 fabrication handling,shipment and Installation of components. wry' /t111' RLIJ L/\7 /L 1 8.This design Is furbished subject to the limitations set forth by8.Design assumes adequate drainage is provided. May Z4 20 1 7 stg8.Platesshallbelocatedon both faces of truss,and placed so theft center TPINJICA in BC51,copies of which will be furnished upon request. Imes indimt v e tont ate In inches, MiTek USA.Inc./Com uTrus Software 7.6.81L E g.For aisccone eat rpof ate ignhes. P ( � f 0.For basic connector plate designlues see ESR-1371,ESR-1888(MITep This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 204 KODF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 80 2-5=(-36) 41 3-5=(-131) 122 BC: 2x6 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-92) 57 WEBS: 2x9 KDDF STAND 3-4=(-11) 5 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. LION. 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: 18.0" 0.0" 0'- 0.0" -151/ 805V -28/ 800 5.50" 1.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -73/ 506V 0/ OH 5.50" 0.81 KDDF ( 625) ** For hanger specs. - See approved plans ADDL: BC CONC LL+OL= 704.0 LOS @ 2'- 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.018" @ 2'- 1.8" Allowed = 0.202" MAX BC PANEL TL DEFL = -0.023" @ 1'- 11.5" Allowed = 0.181" / 3-08-04 0-/03-/12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 4 Wind: 190 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11111111 load duration factor=1.6, End vertical(s) are exposed to wind, • Truss designed for wind loads miillid11411 in the plane of the truss only. o 0 cm N 0 Allilliffilll2 ** 5 1 M-3x4 M-3x6 y +704# ). y 3-08-04 0-03-12 ; >L o 1-06 4-00 yED PR R Ofi ss `t" 8992200PE c' JOB NAME : AMERICAN MODERN 5-PLEX - DGIRD Scale: 0.6113 { •W Cr 'S '�` WARNINGS: GENERAL NOTES, unless otherMee noted. R G �/� 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 •4. AA_-�' "'�� / Truss: DGIRD and Wamings before construction commences. building component.Applicability of design parameters and proper �, �Qb` 2.2a4 compression web bracing must be Installed where shown+. incorporation of component Is the reaponstbility of the building designer. 0 4` {,i 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced et �.l 1 si' Is the respanlb@ty of the eredor.Additional permanent bracing of T o c end et 10 o c resph plyely unless braced throughout their length by 44E' .)tl'0` continuous sheathing such as plywood sheet whereC)andlor drywall(BC). .(y 1r DATE: 5/24/2017 the overall structure is the responsibility of the building designer. 3.Z(Impact bridging or lateral bracing required shown++ SEQ.: K3235104 4.No load should be applied to any component until after all bracing and 4.Installation st llation of truwsathhse Bsponbsibueyyet to respectrtoe contractor. fasteners are complete and at no time should any loads greater than Design assumes design leads be applied to any component, end are for"dry condition"of use. TRANS ID: LINK S.Comy Tus hes no control Quarand esaumee no responsibility for the a Design bearing at al supports shown.Shim or wedge if EXPIRES. 12/31 2017 fabrication.handling.shipment end installation of components. 7.Design assumes adequate drainage is provided. May Z4r�o`A EXPIRES: L1J f-G 1( 6.ThIs design is furnished cabled to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate alta of plate In Inches. MiTek USA,Inc./CofnpUTrus Software 7.6.8(1L)-E 10.For bade connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -4) 99 7- 8=(-232) 197 7- 2=(-905) 228 10- 5=(-134) 150 BC: 2x4 KDDF 815BTR SPACED 24.0" O.C. 2- 3=(-677) 163 8-10=(-165) 550 2- 8=( -81) 553 10-12=(-121) 427 WEBS: 2x4 REEF STAND 3- 4=(-590) 227 9-11=( 0) 0 8- 3=(-160) 143 5-12=(-350) 174 LOADING 4- 5=(-591) 235 11-12=( -1) 4 3-10=(-207) 137 12- 6=( -96) 520 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-555) 164 12-13=( -52) 72 11-10=( 0) 65 6-13=(-734) 189 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 4=(-148) 331 TOTAL LOAD = 45.0 PSF OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSE Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ." For hanger specs. - See approved plans 0'- 0.0" -121/ 941V -217/ 2500 5.50" 1.51 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -120/ 769V 0/ OH 5.50" 1.23 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10818 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 = -0.002" @ -1'- 1.5" Allowed = 0.113" MAX TL DEFL = -0.003" @ -1'- 1.5" Allowed = 0.150" 8-06-08 8-06-08 MAX LL DEFL = 0.013" @ 8'- 6.5" Allowed = 0.808" T ,( f MAX TL DEFL = -0.021" @ 8'- 6.5" Allowed = 1.078" 4-07 3-11-08 4-01-08 4-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' ' 1 1 1' MAX HORIZ. LL DEFL = 0.006" @ 16'- 11.2" 12 12 MAX HORIZ. TL DEFL = 0.009" @ 16'- 11.2" 8.00 Z HM-9x4 Q 8.00 Design conforms to main windforce-resisting 4 9'0 system and components and cladding criteria. f'•f NN Wind: 140 mph, h=23ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, M-3x9 Truss designed for wind loads ,M-3x9 3 in the plane of the truss only. SI M-3x9 1 44 M-3x9 2 6 f yy 1` -/ o cx f 7 8 .-1 10 -r of M-1.5x3 M-3x4 I11111 .0.1„ `^ N rl 9 M-15x8 12 #513 M-3x8 M-1.5x3 M-1.5x3 l l l l )' l 9-03-08 3-03-08 0-11-08 9-03-04 4-03-04 l l l , 1-01-08 7-07 l l 9-06 l E. l 8-04-12 0-09-12 8-08-04 l mac. GIN 6$. 0.(/ 4� 17-01 :9200 ET r JOB NAME : AMERICAN MODERN 5-PLEX - D2X • Scale: 0.2301 � ./�k., WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON a'7.. 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 �jr A. t(ll GG LL.7I VV�A VY A Truss: D2X and Warnings before construction commences. building component,Applicability of design parameters and proper Y 'wJ,y0\� 2.2x4 compression web bracing must be installed where shown a. Incorporation of component Is the responsibility of the building tlecl9ner �/'L. '7 i+' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at 'Cl ♦ ,�S Is the responsibility of the erector.Additional permanent bracing of coo i and al 10 sheathing such unless braced throughout their length by /+,v/a,,,,` ��.Vh continuous ahaething wch as plywood sheathing(TC)and/or tlrywaA(BC). °`�lO=•R DATE: 5/24/2017 the overall structure is the responsibility of the building designer. 3.21,Impact bridging or lateral braGng required where shown++ SEQ.: K3 2 3 510 5 4.No road should be applied to any component until after all bracing and 4.Installation of truss is the roaponabRfy of the respective contractor. fasteners are complete and at no time should any'toads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS TD: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design a°sumo°full bearing et all supports shown.Ohm of wedge if EXPIRES: I'y'17 CCs: n/3 //1(1 A 7 fabrication,handling,shipment and installation of components. ry' C//t��ff Ifl1 CC 4477 L/J JL.4)L/ 8.This design is furnished subject to the limitations set forth by7.Design assumes el ailed one drainage is provided. May 24,2 1 7 98.Plates c mail be located on both faces of truss,and placed so their center TPIANZCA in BG51,copies of which will be(urnlshetl upon request. lines coincide wHh joint tamer Imes. 9.Digits indicate alae of plate In Inches. MiTek USA,Inc./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: 2x4 KDDF #118TR LOAD DURATION INCREASE = 1.15 1- 2=( -4) 99 7- 8=1-1977) 1991 7- 2=(-1176) 544 10- 5=1 -748) 741 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1025) 445 8-10=(-1202) 1567 2- 8=( -698) 1112 10-12=(-1322) 1626 WEBS: 2x4 KDDF STAND 3- 4=1 -860) 353 9-11=1 0) 0 8- 3=( -424) 393 5-12=( -712) 507 LOADING 4- 5=1 -726) 235 11-12=1 -7) 11 3-10=1 -672) 553 12- 6=( -639) 1032 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -785) 296 12-13=(-1982) 1991 11-10=1 0) 65 6-13=(-1174) 545 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 10- 4=1 -148) 441 TOTAL LOAD = 45.0 PSF OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -524/ 1212V -2000/ 2000H 5.50" 1.94 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -525/ 1209V -2000/ 2000H 5.50" 1.93 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-3x4 where shown; Jts:2-3,5-8,13 Icon. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP a+ For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.113" MAX TL DEFL = -0.003" @ -1'- 1.5" Allowed = 0.150" 8-06-08 8-06-08 MAX LL DEFL = -0.016" @ 8'- 6.5" Allowed = 0.808" T 1' 1' MAX TL DEFL = -0.025" @ 8'- 6.5" Allowed = 1.078" 4-07 3-11-08 4-01-08 4-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' ' 1' ' 1' MAX HORIZ. LL DEFL = 0.027" @ 0'- 1.7" 12 12 MAX HORIZ. TL DEFL = -0.030" @ 0'- 1.7" 8.00 I IM-4x4 ' 8.00 4.0" ICONS. 3: 2000.00 LBS SEISMIC LOAD. M-315 'f-'f M-3x5 Design conforms to main windforce-resisting 0 system and components and cladding criteria. M-1.5x4 M-1.5x9 Wind: 140 mph, h=23ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 load duration factor=1.6, End vertical(s) are exposed to wind, M-311111111 -3X5 3 Truss designed for wind loads 'j54j Truss designed for 9x2 outlookers. 2x4 let-ins of the same size and grade as structural top M-3X5 chord. Insure tight fit at each end of let-in. outlookers must be cut with care and axe 2 6 pezmissible at inlet board areas only. li -/ 1111111111h*fl 11111116k o N 7 8 10 �_r o 9 M-X8 12 "13 M-3x10 M-1.5x3 y ci l 1 ,i l 4-03-08 3-03-08 0-11-08 4-03-04 4-03-04 b l y y 1-01-08 7-07 y y 9-06 y 0 } (ROP 45 8-04-12 0-09-12 8-08-04 y ,c�4&‘1%.�WNW�. '6',,c, /g ,.. 17-01 ..r . :89200PE t-- JOB NAME : AMERICAN MODERN 5-PLEX - D1X AgOOP,15r . . Scale: 0.2301 _ - it WARNINGS: GENERAL NOTES, unless otherwise noted: '�` OREGON Zid 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 J A_OREGON "{J Truss: D1X and Warnings before construction commences. building component Applicability of design parameters end proper �i " � 2�4'� �� 2,204 compression web bracing must be Installed where shown+ Incorporation of component Is the responsibility of the building designer. /t. -1� {A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et '�.l t N', is the responsibility of the erector.Additional permanent bracing of T continuous end at 10 o,c respectively as plyoodunless braced)UE end/or oW they length). a 1 L� DATE: 5/24/2017 the overall structure Is the re ebl the buildin dealner. 25 Impat shggiolterasacing re requsheaired where sport Illy ofg g 3.2.Impact bridging or lateral bracing requlretl where Mown++ SE K3235106 4.No load should be applied to any component until after all Gating and 4.Installation of truss Is the responsibility of the respective contractor. Q fasteners are complete and at no time should any loads greater than 5,Design assumes trusses are to be used Ina non-carmslve environment. and se. TRANS ID: LINK deslgnloads beapplied toany component. 8 are for"dry condition"lofutaasu rtaenown.snlmorrc 5.CompuTrus has no control over and assumes no responsibility for the ceg�arysumes bearing a supports wedgeEXPIRES: V D i O CC"'. 2/3 Jit/1 ? fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage la provided. May 24,207 5 L J tell 8.ThIs design is furnished subject to me limitations set forth by S.Plates shall be located on both faces of truss,and placed au their center TPIANTCA 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./CompuTrus Software 7.6.8(1L)-E to,For basic connector plate design values see ESR-1311,ESR-t988(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-01-00 GIRDER SUPPORTING 20-08-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 CC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -4) 98 8- 9=(-238) 226 B- 2=(-4178) 694 11-13=( -508) 3372 BC: 2x6 KDDF #1&BTR 2- 3=(-4096) 708 9-11=(-562) 3324 2- 9=( -498) 3612 5-13=( -138) 508 WEBS: 2x4 RODE STAND; LOADING 3- 4=(-3528) 666 10-12=( 0) 0 9- 3=( -118) 618 13- 6=( -70) 426 2x4 KDDF STUD A; LL = 25 POP Ground Snow (Pg) 4- 5=(-3510) 672 12-13=) -2) 24 3-11=( -752) 198 6-14=(-2660) 456 2x8 KDDF #2 B TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 19'- 1.0" V 5- 6=(-3914) 700 13-14=(-432) 2906 12-11=( -86) 594 14- 7=( -778) 4852 BC UNIF LL( 233.3)+DL( 206.7)= 440.0 PLF 0'- 0.0" TO 19'- 1.0" V 6- 7=(-2712) 484 14-15=( -78) 340 11- 4=( -678) 3602 7-15=(-4362) 718 TC LATERAL SUPPORT <= 12"00. UON. 11- 5=( -654) 206 BC LATERAL SUPPORT <= 12"OC. UON. 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 OVERHANGS: 13.5" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -812/ 4996V -212/ 257H 5.50" 7.99 KDDF ( 625) ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19'- 1.0" -794/ 4908V 0/ OH 5.50" 7.85 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN nails staggered: IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc n 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" o n 1 row(s) throughout 2x9 webs, MAX LL DEFL = -0.001" @ -1'- 1.5" Allowed = 0.113" 9" oc in 2 row(s) throughout 2x8 webs. MAX TL DE FL = -0.001" @ -1'- 1.5" Allowed = 0.150" MAX LL DEFL = -0.045" @ 8'- 6.5" Allowed = 0.908" 8-06-08 7-04-10 3-01-14 MAX TL DEFL = -0.082" @ 8'- 6.5" Allowed = 1.211" ,1 ,. - 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS ,r 4-08-01 / 3-10-07 / 3-03-12 / 4-00-14 / 3-01-14 / MAX HORIZ. LL DEFL = 0.012" @ 18'- 9.2" 1 1 I 1 MAX HORIZ. TL DEFL = 0.022" @ 18'- 9.2" 12 12 M-4x6Design conforms to main windforce-resisting 8.00 Q 8.00 system and components and cladding criteria. 4.0" 4 n5( Wind: 140 mph, h=23ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, IIIP \ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) a exposed to wind, M-3x9 Truss designed for ewind loads M-3x4 in the plane of the truss only. 3 M-5x6 M-5x8 M-9x6 iC�1 2 laisLi_db. A f �. c iiiiiiiiibl14, r 1 o r c o 8 9 N 11 /iri p M-3x6 .M-6x6 l omaig11® - toM-9x8 13 14 '-'15 -1 M-6x10 M-5x6 M-1.5x3 M-1.5x4 J. 1 1 1 J' 1 1 4-04-09 3-02-07 0-11-08 3-05-08 4-02-10 2-10-06 1 1 1 1 � .0 PR aFP s 1-01-08 7-07 11-06 1 1 1 1 O 8-04-12 0-09-12 10-08-04 1 5 t..y.4G�fIN tE� :27 19-01 89200 E ('~ JOB NAME : AMERICAN MODERN 5-PLEX - D3X . ."4, Scale: 0.2112 WARNINGS: GENERAL NOTES, udess otherwise noted' �llGl^7VIV 1.Badder and erection contractor Mould be advised o/all General Notes 1.This design ie based only upon Me parameters shorts and is for Cr individual 7:e C.L7 1 V 1 Truss: D3X and Warnings before cenatrudicn commences. building component.Applicability of design parameters and proper �� `'\ 2.2a4 compression web bracing must be installed where.sown t. Incorporation of component is the responsibility or the building designer. f0 '7 1'' 14 --41•• 3.Additional temporary brecing to Insure stability during construction 2.Design assumes the top and bosom chords to be leterely braced et „S v- is the reeponAbility of the erector.Additional permanent bracing of Toc and et 17 o.c respedNely unless braced throughout their length by Go R. NY DATE: 5/24/2017 the overall structure Is the roaponelblby of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywab(BC). C \4 3.2x loped bridging or lateral bracing where shown.. SEQ. : K3 2 3 510 7 4.No load should be applied to any component until after all bracing and 4.Insdaaamn of truss is the responMbilsy 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-concerns environment, TRANS ID: LINK design mads be applied to any component. and are for"dry condition.cruse. 5.CompuTrus hes no control over end assumes no responsibility for the 0.Designaeaaasumes full bearing et all supports shown.Shim or wedge If EXPIRES: �/[]I p C{s•. 12/31/2017/ry /!y(l 7. fabdcedon,handling,shipment and installation of components. necessary. /�f f1L 4J �/.J LL/ 7.Designteshallbassumesaaeduoneothlfacelaprusided.s. May 24,2017 S.This design Is furnished subject to the limitations set forth by 8.Plates anal)be located on both lacca of Imsa,and placed w their unlet TPVWICA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9MiTek USA,Inc./Com uTrus Software 7.6.8IL E N ForDigbasic indicate conerrer plateeign values P ( 1.Dorbaricconnectorpkat design inches. we ESR-1911,E517-1 988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 910BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( -3) 97 5-6=(-245) 201 5-2=(-383) 203 BC: 2x6 KDDF 61&13TR SPACED 24.0" O.C. 2-3=(-134) 98 2-6=(-167) 227 WEBS: 2x4 ROOF STAND 3-4=( -11) 5 6-3=(-147) 138 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED SRO AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -97/ 740V -102/ 156H 5.50" 1.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -154/ 580V 0/ OH 5.50" 0.93 KDDF ( 625) ** For hanger specs. - See approved plans ADDL: BC CONC LL+DL= 704.0 LBS @ 2'- 0.0" kOND. 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 LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.019" @ 2'- 0.6" Allowed = 0.230" MAX BC PANEL TL DEFL = -0.026" @ 1'- 11.6" Allowed = 0.185" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-08-04 0-03-12 ,r f MAX HORIZ. LL DEFL = -0.001" @ 3'- 6.5" MAX HORIZ. TL DEFL = -0.001" 8 3'- 6.5" 12 6.00 Design conforms to main indforce-resisting system and components and cladding criteria. M-1.5x3 a -1 Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, W End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 z cd f 111I C6co� Ni I 1 0 I 0 1 N1111111111111111194. Min U ®,I 41 5�� 6 - M-1.5x3 M-4x6 +7049 l l l • �-` 1-06 4-00 � C} PR opes t.sGINEA. 41 '� 89200PE41 v JOB NAME : AMERICAN MODERN 5-PLEX - DGIRDX /..,+"' -�'` Scale: 0.9830 ! WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON G('S("5 til Ja, I.Builder and erection contractor should be advised of all General Notes I.nes design Is based only upon the parameters shown and is for an Individual f Illi G�74✓1 V a'(/ Truss: DGIRDX and Wamingsbefore construction commences. building component.Applicability of design parameters and proper +a'`4. ,, Nt1* 44''' 2.2x4 compression web bradng must be installed where shown 0. Incorporation of component is me reaponstblllty of the building designer. J*'t { �. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom cholla to be laterally braced at �.J 1 by Is the responsibility of the erector.Additional permanent bracing of 2 o:end et ea o n.rsuch as ply wood s braced(TC)and/or their drylength). . fil�+ DATE: 5/24/2017 the overall structure la the responsibility of the building designer. continuous us sheatgl etg such as plywood requiredsheathere shown 0 drywag(BC). (y y. apon dY g 3.2x Impact bridging or lateral bracing where shown** SEQ. : K3235108 4.No bad should be applied to any component until atter all bracing and 4.oatanationoftrusNetheerobaul»yefthin a no respective ntr.dn, fasteners are complete and at no time should any loads greater than Deeng e assumes cry i consses are use. TRANS ID: LINK design loads be applied to any component. 6.Destgn assumes full bearing al all suppo ssir on.Shim or wedge if 1 s CompuTrue has no control over and assumes no responsibility for the necessary. ,a r�EXPIRES:� +� 12/31/2017 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. May ZY,ZO17 6.This design Is furnished subject to the limitations set forth by 8.Plates shag be boated on both faces of truss,and placed so their center TPIMTCA In BUST,capias of which Ott be furnished upon request. lines coincide with joint center line. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector pate design values see ESR-1311,ERR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" Design conforms to main indforce-resisting TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) system and components and cladding criteria. BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. LOADING (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF load duration factor=l.6, DL ON BOTTOM CHORD = 10.0 PIF Truss designed for wind loads TOTAL LOAD = 45.0 PSF in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) ADDL: BC CONC LL+DL= 704.0 LBS @ 2'- 0.0" Gable end truss on continuous bearing wall UON. NI-1x2 or equal typical at stud verticals. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus gable end detail for REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-07-04 5-07-04 T T T 12 12 8.00 p IIM-4x4 Q B.00 111 M-3x9+ IIIIIIIIIIIIIIINM-3N4+ Yir 0 CD OS COO m W l M-3x6+ M-3x6+ {�cO PR QF• Fss 1-01-08 11-02-08 1-0 xtee9 2 0 ,E '�. r JOB NAME : AMERICAN MODERN 5-PLEX - El Scale: 0.5514 4- WARNINGS: GENERAL NOTES, unless otherwise noted OREGON /e.. I.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 �j A OREGON 1.7 V i Y A Truss: El and Warnings before construction commences building component.Applicability of design parameters and proper <0 %1f r �(�� '� 2.254 compression web bredng must be Installed where shown+ Incorporation of component Is the responbtollity of the building designer. '7♦ 14 lJ 3.Additional temporary bracing to Insure etabittyy during construction 2.Desitin and et t S the top and bottom chords to be laterally braced at ��. le the respundbiety of the erector.Additional permanent bracing of 2 o inn. at 7 l o.c.s respectively ply unless braced i(TEl N their length by ['f FI l DATE: 5/24/2017 the overall structure Is thereresponsibility f the building designer. continuous sheathing each as acing required uir et where ownand/+drywaH(BC). 4y span Hyo g g 3.2x impact bridging or lateral bracing requlretl where shown++ SEQ. : K3 2 3 510 9 4.No load should be applied to any component until after all bracing and 5.4.Installation of truss Is thhe responsibility e ro w uilaiye of e respective fasteners are complete end at no time should any loads greater thanDesign assumes ment, design loads be applied to any component. end are for"dry condition.of use. TRANS I D: LINK S.CompuT ue nae no control coerced assumes no responsibility far the 6.Design assumes full bearing at all supports shown.shim or wedge If EXPIRES: 1 2/31/201 7 eery. lL �7 r/ 1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage h provided. May 2 ,2017 6.Thh design Is furnished subject to the limitations eel forth by 8.Plates shall be Mooted on both faces of truss,and placed so their center IYI y `4t TPINJICA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate she of plate In Inches. MiTek USA,Ina./CompuTrus Software 6.2.3(lL)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1- 2=( -98) 108 1- 8=(-1311) 1545 1- 2=(-1043) 617 BC: 2x4 KDDF 915BTR SPACED 24.0" O.C. 2- 3=(-737) 312 8- 7=(-1311) 1545 3- 8=( -502) 997 WEBS: 209 KDDF STAND 3- 4=(-590) 207 8- 4=( -59) 230 LOADING 4- 5=(-590) 207 8- 5=( -502) 997 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-737) 312 6- 7=(-1043) 617 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -98) 108 TOTAL LOAD = 95.0 PSF LETINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -297/ 758V -2000/ 2000H 5.50" 1.21 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 11'- 2.5" -297/ 758V -2000/ 2000H 5.50" 1.21 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 5-07-04 5-07-04 MAX LL DEFL = 0.023" @ 9'- 7.7" Allowed = 0.515" ,( f f MAX TL DEFL = 0.024" @ 1'- 6.8" Allowed = 0.686" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-08-12 1-00 2-10-08 2-10-08 1-00 1-08-12 f •1' . ' f MAX HORIZ. LL DEFL = 0.013" @ 10'- 9.0" 12 12 MAX HORIZ. TL DEFL = 0.015" @ 10'- 9.0" 8.00 IIM-9x9 Q 8.00 'COND. 3: 2000.00 LBS SEISMIC LOAD. ,9 9.01 Design conforms to main indforce-resisting 0., system and components and cladding criteria. 11�1N 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, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 5 M-3x9 4r4 I° M-3x4 z • 411111114%114 f -/ti co m mamm.il, m, o 0 1�.4 a =�7 �o M-4x6 M-3x8 M-4x6 l y ). 5-07-04 5-07-04 1 11-02-08 1 ".<0 ° PRO 144 �" 89200PE JOB NAME : AMERICAN MODERN 5-PLEX - E2 '' '"' � Scale: 0.4988 .I.. WARNINGS: GENERAL NOTES, unless otherwise noted 401 OREGON G,/'N Z(f�" 1.Builder and erection contractor Mould be advised of all General Notes t.This design Is based only upon the parameters shown and Is for an individual IIJJ(SII C.�I VV V y�- Truss: E2 and Warnins before construction commences. building component,Applicability of design parameters and proper Vs ° incorporation r component is the responsibility f the buildin designer. 2.214 cnmpresston web bracing must be Installed where shovel a rpara on o co po o g �0 A"7 14 2-° 3.Additional temporary bracing to Insure stability during construction 2 Design eawmes the tap end bottom chorda to be laterally braced et �l W � Is the responNbilty of the erector.Additional permanent bracing of 2'o inc.and al t l hino.crespectively as*wood braced throughout their length by E5p R I O' DATE: 5/24/2017 the overall structure Is the responsibility of building designer. continuous sheathing such as acng re uiredsheatingre shown drywag(BC). epon nY a 0 g 3.2t Impact bridging or lateral bracing required where shown�• SEQ. : K 3 2 3 5 110 4.No bad should be applied to any component until eller ill bracing and 4.Installation of truss Is the responsibility of the respeHNe contractor. fasteners are complete and el no time should any loads greater then 5.Design assumes trusses are to be used in a nencenosNe environment, TRANS I D, LINK design loads be applied to any component and are for condition or use. 5.CampuTrvs has no control over end assumes no responsibility for the 6.Design assumes NII beanng al all supports shown.Shim or wedge If EXPIRES'. 12/31/2017 2/31/201 7 fabrication,handling.shipment and installation of components. ry' EXPIRES: G J 1L T.Design assumes cednle drainageprosisen May 24,2017 6.This design is fumlehed caged to the limitations set faith by e.Plates shall be located obefaces on both laces of truss,end placed so their censer TPOWlCA In SCSI.copies of which will be furnished upon request. lines coincide 04th joint center lines. 9.Digits sc We platein inches. MiTek USA,lnc./Com uTrus Software 7.6.8 1E E 7o For basic connector plate design values see ESR-1311,ESR-7888(ANNA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 74 2- 6=(-640) 2051 6- 3=( -271) 1059 BC: 2x4 KDDF 416810 SPACED 29.0" O.C. 2- 3=(-2352) 691 6- 7=(-989) 1526 3- 7=(-1085) 456 WEBS: 2x4 ROOF STAND; 3- 9=( -649) 139 7- 8=( -49) 135 7- 9=( 0) 329 2x6 KDDF #2 A LOADING 4- 5=( -648) 142 7- 5=( -17) 322 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 8=( -565) 177 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POF 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: 13.5" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -97/ 765V -104/ 124H 5.50" 1.22 KDDF ( 625) I3'- 6.0" -101/ 587V 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 STROP LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" MAX TL DEFL = -0.009" @ -1'- 1.5" Allowed = 0.150" 7-10-12 5-07-04 MAX LL DEFL = 0.069" @ 2'- 11.5" Allowed = 0.629" f f f MAX TL DEFL = -0.111" @ 2'- 11.5" Allowed = 0.839" SEASONED LUMBER IN DRY SERVICE CONDITIONS ` 3-00-08 A 4-10-04 A 5-07-04 / 1 MAX HORIZ. LL DEFL = -0.055" @ 13'- 3.2" 12 12 MAX HORIZ. TL DEFL = 0.089" @ 13'- 3.2" 8.00 F IIM-4x4 Q8.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 �� Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ATTACH FURRING TO BOTTOM CHORD WITH 1111Wind: Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 2X4 VERTICALS AT LOCATIONS SHOWN load duration factor=l.6, WITH M-1.5X3 TYP,AND M-2.5X4 AT HEEL. End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. M-3x511111111111161%;13" VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 3 LOADS IMPOSED BY SUPPORTS(BEARINGS). 'per, 4o /-0`e aim o M-3x9 '1 7 '�N o M-3x8 M-3x6A o I 1 M-5x6 o Q 6.44 12 J' , . l 2-09 5-00 5-03-08 0-05-08 l y l l . ,�cO pRQFes 1-01-06 2-09 10-09 1-01-08 13-06 y �� p��'y y,/ / ay.- j s"0 q,.. G89200f E -6�r JOB NAME : AMERICAN MODERN 5-PLEX - E3 Scale: 0.3323 -1,11 WARNINGS: GENERAL NOTES, unless otherwise noted: �OREG^R( are. 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 OREGON V V sAto E3 and Warnings before construction commences. balding component Applicability of design parameters and proper h N 2 2x4 compression web bracing must be Installed where shown♦ incorporation of component Is the r.pa sibpdy of the building designer. �` {�{ 2-CP' "�. 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced et 1"t 01. Is the responsibility of the erector.Additional permanent bracing of 2 o.c.end at 10 o.c respectively unless braced throughout their length by 4,14i9'PIR i�� continuous sheathing such as plywood sheet where end/or drywall(BC). L4 DATE: 5/24/2017 the overall structure is the responeib Iky of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K3 2 3 5111 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the respondbility of the respective contractor. fasteners are complete and et 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 for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the H.OeeUgnaaawmea NII bearing at al supporta shown.Shim or wedge IfEXPIRES: /[] [')C{_+: !a(ry /f](Q fabrication,handling,shipment end Installation of components. wry' RL JJ LIJ L.�1 7.Plates shall assumesadequatedrainage Is provided. May 24,2017 e.This design Is famished subject to the limitations set forth by B.Plates shall be located on both fors of truss,and placed so their center TPIM/TCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA Inc./Com uTrue Software 7.6.8 1 L 9.Diggs indicate size of plate in inches. P ( )-E to.For basic connector plate design values see ESR-7311,ESR-7g88(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-05-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5134) 796 1- 6=(-710) 4090 6- 2=( -280) 1976 4- 9=(-5220) 852 BC: 2x6 KDDF #1&BTR 2- 3=(-3230) 554 6- 7=(-704) 4050 2- 7=(-1814) 342 9- 5=( -42) 8 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2640) 488 7- 8=(-268) 1388 3- 7=( -250) 1482 LL = 25 PSF Ground Snow (Pg) 4- 5=( -110) 136 8- 9=(-268) 1388 7- 4=( -350) 2160 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL) 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 4-) -494) 3022 BC LATERAL SUPPORT <= 12"OC. SON. BC UNIF LL( 230.2)+DL( 204.2)= 434.4 PLF 0'- 0.0" TO 15'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA -'r ( 2 ) complete trusses required. ADDL: BC CONC LL+DL= 1967.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN 0'- 0.0" -644/ 4163V -104/ 209H 5.50" 6.66 KDDF ( 625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -911/ 5601V 0/ OH 5.50" 8.96 KDDF ( 625) \A/ 9" oc n 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. XX. 9" oc in 2 row(s) throughout 2x6 bottom chords, 1COND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. 9" oc in 1 row(s) throughout 2x9 webs. BOTTOM CHORD CHECKED FOR 1GPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.034" @ 4'- 10.3" Allowed = 0.727" MAX TL DEFL = -0.067" @ 4'- 10.3" Allowed = 0.969" SEASONED LUMBER IN DRY SERVICE CONDITIONS A 9-00-12 6-04-12 ,( MAX HORIZ. LL DEFL = 0.009" @ 15'- 2.0" MAX HORIZ. TL DEFL = 0.018" @ 15'- 2.0" 5-00-01 4-00-11 4-05-04 1-11-08 T f 1' 1' 9' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 M-5x6 M-4x8 M-1.5x3 3 4 5 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, Q/aA -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), tr load duration factor=1.6, 1111 C:' End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 2 0 to r m Cid m oI 1111110 a, I� m ® a ® v1 il®� 0 1 - 6 7 8 =,a9 -/ I o M-5x10 M-3x6 M-6x8 M-3x8-M-4x4 y y ,1967# , 4-10-05 4-04-03 4-03-08 1-11-08 ,' P R O�-r s y 15-05-08 l �Gc`. , C INE;LVvi 0' /C? • 89200PE r JOB NAME : AMERICAN MODERN 5-PLEX - E4 ...<9.,...........z__, , y . z_--,• Scale: 0.3595 ,101110 WARNINGS: GENERAL NOTES, unless othenree noted: IP tr. (� 10 1.Builder and erection contractor should be advised of ad General Notes 1.ThIs design Is based only upon the parameters shown ands for an individual OREGO• N'""NAw� Truss: E4 and Warnings before construction commences. building component Applicability of design parameters and proper \u, A. 2 2a4 compression web bracing must be Installed where shorn♦ Incorporation of component Is the responsibility of the building designer. f/t.A/ �I 20 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at �✓ `'Y s the responsibility of the erector.Addglonal permanent bracing of Y o e end at gl a c respectively ply unless braced throughout their length by �,s�rr�R.. L�- DATE: 5/24/2017 the overall structure Is the responsibility f the building designer. continuous sheathing such as plywoodsheathing(TC)required wees and/or dryweA(BC) aeon Ily a g g 3.9c Impact bridging or lateral boring requlotl vfiere shown., SEQ.: 1<32 3 5112 4.Na load should be applied to any component until alter all bracing and 4.Installation of Muss Is the responsibglty of the respective contractor. fasteners are complete and at no time should am loads greater man 6.Design assumes Musses are to be used Ina non-wnoNve environment, TRANS ID: LINK design leads be applied to any component. and are for^dryconanlon Dross. 5.CampuTms has ria control over end assumes no responsibility for the 8 Design gnaryWmes full bearing at all supports shown.Shim or wedge 8 EXPIRES... 1Ij 31/2017. • fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 EXPIRES: LL1J I/-L l( 6.This design Is fumhhed eublect to the limitations set forth by 8.Mates shall be located on both feces of truss,and placed so their center TPI/WICA 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.Ina./CornpuTrus Software 7.6.8(1L(-E no.For basic connector plate design values see ENS-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF k1013TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 74 2-4=(0) 0 BC: 2x4 KDDF kl&BTR SPACED 29.0" O.C. 2-3=(-57) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -75/ 352V -13/ 57H 5.50" 0.56 KDDF ( 625) 1'- 4.9" -51/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 9.0" -8/ 29V 0/ OH 5.50" 0.04 NODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IP ROVIDE FULL BEARING;Jts:2,3,9 I 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 lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-05-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.009" @ -1'- 1.5" Allowed = 0.113" T MAX TL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.041" MAX BC PANEL LL DEFL = 0.003" @ 1'- 3.8" Allowed = 0.092" 12 MAX BC PANEL TL DEFL = 0.002" @ 1'- 2.8" Allowed = 0.122" 8.00 MAX BC PANEL TL DEFL = -0.001" @ 1'- 5.9" Allowed = 0.122" I SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 4.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 9.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 190 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. I 0 I r /- 0 0 0I 1E1_1 I 11111111111111111111111111 11f C' ��9 -, M-3x4 1 1 b l 1-01-08 2-09 .<�� PR ops, :9200PE JOB NAME : AMERICAN MODERN 5-PLEX - EJ1 �� Scale: 0.7418111 Cr • t� WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON Jv I.Builder and erection contractor should be advised old General Notes I.This design is based only upon the parameters shown and is for an individual LJ fl C.1, ON �'(/ Truss: EJ1 and Warnings before construction commences. building component Applicability of design parameters and proper �j [� 2.2e4 compression web bracing must be installed where shown+ Incorporation of component Is the responsibility of the building designer. fly. "7}, A 2. �--V.7.` 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et t,l "'1' sus Is the responsibility of the erector.Additional permanent bracing of T a.c.and at 10'o c.respectively unless braced throughout their length by 4/AEF.*R n t. y{/ DATE: 5/24/2017 the overall structure Is heresponsibilitydf the b man dad ner, continuous sheathing such as plywood sheathing(TC)andror drywa8(BC). o g 9 3.2s Impact bridging or lateral bnGng required where shown i• SEQ. : K3 2 3 5113 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 end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-oorroeice environment, T RAN S I D' LINK 4edgn loads be applied to any component, and are for"dry condition"of use. " 5.CompuTrus has no control over and assumes no responsibility for the B necessary. fabrication, fug bearing at all supports Shawn.Shim or wedge If EXPIRES: l3/.] Jf1/T fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. May 24,2017 ! J (GSI H.This design is furnished Subject to the limitations set forth by B.Plates shall be Vacated on both faces of truss,and placed so their center TPIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. S.Diggs indicate size or plate in inches.MiTek USA Inc.iCom uTrus Software 7.6.8(1L)-E in.For sic 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 2'- 7.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KODE #1&13TR SPACED 29.0" O.C. 2-3=(-67) 23 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 45.0 PIP 0'- 0.0" -103/ 954V -10/ 68H 5.50" 0.73 KDDF ( 625) 1'- 9.2" -76/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 7.7" -31/ 66V 0/ OH 1.50" 0.11 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING;Jts:2,4,3I 6.00 REQUIREMENTS OF DEC 2015 AND IRC 2015 NOT BEING MET. COND. 2: Design checked for net(-7 pef) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.0" Allowed = 0.150" MAX TC PANEL TL DEFL = 0.003" @ 1'- 0.9" Allowed = 0.224" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.9" 3 -, MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.9" Design conforms to main windforce-resisting system and components and cladding criteria. llAIM-3x4 Wind: 140 mph, h=19.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads coin the plane of the truss only. 0 I r f o I FA o I / 2 1110. 114 111111119. 1 9 1 l 1• l l 1-06 2-00 0-07-11 +dry 89200PE r JOB NAME : AMERICAN MODERN 5-PLEX - ESJ1 - P'r Scale: 0.9392 OA CC WARNINGS: GENERAL NOTES, uNess otherMse noted: 7/ /'11'�P"/"'•/11s fz, 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 Indivklual V OREGON V I . Truss: ESJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper all 2 2r4 compression web bracing must be Installed where shown w Incorporation of component is the responsibility of the building designer. 'f11 '7 .{ �� " 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at V/.sf�/ ! *the responsibility of the erector.Additional permanent bracing of Dec.continuous at h e'hin respectively ply wood shes athing(TC) (TC)and/or their dry'n length by '�'/�`w,,,ROA- �� cool mous sheathing such as plywood ting(TC)shown C tlryweA(BC). a.�„M DATE: 5/24/2017 the overall structure is the responsibtlny of the building designer. 3.2s Impact bridging or lateral bracing required where shown e e SEQ. : K 3 2 3 5114 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete 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 deeignloads beapplied toany component. 6 andararar Ory conditionareae. 5. Design CompuTrus has no control over and assumes no responsibility for the essaryeumea fust bearing al aN supports shown Shim or wedge if EXPIRES:. 1 2/31/201 7 lebrkation,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. May 24,2017L/J !L. 1! S.This design Is furnished subject to the limitations set funk by e.Plates shall be located on both faces of truss,and placed so their center Y L I TPFWTCA in BCSI,copies of which sill 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 II.For basic oonnaclor plate design values see ESR-1311,6512-113811(MITek) This design prepared from computer input by I Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 2.5" 1COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. IC: 204 KDDF #160TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 416BTR 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. DON. LL( 25.0)+DL) 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 45.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on 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 T T 12 12 8.001" IIM-4x4 ' s.ao 2 7.41 1 0 oo I I co 1111111111 III o Wo N N f —I 9 5 J' 1-01-0I8 l 11-02-08 y1-01-08 y e4 PR(7P s' IF `t' 89200PE r' JOB NAME : AMERICAN MODERN 5—PLEX — E1X //, Scale: 0.4275 ,i fU . /�..'-' WARNINGS: GENERAL NOTES, unless otherwise noted ' OREGON / I.Builder and erection conhactar should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual // �J r LJ V I V s, Truss Elx end Warnings before construction commences. building component.Applicability of design parameters end proper i^" 4I,, µ' 2 2x4 compression web bracing must be installed where shown a. Incorporation of component Is the reeponstbRts of the building tlestgner. /fti '7�' {�I F1 tic=• 3.Addtlonal temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at "G.�l 1"1' 4 Is the responsibility of the erector.Additional permanent bracing of 2 o c.in and at 10.sheo.oathing rsuchctNety anises braced throughout their length by .4113 R I t—\ continuous Mgingor wchasptyvmotluired neresand/ordrywatl(BC). DATE: 5/24/2017 the overall structuro Is the responsibility of the building designer. ;,2x Impact bridging or lateral bracing required where Mown r* SEQ. : K 3 2 3 5116 4.Na load Mould be applied to any component until ager all bracing and 4.Installation of truss le the responsibility of the respective contractor. fasteners are compete and at no time Mould any loads greater than 5.Design assumes trusses ere to be used Ina nen-corrosive environment TRANS ID: LINK design loads be applied to any component. and are for"dry condition of use. S.CampuTrua has no control over end assumes no responsibility for the 6.DeNgn assumes Mt bearing at all supporta Mown.Shim or wedge If EXPIRES: 12/31/2017 13/31/20+7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 f1CtJ L J (-L I/ 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center Y TPIFWTCA In SCSI,copies of which will be fumisned upon request. lines coincide with joint center lines. 9.DigEs indicate sire of plate In Inches. MiTek USA,Ino/CompuTras Software 7.6.6(1L)-E /0.For basic connector plate design values see ESR-1311,ESR-7988(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: 2x4 KDDF Nl&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 99 6-7=(-1977) 1984 6-2=( -972) 664 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-761) 516 7-8=(-1977) 1984 2-7=(-1010) 1194 WEBS: 2x4 KDDF STAND 3-4=)-761) 516 7-3=( -68) 153 LOADING 4-5=( -4) 99 7-4=(-1010) 1194 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=( -972) 664 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 13.5" 13.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -638/ 1016V -2000/ 2000H 5.50" 1.63 KDDF ( 625) 11'- 2.5" -638/ 1016V -2000/ 2000H 5.50" 1.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. GOND. 2: Design checked for net(-7 psf) uplift at 24 "00 spat in9• 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 = -0.002" @ -1'- 1.5" Allowed = 0.113" MAX TL DEFL = -0.003" @ -1'- 1.5" Allowed = 0.150" 5-07-04 5-07-04 MAX LL DEFL = -0.002" @ 12'- 4.0" Allowed = 0.113" MAX TL DEFL = -0.003" @ 12'- 4.0" Allowed = 0.150" 1' MAX TC PANEL LL DEFL = -0.029" @ 8'- 3.6" Allowed = 0.402" 12 12 MAX TC PANEL TL DEFL = 0.044" @ B'- 1.1" Allowed = 0.604" 0.00 F77 IIM-4x4 ' 8.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.0" MAX HORIZ. LL DEFL = 0.014" @ 0'- 1.7" 3 MAX BORR. TL DEFL = -0.014" @ 0'- 1.7" RI [COND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and 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 fox wind loads in the plane of the truss only. M-3x9 M-3x9 2 1 s o 0 I INI144 . .-Miati In ccr co 0 0 I cu cu M-3x4 M-3x8 M-3x4 5-07-04 5-07-04 1-01-08y 11-02-08 1-01-08y CO AGN ,fir,�c' . „EL/ 89200PE r„. JOB NAME : AMERICAN MODERN 5-PLEX - E2X �. / . Scale: 0.3775 le Cr; WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON K/ 1.Aider 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 {4 ��,,y OREGON\.,7�V "{,/ Truss: E2X and Wamings before construction commences. building component.Applkebilby of design parameters and proper �s f .el `O� 2.204 compression web bracing must be Installed where shover e. Incorporation of component is the responsibility of the building designer. '7 I14 `�7 3.Additional temporary bracing to Insure stabllIy during construction 2 Design assumes the lop and bottom chords la be laterally braced at Q+ Is the responsibility of the erector.Additional permanent bracing of 2 o c and l f:o a respectively a ply unless braced(TC)holt their dry length by (^u�RIO- �+ DATE: 5/24/2017 Ins overall amours Is mere abs r me building ae continuous sheathing such as plywood sheathing(TC)anarar dryw.g(Bc). L+ responsibility o g signer. 3,2x Impact bridging or lateral bracing required where shown*. SEQ. : K3235117 4.No load should be applied to any component until after all bracing and 4.Insllationoftruss slsIIssthe errspo sibillhyeltIn anrespective ec environment, fasteners are complete and at no time should any loads greater man Design assume TRANS I D: LINK design loads be applied to any component. 8 and are for"dry ouO E a"of use. supports shown.Shim or wedge u 5.CampuTrus has no control over and assumes no responsibility for the necessarygn Wmes bearing ppog EXPIRES: V D'Q ES: 1nl']1f�yoi� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Ma 24,2017 RL4J fL/J If/ 1 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 y LY TPINOTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ina./CompuTfus Software 7.6.8(1L)'E 10.For basic connector pate design values see ESR-1311,ESR-1988(Weal 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 N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -4) 99 6- 8=( -4) 7 2- 6=(-740) 180 3- 9=(-296) 241 BC: 2x9 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-601) 231 7- 9=(-310) 567 2- 7=(-144) 553 9- 9=( -2) 202 WEBS: 2x9 KDDF STAND; 3- 4=(-495) 152 9-10=1 -43) 67 6- 7=(-220) 189 9- 5=( -56) 325 2x6 KDDF #2 A LOADING 4- 5=(-478) 150 8- 7=( 0) 46 5-10=(-559) 203 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 7- 3=(-177) 106 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -97/ 787V -183/ 1980 5.50" 1.26 KDDF ( 625) 13'- 6.0" -103/ 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'- 1.5" Allowed = 0.113" MAX TL DEFL = -0.003" @ -1'- 1.5" Allowed = 0.150" 7-10-12 5-07-04 MAX LL DEFL = 0.008" @ 2'- 8.0" Allowed = 0.629" ,r ,' ,. MAX TC PANEL TL DEFL = 0.031" @ 10'- 6.1" Allowed = 0.584" 2-09 5-01-12 5-07-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' 1' '1 MAX HORIZ. LL DEFL = -0.008" @ 13'- 3.2" 12 12 MAX HORIZ. TL DEFL = 0.011" @ 13'- 3.2" 17IIM-4x4 Q a.00 8.00 Design conforms to main windforce-resisting 4.0 tem and components cladding 4 n1- N_N0, system po vents and criteria. Wind: 140 mph, h=22.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6,e End vertical(s) a exposed to wind, Truss designed forwind loads in the plane of the truss only. M-3x9 M-3x4 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 3 5 LOADS IMPOSED BY SUPPORTS(BEARINGS). 0.4441 110000000. -/ M-3x4 0 f 4e� N 0 1 N o�11 N -tea MM 10 N N 9 �o 0 M-3x8 M-3x6 /- 6 7 11 A �7 M-3x4 M-�x8 M-1.5x3 l l l .1- 2-07-04 2-07-04 5-03-08 5-07-04 Yy� p r 1-01-08 2-09 y 10-09 y �x�.0 PRQ�CCCYC y >- y ��` v,\GtNE,�'. / 1-01-08 13-06 >,./ • a /�nq�^ 1p '•C/ 8922000r E �� JOB NAME : AMERICAN MODERN 5-PLEX - E3X i'' /�'' --- Scale: 0.2954 WARNINGS: GENERAL NOTES, uMeuponthe parameters 9� 4,f'\A"1C1:'ON ./.4,./- Truss: fy I.Builder and abefor conlredoran ca be advised of all General Notes 7.This design Abased only upon the parametersshown and Iafor opan Individual OREGON v(,/ Truss: E3X antl Warnings before construction commences building component.Applicability or design parameters and proper 2.204 compression web bracing mast be Installed where show„. incorporation ampanem1amereaponabnryo/theb�dingciesgnat -"" .1). 14 20 vj-Additional temporary bracing to Insure stability during conetructlan 2.Design assumes the top end bottom chards to be laterally braced et 3.Add Is the responsibility of the erector,Additional permanent bracing of 2 c c,end bridging o c.respectively unless braced throughout their length by 1�� continuous shging or such as plywood required et where s andown•tlryweA(BC). !." AD, DATE: 5/24/2017 the overall structure la the responsibility of the building designer. 3.2x impact bndging or lateral bracing required where Mown�. SEQ.: K3 2 3 5 118 4.No road should be applied to any component until after all bracing and 4.Installation of truss is the responsibility Orme respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID' LINK design loads be applied to any component. end are fords condnlsn'of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design:seumes fee bearing at all supports shown.Shim or wedge If EXPIRCS.. 12 31/2017 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 EXPIRES: IL/ I(L-C1 ! 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 TPW4TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. N.Digits indicate edef plate in inches. . MiTek USA,Inc./Com uTrus Software 7.6.8(1L)-E 1 For basic connector onrplate design values sae ESR-1311,ESR-1 988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-05-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-3338) 544 6- 7=(-452) 534 6- 1=(-3186) 496 8- 4=( -382) 2144 BC: 2x6 KDDF if16BTR 2- 3=(-2542) 476 7- 8=(-546) 2680 1- 7=( -402) 2890 9- 4-( -474) 2970 WEBS: 2x4 ROOF STAND LOADING 3- 4=(-2050) 418 8- 9=(-232) 1038 7- 2=( -164) 978 4-10=(-5124) 860 LL - 25 PSF Ground Snow (Pg) 4- 5=( -146) 180 9-10=(-232) 1038 2- 8=(-1030) 232 10- 5=( -52) 10 TC LATERAL SUPPORT <= 12"0C. DON. TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 3- 8=( -214) 1162 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 230.2)+DL( 204.2)= 434.4 PLF 0'- 0.0" TO 15'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. ADDL. BC CONC LL+DL= 1967.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN 0'- 0.0" -624/ 4080V -173/ 276H 5.50" 6.53 KDDF ( 625) ails staggered: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 15'- 5.5" -948/ 5684V 0/ 09 5.50" 9.09 KDDF ( 625) n9" oc in 1 row(s) throughout 2x9 top chords, LIVE LOAD AT LOCATION(S) SPECIFIED BY DEC 2015. 9" o n 2 row(s) throughout 2x6 bottom chords, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, o 9" oc in 1 row(s) throughout 2x9 webs. 1COND. 2: Design checked for net(-7 psf) uplift at 24 '• c spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-00-12 6-04-12 MAX LL DEFL = -0.025" @ 4'- 8.6" Allowed = 0.727" MAX TL DEFL = -0.054" @ 13'- 6.0" Allowed = 0.969" 7 11 '1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-00-01 4-00-11 4-05-04 1-11-08 f- -- ' '( - ' j' MAX HORIZ. LL DEFL - -0.004" @ 15'- 2.0" 12 MAX HORIZ. TL DEFL = 0.008" @ 15'- 2.0" 8.00 M-5x6 M-4x8 M-1.5x3 3 4 5 Design conforms to main windforce-resisting Q,MMEMMIIIMMEMMEMEMEn -/ system and components and cladding criteria. ' EMS11111111 Wind: 190 11:6:C ph, h=15ft, SCEMF (Dd to wd,e plane of the truss only. M-3x5 2 If o 1 0 ro spAl M-3x5 1 0 1 0 N ®' N ® C G® 4®� 6-- 7 8 9 "".-'10 M-3x6 M-4x6 M-6x8 M-3x8 -M-4x4 l 1 l 1,19674 .1' --- �y 4-08-09 4-05-15 4-03-08 1-11-08 4<V PRO J. 15-05-08 l �cr•�� yN R s/ 5� `� 89200PE r" JOB NAME : AMERICAN MODERN 5-PLEX - E4X am ,/r Scale: 0.3188 .lzu�""'a WARNINGS: GENERALNGTES, unteupotherwiaenotetl s� OREGON r"" 1.Builder and erection contractor should be advised of an General Notes 1.This design b based only upon the parameters show)and 0 for an individual Y 1.1R 47 1 s1 y ^(/ Truss: E4X and Warnings before construction commences. building component.Applicability of design parameters and proper ��N�{ 2.2e4 compression web bracing must be hntalled whers shown a. Incorporation of component la the responslbllby orae bwmmg designer. " ) '''�}+' ,�4 "�'^ 3.Additional temporary bracing k Insure stabnny during construction 2 Design assumes the top and bottom chords to be lateral8 braced at V lathe responsibility of the eredor.Additional permanent bracing of 2 continuous end et id o c.respectively unless braced throughout their length by M� 114 t- DATE: 5/24/2017 the overall structure la the responsibility Is m sheathing inosuch b plywood airedsheatere s own•drywen(Bc). L u1,orthe bunging designer. 3.2a Impact bridging or lateral baring required pollee shown.. SEQ.: K 3 2 3 5119 4.No bad should be applied to any component until alter all bracing and 4.Installation or truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID' LINK design loads be applied to any component. and are kr dry conditionof use. EXPIRES: rl-y p 5.CompuTrus has no control over and assumes no responsibility for the 6.De sign assumes Nn bearing et an supporta shown.Shim or wedge if V f1'R ES 12/31/2017 1/wS 1/A(11 7 fabrication,handling.shipment and installation of components. 7. ry /�1� I.l tt�� /.L]` L.11 l./ Design esSassumes adedan drainage leprovided. s,an May 24,2017 6.This design le fumlehed subject k the Ilmilatbns set kith by e.Plates scall be bcale0 on both laces o/truss,and placed so their anter TPINITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 6 Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus 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 2'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 -9) 99 4-5=(-108) 78 4-2=(-319) 70 BC: 204 KDDF #1SBTR SPACED 29.0" O.C. 2-3=(-82) 19 2-5=(-108) 199 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 POP 0'- 0.0" -2/ 346V -74/ 117H 5.50" 0.55 KDDF ( 625) OVERHANGS: 13.5" 0.0" 1-05-11 1'- 4.9" -60/ 95V 0/ OH 1.50" 0.07 KDDF ( 625) f LL = 25 POE Ground Snow (Pg) 2'- 9.0" -68/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:4,3,5I 12 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I,, 8.00 p,OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.113" MAX TL DEFL = -0.003" @ -1'- 1.5" Allowed = 0.150" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.091" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.055" MAX TC PANEL LL DEFL = 0.002" @ 0'- 9.1" Allowed = 0.075" MAX TC PANEL TL DEFL = 0.002" @ 0'- 9.1" Allowed = 0.112" 3 -/ SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.002" @ 1'- 9.9" MAX HORIZ. TL DEFL = -0.002" @ 1'- 9.9" M-3x4 Design conforms to main windforce-resisting 2 system and components and cladding criteria. '- Wind: 190 mph, h=20.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 111111111111116\ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 0 Truss designed forwind loads 1 in the plane of the truss only. 0 r m 0 I N Cill�aa W M-1.5x3 M-1.5x3 i y y CEO PRO, 1-01-08 2-09 �Co' 0INE4-.w'/ ib 489200PE r '. JOB NAME : AMERICAN MODERN 5-PLEX - EJ1X ,,il Scale: 0.6929 ‘Milki�r* WARNINGS: GENERAL NOTES, unless otherwise noted -7- OREGON /e/ 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 �/ f7 G 4J I Y ^u W Truss: EJ1X and Warnings before construction commences. building component Applicability of design parameters and proper [��t^ 2.1x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. </1, 'aQ r 1 4 2-' ,4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chortle to be IeterellY braced et �V.! 1 � Is the responsibil ty of the erector.Additional permanent bracing of 2 s.c.end at 10 o.c respectively unless braced throughout their length by R 1 L� DATE: 5/24/2017 the overall structure Is the responsibility f the budding designer. continuous ahging or auchasptywootluired lnereelnd/ar tlrywaA(BC) f.,;, span aY o 9 g 3.2a Impact bridging or lateral bracing required where Mown++ SEQ. : K3 2 3 512 0 4.Ne load should be applied to any component until alter all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina nen-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. 5.E mpuTrus has no control over and assumes no responsibility far the B DeGgn full bearing at alt supports shown.Smm or wedge H EXPIRES: Y D'6 ES /'1 ft.) 201 7 febrkatlon,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. Co A n A i 2OCI1\I7- RLI] !/J (-G 1! B.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 May GY TPI/WTCA In SCSI,copies of which wgl be fumlahed upon request. lines coincide with joint center lines. Digits MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plater designe in values Igo values see ESR-1311,E011-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N14BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 97 4-5=(-124) 67 9-2=(-367) 72 BC: 2x4 KDDF 1}16BTR SPACED 29.0" O.C. 2-3=(-74) 18 2-5=(-113) 210 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"01. DON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -27/ 387V -70/ 127H 5.50" 0.62 KDDF ( 625) OVERHANGS: 18.0" 0.0" 12 1'- 9.8" -124/ 78V 0/ OH 5.50" 0.12 KDDF ( 625) 6.00 LL = 25 PSF Ground Snow (Pg) 2'- 7.7" -42/ 86V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING)Jts:4,5,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. L. p,OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" 3 -/ MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.008" @ 1'- 1.3" Allowed = 0.156" MAX TC PANEL TL DEFL = 0.009" @ 1'- 1.3" Allowed = 0.234" SEASONED LUMBER IN DRY SERVICE CONDITIONS 11 MAX HORIZ. LL DEFL = -0.002" @ 2'- 6.9" MAX HORIZ. TL DEFL = -0.003" @ 2'- 6.9" M-3x4 Design conforms to main windforce-resisting system and components)and cladding criteria. 2 Wind: 140 mph, h=20.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . load duration factor=1.6, End verticals) are exposed to wind, c,1 Truss designed for wind loads 00 in the plane of the truss only. 1 0 I m r 0 0 N � A IIIMIMMIIIIM M-1.5x3 M-1.5x3 �Et� PRo� s y 1-06 y 2-00 y0-07-11 y �(�GJ �yN 4R //� .. - •9200PE !� JOB NAME : AMERICAN MODERN 5-PLEX - ESJ1X ' t /G Scale: 0.7369In� /�., WARNINGS: GENERAL NOTES, unless otherwise noted OREGON / 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 A,, f1L 471 V V Truss: ES J1X and Warnings before construction commences. building component Applicability of design parameters and proper -�.4 nQ\ 2 204 compression web bracing must ba installed Awns*howl Incorporation of component Is the responsibility of the building designer. ?/,,7� -1 A 4V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chorda to be laterally braced at �r7 ♦ "t „S Is the responsibility of the erector.Additional permanent bracing of T o e.end et 10 s.c reapedNely unless braced throughout their length by {r,v/s�„� �l lV DATE: 5/24/2017 the overall structure is the responsibility of building designer. continuous sheathing such as plywood airedsheatmg(r s andlm drywan(BC>. 'a'I/"hw 4� spoil lY o g e 3.ZS Impact bridging or lateral bracing required where shown++ SEQ. : K 3 2 3 5 12 1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectloe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition.eruse. C 5.CompuTnn has no control over and assumes no responsibility for the a nDecegnsaryWmea full bearing elan supports shown.Shim or wedge if EXPIRES: V(]I 17 L " A/31/A o 1 7 fabrication,handling,shipment and installation of components. 7.Oedgn assumes adequate drainage is provided. Me 24,2007111I7�- (RS L til L J (L [7 e.This design is furnished subject to the limitations set.forth by 8.Mates shall be located on both feces of truss,and placed so their center y 'T TPIMRCA in BCS',copies of which wll be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1L('E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2408) 337 1-5=(-328) 2067 5-2=( -224) 1827 BC: 2x8 KDDF 814BTR 2-3=( -152) 192 5-6=(-322) 2020 2-6=(-2367) 392 WEBS: 2x4 KDDF STAND LOADING 3-4=( 0) 0 6-3-) -162) 141 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 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 143.8)+DL( 135.0)- 278.8 PLF 0'- 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -296/ 2107V -80/ 200H 5.50" 3.37 RIDE ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2015 AND SRC 2015 NOT BEING MET. 12'- 1.0" -309/ 2107V 0/ OH 5.50" 3.37 KDDF ( 625) will have 1.5" max. nail penetration. _ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP k OND. 2: Design checked fox net(-7 psf) uplift at 24 'oc spacing. no For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ 6'- 4.7" Allowed = 0.558" 6-06-07 5-02-13 0-03-12 MAX TL DEFL = -0.066" @ 6'- 4.7" Allowed = 0.744" f 'l' . 'f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 6.00 M-1.5X3 4 MAX HORIZ. LL DEFL = 0.008" @ 11'- 7.5" 3 -/ MAX HORIZ. TL DEFL = 0.014" @ 11'- 7.5" Design conforms to main windfoxce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (Ail 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. M-3x8 im vl 0 to p M-5x16 M-3x10 19-6x10 i' 1 ,L 6-09-11 5-08-05 y 12-01y ��'• N4ape,pp 1 Vs• wti R ' ,_4‘,/ 89200PE -)t.--- JOB NAME : AMERICAN MODERN 5-PLEX - F1 _y;�� ,I/; Scale: 0.4218 411111P,vi WARNINGS: GENERAL NOTES, unless otherwise noted QC7C!"�f'1R1 /v•:. 1.Builder and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and is for an Individual Vffll CC..VI''VV�I VY � "V Truss: Fl and Warnings before constnrdion commences. building component.Applicability of design parameters and proper '7141), (�� 2.204 compression web bracing must be instance where shown+. Incorporation of component Is the responsibility of the build ng tles giver �/''4 14 �{ V "1• 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lap and bottom chorda to be leteralty braced at fir( `i' by Is the responsibility of the ereHor.Additional permanent bracing of continuous and at iPhin respectivelyasunlessbracedthroughouttheyir length). 'L*r R1` coMlnuousehging or etchlbadng d here)end/stlrywaN(BC) 1y� DATE: 5/24/2017 the oversn structure Is the reeponNbnlly of the building designer. 3.2a loped bridging or lateral bracing required where shown+• SEQ. : K3 2 3 5 12 3 4.No load should be applied to any component until after all bracing and 4.Installation of truce la the responsibility of the respective contractor. faaleners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-onosNe environment, TRANS I D• LINK design loads be applied to any component, and are for'dry condition"at use. 5.Com Trus has no control over and assumes no responsibility for the S.Design assumes NII bearing al all supports shown.Shim or wedge If pu � �YEXPIRES:' 12/31/2017 nece n assuy. mes handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. B.This design Is furnishedsubled to the limitations set forth by B.Plates shall be located on both laces of truss.and placed so their center May 24,2 17 TPINYTCA In SCSI,copies of which will be furnished upon request. lines coincide with loin center lines. 9.MiTek USA,Inc./Com uTrus Software 7.6.8 1L E 1 Digits indicatesis size orate to Inches. P ( 1o.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by II,,,, Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 1.0" 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1513TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" o.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. 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=22.2ft, TCDL=6.D,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 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, vertical members (uon). Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note,Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span USE. 6-05-04 5-07-12 T T 1' 12 6.00 (2' M-1.5x3 9 -/ 1 M-3x6 3 N 041 0 r 111 I miliniiiiiiiiiiiiimmimain ,, i i i i i i -. I5 6 co 1 M-1.5x3 M-3x6 M-3x4 l l l i' y 6-03-08 5-09-08 )' lro PRop 1-06 12-01 ,`C\ Ga40INE$.: , 61/0 ... 't :9200PE r° JOB NAME : AMERICAN MODERN 5-PLEX - FWA Sale, 0-3849ill 644" - ate' • WARNINGS: GENERAL NOTES, unless otherotee noted. 7 OREGON /�, 1.Builder and erection contractor should be advised 01W General Notes 1.This design h based only upon the parameters sham and is for an individual ,// OREGON L"V Truss: FWA and Warnnge before construction commences, building component.Applicability of design parameters and proper L-'" ,� ©N �`'4'w 2.204 compression web bracing must be Installed where shown+. Incorporation of component 1e the responsibility of the building designer. 1.. -7 J'' {A ^`�"• 3.Additional temporary bracing to Insure stability during constndion 2.Design assumes the top and bottom chortle to be laterally braced at V 1 W, ,CS Is Me responsibility of the erector.Additional permanent bracing of Z o c end at 10.o c respectively unless braced throughout their length by s..R 10- DATE: ��VVs continuous sheathing or such I b plywood re aired Ing(TC)and/or dryweU(BC). R DATE: 5/29/2017 the overall structure is the responsibility of the building designer. 3.22 Impact bridging or lateral bracing required where Mown•' SEQ.: K 3 2 3 512 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility oldie reepedive contractor. fasteners are complete and at no ams should any loads 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 conditionstsae. 5.CompuTrus has no control over and assumes no reeponsibilay for the 6.Design momsassumes rut beadng Cl all Supports shown.Shim or wedge If EXPIRES: V Q'W")[[s...' 12/31/2017 1/vJ i 1v1 F14 7 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. May 24,2001 l7- RLt7 L/J 11 Lll l! 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Inas,and placed so their center 1V' TPI/WTCA 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./CompaTrus SORware 7.6.8(IL(-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 20'- 5.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 OND. 3: 150,00 PLF SEISMIC LOAD. BC: 2x9 KDDF 4160TR SPACED 29.0" O.C. 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 POP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=23.eft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 POE' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x9 or equal at n -structural load duration factor=1.6, vertical members loon). LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, uLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL inu th designed o for wind so o ons the the plane f the truss ly. 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. 6-02 14-03 T 1 T 6-02 6-10-14 7-04-02 T T T T 12 12 6.00 p ))M-4x4 Q 6.00 4.0" 2 .y-_ NII` M-3x6 1 � M-3x6 �• ' 3 r 0 a -3x6 0 I 1.0 N ,csa'' uu '''I l0 N 5 •0.25" 6 M-ix6 8 M-5x8(5) M-3x5 M-3x5 l 1 l l �cO PR QEF S 6-02 7-02-06 7-00-10 y 'I' ��C INEk- /p� 20-05 '-k` 89200PE r' JOB NAME : AMERICAN MODERN 5—PLEX — FWB ,, / Scale: 0.2990 hs• �. WARNINGS: GENERAL NOTES, unless otherwise noted OREGON to I.Bolder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shorn and Is for an Individual P A_VflG�7LJInY t Truss: FWB and Wamings before construction commences building component Applicability of design parameters and proper •' `� Off ' . 2.204 compression web bracing must be installed where shown v incorporation or component le me responsibility or me building designer. /6 Al}�' 14. r= a• � 3 Addalonal temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at cys..Iby s the responsibility of the erector.Additional permanent bracing df 2 o c end et 1 P o c respectively ply unless braced cl Cl am their length). ��R Fi I 04 continuous sheathing inosuch l b plywood required a and/or drywag(BC). C DATE: 5/24/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where ehevm*. SEQ.: K 3 2 3 512 5 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 mads master than 5.Design assumes trusses are to be used In a non-cormshe environment, TRANS ID: LINK design beds be applied to any component. and are for"dry condition"of use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design necassumes tuft bearing at all supports Mown.Shim or wedge If EXPIRES: n/ 1 Jho 1? fabrication,handling.shipment and Instaflation of con "/ L 1 L 1! smell components. 7.Pieessassumes adequate bethfacelobuslded.s,an ayM24,2017 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both feces o/Imes,and placed so their center TPINYICA In BC51,copies of which will be NmlMed upon request. lines coincide with Joint center lines. .Digits Indicate size In Inches. . MiTek USA Inc./Com uTrus Software 7.6.8(1L)-E lo. For basic connector plate design l ea see ESR-1311.E813-1 9138(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1613TR LOAD DURATION INCREASE = 1.15 1-2=1 0) 80 2-4=1-593) 595 3-9=(-224) 192 BC: 2x4 KDDF #1613TR SPACED 29.0" O.C. 2-3=(-339) 335 WEBS: 204 ROOF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -111/ 993V -600/ 600H 5.50" 0.71 ROOF ( 625) OVERHANGS: 18.0" 0.0" 4'- 0.0" -120/ 262V -600/ 600H 5.50" 0.92 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) M-1.5x9 or equal at non-structural ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. vertical members (uon). 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/1B0 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.029" @ 2'- 2.9" Allowed = 0.239" MAX TC PANEL TL DEFL = 0.024" @ 2'- 2.9" Allowed = 0.359" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-00 MAX HORIZ. LL DEFL = 0.003" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.003" @ 0'- 5.5" 12 6.00 ICOND. 3: 150.00 PLF SEISMIC LOAD. Design conforms to main indforce-resisting M-1.5x3 system and components and cladding criteria. 3 -/ Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, • End verticale s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. 0 I O I N C W O I f 2 �4 0 1 3x4 M-1.5x3 y ), y 1-06 4-00 ryry pO 0 :9200PE JOB NAME : AMERICAN MODERN 5-PLEX - FWC -111101‘14; 5) • Scale: 0.6556 mo 44- WARNINGS: GENERAL NOTES, unlessetherwise noted: �/'lRCY'�ON fe," 1 Guilder and erection contractor Mould be advised of all General Nates 1.This design Is based only upon the parameters shown and Is for an Individual OREGON V I V cox ., Truss: FWC and Wamings before construction commences building component.Appllcabllty of design parameters and proper N 2.254 compression web bracing must be Installed where shown+ Incorporation of component Is the responsibility of the building designer. e u } 1 A 2,°\ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced et V/♦/� 7}j ryy^I't "� by Is the responsibility of the erector.Addglanal permanent bracing of 2 ntlnc.end et o n.respectively ply unless braced througho/t r d,yeir length). ".7 1-7 4 VA- s conmpact risheathinginor such as plywood airedsheathere s and/or a dryWall(BC). DATE: 5/24/2017 the overall structure k the reepanstbllity of the building designer. 3.25 Impact bridging or lateral bracing required where shown++ SEQ.: K3235126 4.No pad should be applied to any component until after all bracing end 4.Installation sIsthe ee abitfy apo tthe respective econtractor. fasteners are complete and at no time should any loads greater than 4.Design aesumrus design loads be applied to any component. end are for"dry condition"of use. TRANS I D: LINK 6.comperrua nes no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supporta shown.Shim or wedge If EXPIRES: 12/310017fabdcogon,handling,shipment end lnateNatmn of components. 7.0 sign assumes adequate drainage Is provided. May 24,2 17 6.Thio design Ie furnished sages to the limitations set forth by E.Plates shall be located on both faces of truss,end placed so their center TPLWICA In SCSI,copies of which all be famished upon request. lines coincide with Joint center lines. Mick USA,Inc./CompuTrus Software 7.6.8(11_)-E 9.Frioigits Indicatestnsloen plate eignhes. 7.Dorbaskcasin t plate Inches. see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 1-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1613TR 9-08-00 GIRDER SUPPORTING 36-01-00 ON TC 1-2=(-440) 672 4-5=(-1282) 6722 1-4=(-1888) 352 2-6=(-7358) 1418 BC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-440) 672 5-6=(-1282) 6722 4-2=(-7358) 1418 6-3-(-1888) 352 WEBS: 2x4 KDDF STAND; 5-2=( -136) 110 2x6 KDDF 62 A LOADING LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( -12.5)+DL( 10.0)= -2.5 PLF 0'- 0.0" TO 9'- 8.0" V 0'- 0.0" -779/ 4033V -2000/ 2000H 5.50" 6.45 KDDF ( 625) TC UNIF LL( 426.0)+DL( 340.8)= 766.9 PLF 0'- 0.0" TO 9'- 8.0" V 9'- 8.0" -779/ 4033V -2000/ 2000H 5.50" 6.45 KDDF ( 625) ( 2 ) complete trusses required. rX Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �COND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. nails staggered: 6" oc in 2 row(s) throughout 2x6 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x9 bottom chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.088" @ 4'- 10.0" Allowed = 0.438" 9" oc in 2 row(s) throughout 2x6 webs, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL DEFL = -0.158" @ 9'- 10.0" Allowed = 0.583" 9" oc in 1 row(s) throughout 2x9 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.021" @ 9'- 2.5" MAX HORIZ. TL DEFL = 0.037" @ 9'- 2.5" 'COND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4-10 4-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T . f load duration factor=1.6, End vertical(s) are exposed to wind, M-3x6 M-7x12 M-3x6 Truss designed forwind loads in the plane of the truss only. 1 2 3 f 1 1 1 1 o o I 1 o A A o -will � - 1/ � i- 4 j 5 6 M-4x10 M-1.5x3 M-4x10 y l l 4-10 4-10 l l 9-08 c6 $ ' c~ t, `92 w�" :9200P JOB NAME : AMERICAN MODERN 5-PLEX - G1 Scale: 0.6107 ' WARNINGS: GENERAL NOTES, udessothen,<esnatetl /Y OREGON �,.' I.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 �._ Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper , A 2 204 compression web bradng must be installed where shown 4. incorporation of component is the reaponaibgity of the building designer. /h �' '8/1 o2 0 j 3.Additional temporary bracing to Insure stabllgy during construction 2.Design assumes the top end bottom chords to be latently braced at C./ 1"F ,]w Is the responsibility of the erector.Additional permanent bracing of 2 a.c end et 10 a.c.re to bracing unless braced throughout their length by a,,, �� DATE: 5/24/2017 Me overall structure la the responsibility of building designer. continuous sheathing such as*wood shaething(TC)end/ar drywall(BC). ,R IN a 3.Zr Impact bridging or lateral bracing required where shown++ SEQ.: K3 2 3 512 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 noncorrosive environment, TRANS I D• LINK design bads be applied to any component, end are for"dry condition'.of use. 5.CompuTrus has no control over and sesames no responsibility for the 6.Design necessassumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/3.10017 2/3.1 1�1/14 7 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 fl Ct7 IL/ -1 ll ill! 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 I TP WdTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9. aindicate size f plate In incItes. MiTek USA,Inc./Com uTrus Software 7.6.8(11_)-E 10. Perbasic connector plate design values see ESR-1371,ESR-1988(WNW) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #10BTR LOAD DURATION INCREASE = 1.15 1-2=(-123) 123 5-6=(-1765) 1769 2-5=1 -57) 94 BC: 2x9 KDDF #1013TR SPACED 24.0" O.C. 2-3=(-919) 923 5-3=1-2362) 2351 WEBS: 2x4 KDDF STAND 3-9=1-202) 202 3-6=1-1592) 1565 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1534/ 1599V -2000/ 2000H 5.50" 2.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.3" -1538/ 1592V -2000/ 2000H 5.50" 2.55 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.001" @ 0'- 10.3" Allowed = 0.055" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.001" @ 0'- 10.3" Allowed = 0.083" SEASONED LUMBER IN DRY SERVICE CONDITIONS M-1.5x3 M-3x8 MAX HORIZ. LL DEFL = 0.003" @ 0'- 9.5" MAX HORIZ. TL DEFL = -0.003" @ 0'- 4.5" 1 2 3 4 -! COBB.I3: 2000.00 LOS SEISMIC LOAD. I Design conforms to main windforce-resisting system and components and cladding criteria. 11 i Wind: 190 mph, h=19.6£t, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M M load duration factor=1.6, i i End vertical(s) are exposed to wind, 0 o Truss designed for wind loads 1 1 in the plane of the truss only. - 1 1 III f 5` \ J6 -+� III Y M-3x8 M-3x4 /X\ Jr Jr 1-10-04 89200PE r JOB NAME : AMERICAN MODERN 5-PLEX - GHBP Scale: 1.2080 04` 4 -a-- `~ 11 WARNINGS: GENERAL NOTES, unless otherwise noted. IP 7 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 is for an Individual AA__ L71J1 V vff Truss: GHBP and Warnings before construction commences. building component.Applicability of design parameters and proper . 4,,, as,b' A 2.2c4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ) {/I 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced al 1 W is the responsibility of the erector.Additional permanent bracing of 2 o c and et itl o c.respectively unless braced throughout thein length by 4/4 R) �� DATE: 5/24/2017 the overall structure is mere responsibility rano building designer. continuous sheathing such as plywood sheathing(TC))anmor drywan(BC). �" epos Hy o g g 3.2s impact bridging or lateral bracing required where shown++ SEQ. : K 3 2 3 512 8 4.No load should be eppned to any component until after all bracing and 4.Installation al truss aahs responsibility sspoo 6 blIityye in ae respective contractor environment, fasteners are complete and at no time should any toads greater that Design assumes design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK s.R epuTrua has no control over and sesames no responsibility for the 6.Design assumes NA bearing at ail supporta shown.Shim or wedge if EXPIRES: 12/31/2017 2/31/201 7 fabrication,handling,Shipment end installation of components. 7.Design assumes adequate drainage is provided. May��r�o`/�i l�- flC 4J LIJ Lill 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 TPI/WTCA in BCSI,copies of which 0,111 be fumished upon request. lines coincide with jolts center tins. 9.Olgde Indicate else of plate In Inches. MITek USA,Int./CompuTrus Software 7.6.8(1L}E to.For basic connector plate design values see ESR-1311,ESR-198e(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF hl&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 65 5-6=(-141) 79 5-2=(-501) 298 BC: 2x9 KDDF kl&BTR SPACED 24.0" O.C. 2-3=(-125) 103 2-6=(-157) 309 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 6-3=(-216) 276 LOADING TC LATERAL SUPPORT <= 12"OC. UON. 12 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"00. UON. 4.00 p DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORN BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -123/ 509V -97/ 66H 5.50" 0.81 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -209/ 73V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked fox net(-7 psf) uplift at_24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.1" Allowed = 0.091" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ 0'- 9.0" Design conforms to main n windforce-resisting M-1.5x3 system and components and cladding criteria. 4 -1 M-3x9 3 Wind: 190 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 2 End vertical(s) are exposed to wind, Truss designed for wind loads I I in the plane of the truss only. 1011 o 0 n3 p 09 I r 0 5 6 M-1.5x3 M-3x4 <(-1C"': O PROS ss l l l 1-06 1-02-08rt. E 89200P O7/..�' f L JOB NAME : AMERICAN MODERN 5-PLEX - GJ Scale: 1.0990 L�1(►' WARNINGS: GENERAL NOTES, unless otherclee noted w OREGON ON 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 far en individual )/ V fl L�.7 I V W Truss: GJ and Warnings before construction commences, building component Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown a. Incorporation of component la the responsibility of the building designer. 'e<) All y 14 n�4'� 4`' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chorda to be IeleralN braced et by Is the responsibility of the erector.Additional permanent bracing of T o i and al t O hino.crespectively a ply woods sheathraceding(TC) (TC)an/their all(B). q'i RIO,- O� DATE: 5/29/2017 the overall structure is mere alba f the building designer. continuous sheathing such as plywood aired In ere s own•drywsA(BC). (ti R epon aY o 9 g 3.Zx Impact bridging or lateral bracing required where shown e• SEQ. : K3 2 3 5 12 9 4.No load should be applied to any component until after all bredng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used ins non-corrosive environment, TRANS ID• LINK design leads be applied to any component. and are for dry oondtien"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.nOecegxiarywmea NII bearing at all supports chaos.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 EXPIRES: G ] //l/1! 8.This design is furnished subject to the limitations set torch by 8.Plates shall be Water]on both faces of truss,and placed so their center TPI/N1CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S.Digits indicate size of plate in inches. MiTek USA,Int./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 9'- 2.5" IBC 2015 MAX MEMBER FORCES 9WR/DDE/Cg=1.00 TC: 2x9 KDDF 4115TR LOAD DURATION INCREASE = 1.15 1-2=( -2) 65 7-8=(-195) 120 7-2=(-652) 276 BC: 2x4 KDDF #11E/TR SPACED 29.0" O.C. 2-3=(-229) 96 2-8=(-281) 536 WEBS: 2x4 KODF STAND 3-9=1-145) 50 B-3=(-300) 153 LOADING 4-5=1-108) 65 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-6=( -85) 2 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 PSF OVERHANGS: 18.0" 29.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been 0'- 0.0" -114/ 339V -46/ 154H 5.50" 0.53 KDDF ( 625) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CO- 9.0" -341/ 343V 0/ OH 5.50" 0.55 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9'- 11.8" -161/ 331V 0/ OH 5.50" 0.50 KDDF ( 625) 9'- 2.5" -150/ 977V 0/ OH 5.50" 0.71 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:7,8,9,51 1C OND. 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 = -0.009" @ -1'- 6.0" Allowed = 0.150" 0-10-12 4-01 4-02-12 MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" ,, ,r ,r ' MAX LL DEFL = -0.037" @ 11'- 2.5" Allowed = 0.200" MAX TL DEFL = -0.095" @ 11'- 2.5" Allowed = 0.267" 126 MAX TC PANEL LL DEFL = 0.001" @ 0'- 6.9" Allowed = 0.028" 9.00 17 MAX TC PANEL TL DEFL = 0.001" @ 0'- 6.9" Allowed = 0.041" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5 MAX HORIZ. LL DEFL = -0.008" @ 8'- 11.8" MAX HORIZ. TL DEFL = -0.009" @ 8'- 11.8" Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=21.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), al load duration factor=1.6, End vertical(s) are exposed to wind, co Truss designed forwind loads M-3X9CI> in the plane of the truss only. M-3x4 3 c f 2 Lia o MI I o0 0 I �. M-1.5x3 M-3x4 .1, . 0-09 y 1-06 y 9-02-08 y 2-00 l �4\� NG N E s< 89200PE i' JOB NAME : AMERICAN MODERN 5-PLEX - GJ1 .+� ,�,- --- Scale: 0.9229 ,' •. ft WARNINGS: GENERAL NOTES, unless otheroba noted. �s1 R N [/� 1.Builder and erection contractor Mould be advised of all General Notes 1.Thls design is based only upon the parameters shorn and Is for an Individual 7 OREGON '+7 Truss: GJ1 and Warnings before ranstrualan commences budding component.Applicability of design parameters and proper { 2.2x4 compression web bracing must be IrEsted where shown+, incorporation of component is Me responsibility of the building designer. <0 A/k. 1�{ 2-Q` "`��• 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be leterelly braced at S.l 1"F „iii. is the responalblllty of the erector.Addttional permanent bracing of 2 o c end at 10 o c.such a respectively wood s braced throughout their length by /l�R.i t� a DATE: 5/24/2017 the ovate"structure is the re stbN of the building designer. continuous sheathing such as plywood sheathing(7C)andlor tlryvnll(BC). • �(;, apon Ityg g 3.2aImpact bridging orlatest bracing required where shown++ SEQ.: K3235130 4.No load should be applied to any component until after all bracing and 4.Instauelionof tru trusses Is sare be used apee rthe respective contractor.environment, 5. fasteners are complete and at no time should any loads greater than9 assumes design loads be applied to any component. end are for"dry condition"of use. TRANS I D: LINK 6.0 nrpnlru has no ennat over and aaaamea no responmbnny to the 6.Design amen.Nu bearing at au supports ehoon.Shim or wedge If May 24�G�a Oq17 EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations sat forth by B.Plates shall be located on both faces of truss,and placed so their center M TPINJICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8(11)-E 9.Fsr a ste see size of plate In Inches. sal P1 S. For basic cafe size plate dIn Inc values sea ESR-1311,ESR-1988(MFRS) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 38-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-516) 538 4-5=(-1138) 7452 1-4=( -184) 68 2-6=(-7858) 1206 BC: 2x8 KDDF #160TR 2-3=(-516) 538 5-6=(-1138) 7452 4-2=(-7858) 1206 6-3=( -184) 68 WEBS: 2x4 KDDF STAND; LOADING 5-2=( -580) 3656 2x6 KDDF #2 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( 450.0)+DL( 380.0)= 830.0 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" -727/ 4389V -2000/ 2000H 5.50" 7.02 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -727/ 4389V -2000/ 2000H 5.50" 7.02 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF Inc 2015 AND IRC 2015 NOT BEING MET. �COND. 2: Design checked for net(-7 psf) uplift at 24 "00 spacing. ails staggered: BOTTOM CHORD CHECKED FOR DSPSF LIVE LOAD. TOP n9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = -0.075" @ 4'- 10.0" Allowed = 0.938" 9" oc in 2 row(s) throughout 2x6 webs, MAX TL DEFL = -0.135" @ 4'- 10.0" Allowed = 0.583" 9" oc in 1 row(s) throughout 2X4 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.012" @ 9'- 2.5" MAX HORIE. TL DEFL = 0.020" @ 9'- 2.5" 'COND. 3: 2000.00 LBS SEISMIC LOAD. 1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-10 4-10 load duration factor=1.6, T f f End vertical(s) are exposed to wind, Truss designed forwind loads M-1.5x3 M-5x12 M-1.5x3 in the plane of the truss only. /- 2 3 -/ EY o A A o co f f f 4><-.... 5 .;>'<:. / -M-10x10 M-3x10 =M-10x10 1 1 1 4-10 4-10 1' 1 9-08 � �t3 WROF••6'S �r,�c� tNO�NF�R 17 ''r 89200PE r' JOB NAME : AMERICAN MODERN 5-PLEX - H1 • . , Scale: 0.5982 4,. W In WARNINGS: GENERAL NOTES, uMessonthe se noted 7, A_/"tC7(.".'!'�©A1 �� 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 lJflCl� (4 _ "V Truss: R 1 and Waminga before construction commences building component.Applicability or design parameters and proper 2.(32 204 compression web bracing moat be Installed where shown+, Incorporation of component Is the responsibility of the building designer. ‹}t '4 Y 14 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'fir/ "Y, 19.4 Is the responsibility or the erecter.Additional permanent bracing of 2 ninon and al l0 a.c respectively a plyood unless sheathraceding(TC) (TC)a di their length by �F7 A11.11.� DATE: 5/24/2017 the overall structure is the responsibility f the building designer. 2x Imp oue ridging or such as plywood chealh ng(TC)anNar dryweA(BC). EZ Wil AYo g g 3.2a Impact bridging or lateral bracing required where Mown.+ SEQ. : K3 2 3 5131 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective conirador. fasteners are compete and at no bme 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"of use. 5.CompuTrus has no control over and assumes no responsibility for the a.necessary. saunas full bearing al all supports shown.Shim or wedge If EXPIRES: [y C(-+. A(rl1//]O '? fabdation,handling,shipment and Installation of components. ry' /ll-. (1L t] !/�7 (-G 7 7.Pltesshallassumes adequate drainage lsprovided. May 24,2017 e.Thb design is furnished subject to the limitations set forth by S.Plates Shell be loafed on both teas of truss,and placed so their anter Y TPIM/ICA In SCSI,copies of which will be furnished upon request. lines coincide with loin center lines. g.Digits Indiana stye of plate In inches. MITek USA Inc./Com uTrus Software 7.6.8 1L-E io.For connector plate design aures see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF H1&3TR LOAD DURATION INCREASE = 1.15 1-2=( -4) 65 5-6=(-141) 79 5-2=(-501) 298 BC: 2x4 KDDF 116BTR SPACED 24.0" O.C. 2-3=(-125) 103 2-6=(-157) 304 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 6-3=(-216) 276 LOADING TC LATERAL SUPPORT <= 12"OC. UON. 12 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. 4.00 one 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: 18.0" 0.0" 0'- 0.0" -123/ 509V -47/ 66H 5.50" 0.B1 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -209/ 73V 0/ OH 5.50" 0.12 KDDF ( 625) 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/1B0 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.1" Allowed = 0.041" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ 0'- 9.0" Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 9 -/ M-3x9 3 Wind: 190 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 2 End vertical(s) are exposed to wind, 1 1 Truss designed for wind loads 1 in the plane of the truss only. Iiiiii a� - 1 O 0 rn I c V O f 5X : :..6\M-1.5x3 M-3x4 A,c 0P R OrF6,s l l y 1-06 1-02-08 't" 89200PE JOB NAME : AMERICAN MODERN 5-PLEX - HJ /'^�'`• . Scale: 1.0990 '.otaasi 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 parameters shown and Is for an individual (l 1� 1 p- L"'(/ Truss HJ and warnings before construction commences. building component Applicability of design parameters and proper `� [�A N 2.2x4 compression web btsanp must be Installed where shown 0. Incorporation of component is the responsibility of the building designer. <0 "l7 1 4 2,O\ =4= 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et ,.,s Is the responsibility o/the erector.Additional permanent bracing of T c.c.end et 10 o c respectively unless braced throughout their length by 41 R 11- 'VPcontinuous&teething such as plywood sheathing(TC)and/or drywall(BC). zy'R 5r DATE: 5/24/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 3 2 3 513 2 4.No load should be applied to any component until alter all bracing and 4.Installation of buss Is the responsibety of the respective contractor. fastener&are complete and at no time should ens loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment TRANS I D: LINK design leads be applied to any component. enders for"dry condition-of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6 nGe eaearyesign �mea Nil bearing at all supports shown.Shim or wedge if EXPIRES,. 12131)2017 fabrication,handling.shipment and installation or components. 7.Design assumes adequate dmmege is provided. May 24,207-.EXPIRES: ! a7 (-! 1! 6.This design is furnished subtract to the limitations set forth by 8.Plates shell be located on both races of truss,and placed Be their center y TPIAVTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center tins. 9.Diggs Indicate size of plate In Inches. MITek USA,Ina./CornpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design wlues see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF hl&BTR LOAD DURATION INCREASE = 1.15 1-2=( -2) 65 7-8=(-195) 120 7-2=(-652) 276 BC: 2x9 KDDF R1&BTR SPACED 29.0" O.C. 2-3=(-224) 96 2-8=(-281) 536 WEBS: 2x9 KDDF STAND 3-4=(-145) 50 8-3=(-300) 153 LOADING 4-5=(-108) 65 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-6=( -85) 2 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10,0 PSF TOTAL LOAD = 95.0 POE OVERHANGS: 18.0" 29.0" BEARING MAX VERT MAX HONE BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been 0'- 0.0" -114/ 334V -46/ 154H 5.50" 0.53 EDDY ( 625) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL O'- 9.0" -341/ 393V 0/ OH 5.50" 0.55 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 4'- 11.8" -161/ 331V 0/ OH 5.50" 0.50 ROOF ( 625) 9'- 2.5" -150/ 977V 0/ OH 5.50" 0.71 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:7,B,9,51 [COND. 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 = -0.009" @ -1'- 6.0" Allowed - 0.150" 0-10-12 4-01 4-02-12 MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" 4 T .' .' MAX LL DEFL = -0.037" @ 11'- 2.5" Allowed = 0.200" 12 MAX TL DEFL = -0.045" @ 11'- 2.5" Allowed = 0.267" 6 MAX TC PANEL LL DEFL = 0.001" @ 0'- 6.9" Allowed = 0.028" 9.00 D MAX TC PANEL TL DEFL = 0.001" @ 0'- 6.9" Allowed = 0.091" SEASONED LUMBER IN DRY SERVICE CONDITIONS S -/ MAX HORIZ. LL DEFL = -0.008" @ 8'- 11.8" . MAX HORIZ. TL DEFL = -0.009" @ 8'- 11.8" 21 Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 190 mph, h=21.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), 0 load duration factor=1.6, End vertical(s) are exposed to wind, co Truss designed for wind loads M-3x4 o in the plane of the truss only. M-3x4 0. 3 / 2 L 1 , Milli I GG 0 1 r 0 I 7.. 8►t M-1.5x3 M-3x4 1 l 0-09 y1-06 9-02-08 y 2-0o y 4,. . p X061 ok '� 89200PE v JOB NAME : AMERICAN MODERN 5-PLEX - HJ1 ,4110111,<i;- ..... Scale: 0.4229 100 . /�/ WARNINGS: GENERAL NOTES, unless otherwise noted: ' OREGON �) 7 Builder and erection contractor Mould be advised of act General Notes 1.This design Is based only upon the parameters shown and Is for an individual "7/ OREGON LLJJ'V -V Truss: HJ1 and Warnings before construction commences building component.Appllnabllity of design parameters and proper /�A� 2.204 compression web bracing moat be installed where shown+. incorporation of component Is the responsibility of the building designer. '� - 1 Y 1 4 9_\J "'�+. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be Iaierelly braced at 1 Is the responsibility of the erector.Additional permanent bracing of continuous o end et sheathing o n.rsuch as ply unless brscetl Throughout they length by rrti R l LL • DATE: 5/24/2017 the overall structure Is the re elbll fthe buildin desl ner. 20 actinsuntlbacing re aired sheathing(TC)and/or+drywell(BC). ((,y.� 'C77 aeon gY o g 9 3.In Impact bodging or the bracing required where shown SEQ.: K3 2 3 5 13 3 4.No load should be applied to any component after all bracing and 4.Installation of trues is the respo y of me respective contractor. fasteners are complete and at no time should any loadsbe used greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads beappIIdtoanycomponent. and are for"dry condeion1of use. 5.CompuTruahasnocontroloverandassumesnoresponsibilityforte B.Design assumes fugboatingatalsupports Mown.Shim orwedge if EXPIRES: 12/31/2017 fabrication,handling,MI ry. 1 emend and installation setfoth 7.Design beloced on beth face is prodded. May24,2Q17 8.This design Is furnished subject to the limitations forth by 8.Plates shall be located on both faces of boas,and placed w their canter TP W'ECA In BCSI,copies of which wall be fumiehed upon request. lines coincide with Joint centerlines. UTrt16 Software 7.6.8(114-E 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./Com P10.For basic connector plate design values see ESR-1311,ESR-f988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #/&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-21) 24 3-5=(-117) 88 SC: 2x4 KDDF #155TH SPACED 29.0" O.C. 2-3=(-56) 34 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -58/ 339V -14/ 47H 5.50" 0.53 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 3'- 7.5" -22/ 153V 0/ OH 5.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" 3-03-12 0-03-12 MAX TC PANEL TL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.298" T / I 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 tom main n windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, 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, 9 ,� Truss designed for wind loads 3 in the plane of the truss only. uD r I 00 ti 'dill 111 o of /� 1 2 11.115 -, 0 M-3x9 M-1.5x3 b b l 3-03-12 0-03-12 b i' 1 1-00 3-07-08 p ry `�8O PR oFt c,;c.\ „,��I N E 6, 'r/0* >4.".,. 89200PE r- JOB NAME : AMERICAN MODERN 5-PLEX - Ll 111P,001!;::' ..< Scale: 0.6499y _ilt ?AP - - WARNINGS: GENERAL NOTES, unsa ethetxise noted: S kOREGON 1a. 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and b for an Individual 4. OREGON r y,_ lay Truss: L1 and Warnings before construction commences building component.Appllcabdlty of design parameters and proper �N 2.2x4 compresNon web Oradng moat be Inslelktl where shown+ Incorporation of component is the respondbillly of the bu lding designer. il'+ "7 h {4 2O. "`�` .. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chards to be leierelty braced at �•/ 1 V." is the responsibility al the erector.Additional permanent bracing of 7 o c.and at 10'o.c.respectively unless braced throughout their length by :441RIO- DATE: �` continuous Sheathing such as plywood sheathing(TC)and/or drywall(BC), Sr DATE: 5/29/2017 the overall structure Is the responsiloRy of the building designer. S 2i Impact bridging or lateral bracing required where Mown++ SEQ. : 74323513 4 4.No load should be applied to any component until after all bracing and S.Installation of truss Is responsibility spon bueyya ithenrr respective contractor. f Stene a are complete and al no time should any loads greater than gn assumes design loads be applied to any component. and are for"dry condition'of use. TRANS I LINK 5.CempuT shas no control over end assumes no responsibility or the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES' 12 31/2017 fabricetsn,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,2 17-EXPIRES: L/J (L !! 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 TPWJ1CA In BCSI,copies of which MI 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(1 L)-E II.For bask connector plate design values see ESR-1311,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-4=(0) 0 BC: 2x4 KDDF ql&BTR SPACED 24.0" O.C. 2-3=(-50) 23 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -54/ 342V 0/ 47H 5.50" 0.55 KDDF ( 625) 3'- 4.7" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) *0 For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -44/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,9,3I 4.00 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.011" @ 2'- 1.4" Allowed = 0.189" MAX TC PANEL TL DEFL = 0.010" @ 2'- 1.4" Allowed = 0.283" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.8" MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.8" 3 -,w Design conforms to mlwindforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, 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 o in the plane of the truss only. 0 N f - :01 o 1 - - o 2 4 a* M-3x4 ), y 1 1-00 3-07-08 vG NEAR cS,Q• `t' 89200PE r' JOB NAME : AMERICAN MODERN 5-PLEX - L2 ,/ -Z-- -,,. Scale: 0.9309 i 00 WARNINGS: GENERAL NOTES, unless otherwise noted Ile s� �, OR-`^'{:, J� 1.Builder and erection contractor should be advised of ail General Notes 1.Tis design is based only upon the parameters shown and is for an Individual + wf � �f Truss: L2 and Warnings before construction commences. building component.Appliceblpy of design parameters end proper Kl (� 2.2s4 compression web bradnp must be installed where shown*. Incorporation of component Is the responsibility of the building designer. <j"1 . �' {A 2-° .i- 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be leterely braced et fir(�,/ 1 W ,mow, ie the responsibility of the erector.Additional permanent bracing of 2 o i end et 1 g hino.crsuch as ply unless braced(TC)a dr their length by �/ate„[, ��.Yh DATE: 5/24/2017 the overall structure la the responsibility of the building tlealgner. continuous sheathing each as plywood Meathing(TC)aM/or tlryweg(BC) �'I/Afw..!'I A 3.2a Impact bddgirg or lateral bracing required where Mown*• SEQ. : K3 2 3 513 5 4.No load should be applied to any component until after all bredng and 4.Installation of truss N the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 6.Design assumes trusses are to be used In a non-wrroNve environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrua tea no control over and assumes no responsibility far the E Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 2/31 201'7 fabdcellon,handling,shipment and installation of con mcecaass /' 1-< i/ smart components. 7.Designassumesbe lc ed on drainage is provided. May wy,t'20.17 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both fans of truss,and placed so their center May L V I TPINWI'CA In SCSI,copies of which AMl be furnished upon request. Ines coincide with join)center lines. uTrus Software 7.6.6 1L E 9.Digtta Indicate size el plate in Inchaa. MiTek USA,Inc./Com P ( )- 10.For basic nennector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 416R/DDF/Cq=1.00 TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 56 2-5=(-33) 37 3-5=(-179) 122 BC: 2x9 KDDF 61613TR SPACED 24.0" O.C. 2-3=(-76) 52 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"OC. DON. DL 00 BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -69/ 977V -20/ 66H 5.50" 0.76 REEF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -35/ 231V 0/ OH 5.50" 0.37 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (mon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I 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 lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.041" @ 2'- 10.6" Allowed = 0.285" MAX TC PANEL TL DEFL = -0.049" @ 2'- 8.6" Allowed = 0.928" 5-00-04 0-`03-♦12 SEASONED LUMBER IN DRY SERVICE CONDITIONS f 1 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.2" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 5'- 0.2" Design conforms to mai n 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.e, MWFRS(Dir), 3 -/ load duration factor=1.6, End vertical(s) are exposed to wind, XX Truss designed for wind loads ., in the plane of the truss only. 0 , 0 1 N nu co 1 m --'. 1111111 1 2 5 0 M-3x9 M-1.5x3 1 , 1 5-00-04 0-03-12 1 1 1 1-06 5-04 O) PRpFF 89200PE r JOB NAME : AMERICAN MODERN 5-PLEX - L3 ! , ,:_ Scale: 0.6222 WARNINGS: GENERAL NOTES, unless otherwise noted OI']f"'('ON Is I.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 indNIdual '/e,,� //ll Gl.7l.J1 V �"�/ Truss: L3 and Warnings before construction commences. building component.Applicability of design parameters end proper L� Ie1 A � 22x4 compresNon web bracing must be installed where shown+, incorporation of component lathe responsibility at the building designer. /"t �7 {A V 3.Address)temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced et Irl !"7' Is the respansib IIN of Ore erector.Additional permanent bracing of T o c,end at 10 o,c respectively unless braced throughout their length by s a.,A U's DATE: 5/24/2017 the overall structure lathe responsibility tthe builtln designer. continuous sheathing such as phwood requiredsheatng(IC)and/or drywall(BC) �+•i �r apon ity o B g 3.Sc Impact bridging or lateral bracing where shown++ SEQ. : K'37 3 513 6 4.Na load should be applied to any component until after all bracing and 4.Installation of tru,suiss thehresponsibility spec bueyya m ore respective s�rtlnecontractor. ee ac or. fasteners are oamplele and et no time should any loads greater man Design assumes design loads be applied to any component. and are for"dry condition"of use. t�/�� TRANS ID: LINK S.CompuTma hes no control over and assumes no responsibility or me 6.Design assumes full bearing at at supports shown.Shim or wedge if EXPIRES. 1fy3l_l2017 fabrication,handling.shipment end Installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 EXPIRES: lG.f7 l_1_L I 8.This design is furnished ambled to the limitations set forth by 6.Plates shag be located on both feces of truss,and placed so Melt center 1 TP WOICA In SCSI,copies of which will be furnished upon request. lines coincide with hint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-198a(Mick) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 56 2-5=(-20) 29 3-5=(-107) 85 BC: 2x9 KDDF #l&OTR SPACED 29.0" O.C. 2-3=(-68) 29 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"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: 18.0" 0.0" 0'- 0.0" -88/ 926V -12/ 960 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -20/ 139V 0/ OH 5.50" 0.22 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 29 "oc spacing.1 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.010" @ 1'- 4.8" Allowed = 0.195" MAX TC PANEL TL DEFL = 0.011" @ 1'- 9.8" Allowed = 0.217" 3-00-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS T Tf 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 0.2" 4.00 D MAX HORIZ. TL DEFL = 0.000" @ 3'- 0.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.R, MWFRS(Dir), load duration factor=l.6, M-1.5x3 End vertical(s) are exposed to wind, q Truss designed for wind loads 3 in the plane of the truss only. 0 N O N m N 1 ..S11111141 fn f s 1 2 5 M-3x9 M-1.5x3 l ,6 ) 3-00-04 0-03-12 J• i b 1-06 3-04 ( 0 P R(FF� c,1N ,N� s2 ' r:` < 9t,� .<' r...89200PE C' JOB NAME : AMERICAN MODERN 5-PLEX - L4 Scale: 0.6591 WARNINGS: GENERAL NOTES, unless otherwise noted. 7OREGON OR /e I.Builder end erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and is for an Individual )/L , (7 174J *_- r,,, Truss: L4 and Wamirgs before construction commences. building component Applicability of design parameters end proper 2.2s4 comprosaon web bracing mala be Inalelbd where shown+ Incorporation of component is the responsibility of the building designer. /f; "4)'" {A 2.Q "'�"• 3.Additional temporary bracing to Insure stability during construction 2 Design creamer the top and bottom chords to be laterally braced at �.( 1"1' Is the responsibility of the erector.Additional permanent bracing of 2 c.c.end at 10 o.c reapectNety unless braced throughout their length by ri` 1 1- DATE: 5/24/2017 the overall structure lathe responsibility f the building designer. continuous sheathing such as plywood sheat hing(TC)andfor drywall(80) R �.. wan M a g3. Impact bridging or lateral bracing required where show„++ SEQ. : K32 3 513 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the resporwibillty of the respective contractor. fasteners are compete and at no time should any loads greater than S.Design assumes trusses are m be used m a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 8.nDe egsea scones bd bearing el all supports shown.Shim or wedge If EXPIRES: C{,+'. 12/31/2017 fabrication,handling,shipment and installation et components, ry. /\I-. RL;3 6.This deal is furnished subject to the limitations set forth 8.Petaswmeloadedonedrainage kftrovise n Alla n�'ay O.I 9n I t 8.Plates ail be opted on beth has of trues,and placed so their center May G L I TPWYfCA in SCSI,copies of which will be furnished upon request. Ones coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. Wek USA,Inc.lCompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-1317,ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 EDGE 614BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 56 2-5=(-33) 37 3-5=(-179) 122 BC: 2x9 KDDF #106TR SPACED 29.0" O.C. 2-3=(-76) 52 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0.- 0.0" -69/ 977V -20/ 661-I 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -35/ 231V 0/ OH 5.50" 0.37 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. 1 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.091" @ 2'- 10.6" Allowed = 0.285" MAX TC PANEL TL DEFL = -0.099" @ 2'- 8.6" Allowed = 0.428" 5-00-04 0-03-{12 SEASONED LUMBER IN DRY SERVICE CONDITIONS I 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.2" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 5'- 0.2" 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 -e load duration factor=1.6, End vertical(s) are exposed to wind, IV Truss designed for wind loads IlliddlMI in the plane of the truss only. c 0 0 I tV Jm 1 II 1 2 5 M-3x4 M-1"5x3 y y J• 5-00-04 0-03-12 y 0 1 1-06 5-04 pp�/�}}rvr h •cD PRUrttJ c6, vkoIN E.s ` :9200PE r JOB NAME : AMERICAN MODERN 5-PLEX - L5 , Scale: 0.6222 WARNINGS: GENERAL NOTES, unless otherwise noted: le OREGON 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and 0 for an Individual .t lJ f1 C.1,.74./fV *__ Truss: L5 and Warnings before construction commences. building component.Applicability of design parameters and proper 1-- 4j� 2-° --k- 2. . AN 2 204 compression web bracing must be installed where shown+. Incorporation of camponentls the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et Is It, responsibility of the erector.Additional permanent bracing of 2 nti end sheathing o.c.such a respectively unless braced throughout their length). [�R I11 DATE: 5/24/2017 the overall structure is the responsibility of the building designer. 3.20 Impact briging nlateral br plywood ngo qui eedh e sow,5 dryw.il(Bc). SEQ. : K3235138 4.No load should be applied to any component until ager all bracing and 4.Installation el ho siiss a the responsibility d yInanepe of tesetivcontractor.ntrant, fasteners are complete and et no time should any loads greater then Ingin assumes ha design keds be applied to any component. and ere for"dry condition"of use. TRANS I D: LINK B.css c.r,ae has no control over and assumes no reeponeibillty H,the 5.Design assumes Nil bearing at a1 supporta shown.Shim or wedge If EXPIRES: RES: 1 d1/31/20 1 7. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. May nA'�OC/�A I�-7 R.L Ll 1LLi7 L. 1! 5.This design Is furnished sub)ect k the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center May J LY TPIM7CA in 13151,espies of whkh will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate alis of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For basic connector pate design values see ESR-1311,ESR-11388(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 45R/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 56 2-5=(-27) 30 3-5=(-142) 102 BC: 2x4 KDDF #l6BTR SPACED 29.0" O.C. 2-3=(-70) 38 WEBS: 2x4 KDDF STAND 3-9=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)001.) 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" D'- 0.0" -85/ 497V -16/ 5711 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 9.0" -27/ 184V 0/ OH 5.50" 0.29 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.018" @ 2'- 4.1" Allowed = 0.215" 4-00-04 0-03-12 MAX TC PANEL TL DEFL = 0.018" @ 2'- 9.1" Allowed = 0.322" ` SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 I MAX HORIZ. LL DEFL = 0.000" @ 4'- 0.2" 9.00 MAX HORIZ. TL DEFL = 0.000" @ 4'- 0.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads If in the plane of the truss only. Iii0 m 0 I gliallil I , O , [ 1 2�� 5 / M-3x4 M-1.5x3 J. l l 4-00-04 0-03-12 J. l l 1-06 4-04 kc D PRO SS w�� NCa1N�� /0 89200PE. JOB NAME : AMERICAN MODERN 5-PLEX - L6 Scale: 0.6446 In a WARNINGS: GENERAL NOTES, unless otherulee noted' /� ,/'y(�( 1.Builder and erection contractor should be advsed of al General Notes 1.This design is based*WI upon the parameters shown and is for an individual4.lJ ON Truss: L6 and Warnings before construction commences building component Applicability of design parameters and proper �.} 2.204 compression web braGng must be Installed where shown.. ncorporagon of component Is the reeponslblllly of the building designer. �y'+. "7 1A o na 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bosom chorda la be laterally braced et '�l `Y', b s the responsibility of the erector.Addalonal permanent bracing of T o c and at 10 o c respectively unless braced throughout rheic length by !'w,`R I O- DATE: 5/24/2017 the overall structure Is the responsibility of the buildingdesigner, 2:r Int continuous sheathing or such ee acing rplywood shoe where and/or dryweg(BC). ��'////((��r7..17 3.In Impact bridging or the required where ahevn•t+ SEQ.: K3 2 3 5 13 9 4.No load should be applied to any component nal avar all braung and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are compete and at no lime 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 and are for"dry condition"of use. �r[� p ry )/� A 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all suppons shown.Shim or wedge l! EXPIRES: 1t)/ry�)JT(TA7 fabrication,handling,shipment end installation of components. canary. 01 7 IlL t3 LL J f 111 1[ 7.Plates s assumes adequate drainage Is provided. May 24,201 7 B.This design Is furnished subject to the limitations sat conn by S.Plates shall be boated on both(aces of truss,end placed so their runlet TPIIN?CA In SCSI.copies of which will be furnished upon request. lines coinGde vdth joint center lines. 9.MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.Digits Indicate condesign plate desgn nn values see ESR-1311,ESR-1888(MOSS) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF Ol&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x4 KDDF kl&BTR SPACED 24.0" O.C. 2-3=(-79) 67 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. 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 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" -47/ 411V -22/ 68H 5.50" 0.66 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.40 KDDF ( 625) M-1.504 or equal at non-structural vertical members (uon). 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. "* For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.1" Allowed = 0.472" 5-05-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS f f f 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 4.00 17' MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" Design conforms to main indforce-resisting system and componentsand 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, lill Truss designed for wind loads gl in the plane of the truss only. ul co O I N N MoI .001Fr 1 -/ I 2► 5 0 ' M-3x4 M-1.5x3 LA y y 5-05-04 0-03-12 l 1' b 1-00 5-09 -(;‹, ,EO PR op�Ss 1/47`0 0N0iNE.9 /0 4" 89200PE r JOB NAME : AMERICAN MODERN 5-PLEX - P1 ,, ,, Scale: 0.6079 la: tr^ WARNINGS: GENERAL NOTES, unless otherwtsenoted. • OREGON 4/ 1.Balder and erection contractor Mould be advised of al General Notes 1.This design is based only upon the parameters mown and Is for an Individual Truss: P1 and Warnings before construction commences building component.Applicability of design parameters and proper ri.��j'dB i 4 2-° ©n, `�' '' 2 2x4 compression web bracing must be installed whore Moven i. Incorporation of component Is the responsibility of the building designer. 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chortle Is be IalerelM braced et ...ry_ Is the responsibility of the erector.Additional permanent bracing of 7 o c and at i P a.c reapedNely unless braced throughout their length by � .1's V DATE: 5/24/2017 the overall siructurels the re sib of building designer. continuous sheathing such as plywood requiredsheating(TC)and%orsrywag(BC) aye apon Wty c g g 3.2x Impact bridging or lateral bracing where shown e SE K 3 2 3 514 0 4.No load should be applied to any component until alter all bracing and 4.Installation of truss k the responsibility of the respective contractor. Q' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, design loads be applied to any component. end are for"dry condition"of use. TRANS I D: LINK s.C mparrue he no control over and assumes no respanaibllity far thee.Design assumes full bearing at MI supports Moven.Shim or wedge if EXPIRES: 12/31/2017 nary. fabrication handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided.furnished their This design Is mished subject to the limitations set forth by .plates shall be located on both faces of truss,end placed so center I May 24,2 17 TPW4TCA In SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8)1L)-E to.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 5'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x9 HOOF 416BTR SPACED 24.0" 0.C. 2-3=(-79) 67 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. SON. DL ON BOTTOM CHORD = 10.0 PUP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 411V -22/ 6811 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.40 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. ) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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" 1. MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.1" Allowed = 0.472" 5-05-04 0-03-112 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HO RI Z. LL DEFL = 0.000" @ 5'- 5.2" 9 00 ' MAX HORI Z. TL DEFL = 0.000" @ 5'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 Wind: 190 mph, h=15ft, TCDL=6,0,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 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. I N O N I A2111111=111.111111111111111112111 f r0 1 0 2 5 0 M-3x9 M-1.5x3 1 1 )' 5-05-04 0-03-12 1-00 5-09 89200PE JOB NAME : AMERICAN MODERN 5-PLEX - P2J!~ - Scale: 0.6079 ,110 • 1110 WARNINGS: GENERAL NOTES, unless otherwise noted: 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 7J A_ •• ""'�� N, •/'a/ Truss: P2 and Warnings before construction commences building component.Applicability of design parameters and proper L'" -✓J/� 2 2x4 compression web bradng mud be Indalkd where shown+ Incorporation of component Is the respondbAOy of the bu Iding designer. • /./^1 '7�'• {A 2." 4 3.Additional temporary bracing to Insure stability during construction 2.Dedgn end t o me top and bottom chords to be laterally braced at 'C./ 1,_ 1"# „N.S by Is the responsibility of the erector Additional permanent bracing of c o:nc.ou at 10 o n respectively ply unless braced throughout their length(. ,[•�l L\--�,Yh • DATE: 5/24/2017 the overall structure k the re sibgl f the building continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r! Spon ty o g designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 1<3 2 3 5141 4.No load should be applied to any component until after all bracing end 4.Installation of truss la 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 In a nonaorroslve environment, TRANS I D: LINK design loads be applied to any component. and are for•dry condition.of use. 5.CompuTrua has no control over end assumes no responsibility for the a De necessary. Ed bearing at all supports shown.Shim or wedge If EXPIRES: 1 2/h 201 7 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. May 24,2017f L/•7 1- �I I 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 TPI/WICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.MiTck USA,Inc./Com uTrus Software 7.6.6 1L Eto.Digits b Indicate size r plate In inches.values( )- For basic connector pate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-29) 33 3-5=(-158) 109 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-65) 46 WEBS: 2x9 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*In( 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 = 95.0 PIF 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 POE' Ground Snow (Pg) 9'- 9.0" -31/ 204V 0/ OH 5.50" 0.33 REEF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-7 psf) uplift at 24 "or spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=1/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.025" @ 2'- 6.8" 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 T f f 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" 4.00 D MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.2" Design conforms to main windforce-resisting system and components and 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), M-1.5x3 load duration factor=l.6, 4 End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. OS0 , u5 ....ealIlligIIIIIIIIIIIIIIIIIII al N f I illiallillid M 1 II f 2 ** 5 0 M-3x9 M-1.5x3 l 1 4-05-04 0-03-12 l l b 1-00 4-09 � fO EAlC �� ;o '44 17 Gt` 89200E JOB NAME : AMERICAN MODERN 5-PLEX - P3 Scale: 0.6189 Hammew VS tr WARNINGS: GENERAL NOTES, unless otherwise notetl OREGON lid 1.Budder 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 OREGON V A Truss: P3 and Warnes before construction commences. building component.Applicability of design parameters and proper ,g r� t4 444, 2 2x4 compression web bracing must be Ingalkd where shown+ "corporation of component Is the responstbdlty ewe building designer. <0 Aty- ,{2. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at fir( 1 W - s the responslblNty of the erector.Additional permanent bracing of D o c.end et 70 a.c rsuch as ply unless braced throughout their length by �' Nig �� DATE: 5/24/2017 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood aheathinp(iC)entllor tlrywaq(BC). R opo" dy 8 g 3. Impact bridging or kterel bracing required where shown*+ SEQ. : K 3 2 3 514 2 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non<onosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition'.of use. 5.CompuTrus has no control over and assumes no responsibility for the a.DB C9 assumes full bearing et all supports shown.Shim or wedge k EXPIRES: V f11['T L[+.. 12/31/2017 /3 i/ 01? fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 L J I F I l 6.This design is furnished subject to the limitations set forth by 8.plates shall be basted on both faces at truss,and placed so their center TPIMTCA in BCSI,copies of which Mil be furnished upon request. line coincide with joint center lines. 9.Digits indicate eictot�eein Inches. MiTek USA,Inc.ICompuTrus Software 7.6.8)IL)-E II.For basic connecter plate see ESR-7377,ETR-7888(MRek) Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 13/4" Center plate on joint unless x,y Failure to Follow Could Cause Property 6-4-8 dimensions Shown in ft-in-sixteenths p y offsets are indicated. I + (Drawings not to scale) Damage or Personal Injury ral. Dimensions are in ft-in-sixteenths. •,T44,. 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. „ 2. Truss bracing must be designed by an engineer.For 0'1116 4 wide truss spacing,individual lateral braces themselves 1L\11PFA may require bracing,or altemative Tor I ■_ p bracing should be considered. illor 3. Never exceed the design loading shown and never pl� d stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 'h A'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for 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. 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. RM. reaction section indicates joint1 11111111 17.Install and load verticallyunless indicated otherwise. number where bearings occur. Min size shown is for crushing only. 18.Use ofteen or treated lumber may y pose unacceptable ►_ environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracin is not sufficient. 9 9• Mlie 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.01/29/2013