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Plans (107) Job Truss Truss Type Qty Ply POLYGON R50657410 PL17-184_UPPER F01 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:29 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-EBvMd7ouN_rOMzehxJvNs2ui?yw03sQPYc61HPzDFGy I 1-9-12 2-6-0 Scale=1:17.7 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 5 s- • e 8 7 — <3x5 3x4= 3x4 = 0)1 9-8-4 0.1 9-6-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/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. (Ib/size) 6=420/0-4-0,8=420/0-4-4 FORCES. (lb)-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, �.�, 0NG;tNFF9 S/OLT ,9 tz- 87022PE r" g. N 7SATOREGO ti9 w 9O ��BER 1\ \- On A. HO; EXPIRES:06/30/2017 May 24,2017 ®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 verify the applicability of design parameters and properly incorporate this design into the overall - • building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB.a9 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 1 Job Truss Truss Type Qty Ply POLYGON R50657411 PL17-184_UPPER F02 Floor 12 1 Job Reference[optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:30 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-iOTkrSpWBIzF_7DtV1 QcPFQtfMEgoFrYnGrrprzDFGx I 0-9-4 I 2-6-0 I Scale=1:23.4 1.5x3 II 4x8 = 1.5x3 II 3x4= 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 M e 11 1. e 9 8k 4x4 = 4x8= 3x8= 3x5= 011)8 13-9-4 I 0-1-8 13-7-12 Plate Offsets(X,Y)— 111:Edge,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 026 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight:67 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1028/0,3-4=-1028/0,4-5=-1282/0,5-6=-1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=-973/0,6-9=0/523,4-10=-349/0,2-10=0/822,2-11=-680/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �Co -‘GIN . R s% w� �"Y `<' 87022PE A.-- /// N - A), OREGON r15) / 'Sor, ER 11�P� A. HES 4 EXPIRES:06/30/2017 May 24,2017 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 t 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 !Ariel(' 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 ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 • Job Truss Truss Type Qty Ply POLYGON R50657412 PL17-184_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 2415:23:30 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-iOTkrSpW8lzF_7DtV1 QcPFQtbMESoGkYnGrrprzDFGx I 2-1-4 2-6-0 Scale=1:25.6 1.5x3 II 4x8 = 1.5x3 II 3x4= 1.5x3 I I 3x8= 1.5x3 II 1 2 3 4 5 8 7 C _ L 0 7 03 e- 141 10 9 1 3x5 = 4x8= 3x8 = 3x5 = 0-1-8 14-11-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 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 lncr 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1418/0,3-4=-1418/0,4-5=-1476/0,5-6=-1476/0 BOT CHORD 10-11=0/811,9-10=0/1620,8-9=0/931 WEBS 6-8=-1086/0,6-9=0/636,2-10=0/709,2-11=-995/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���0) P R()Fess �,s. SNC,I NE/9 QO2 • `r 87022PE r,�r • CV yp�Aj�OREGO (15)Q�N On OBER sA H - EXPIRES:06/30/2017 May 24,2017 s __ 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 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 MiTele 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 ANSIITPH Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657413 PL17-184_UPPER F04 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:31 2017 Page 1 I D:5eV?tdjYi Iz0X2xysi FD V pzsm UO-Aa062op8vc56bHo43kxryTz2Rma5Xigi?wbPLIzDFGw 2-6-0 I Scale=1:22.6 5x8= 1.5x3 II 1.5x3 II 3x4 = 1.5x3 11 3x5 = 1.5x3 II 1 2 3 4 5 6 7 e/ 0 -411111111414111111111111411111111111111111111111111114111411k - 17111.1111.11.1.1.1.--41111111114111111111441141111111411411111111111111111111r- 0 o- o- 11 10 e 9 8k 5x5= 4x8= 3x6 = 3x4= 0-1118 13-4-0 I 0-1-8 13-2-8 Plate Offsets(X,Y)— 111:Edge,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight:65 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=581/0-1-8,11=581/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-899/0,34=899/0,45=-1219/0,5-6=-1219/0 BOT CHORD 9-10=0/1230,8-9=0/802 WEBS 6-8=-936/0,6-9=0/486,4-10=-387/0,2-10=0/855,2-11=-670/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PFd CoeAGFo\� ,42w � kc 87022('E c*-- . N cv y '3,,,�OREG•N coo Q14N C' OBER \\OS a. Ho; EXPIRES:06/30/2017 May 24,2017 ,� ,,: n,.:•, ,; Ya: . WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSITfP11 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 Heiuhts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657414 PL17-184_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 2415:23:31 2017 Page 1 I D:5eV?tdjYilzoX2xysiFDVpzsmUO-Aa062op8vc56bHo43kxryTzzsmX4XgTi?wbPLIzDFGw I 1-10-4 2-6-0 Scale=1:25.1 3s4 II 4x10 = 1.5x3 I I 3x4= 1.5x3 II 4x10 = 3x4 II 12 2 13 3 14 4 15 16 5 17 6 18 19 7 a / e 0 a5 e o e e 10 e 9 e 4x8 = 4x10= 4x8= 4x8 = I 15-1-4 I 15-1-4 Plate Offsets(X,Y)— 11:Edge.0-1-81,18:Edae,0-1-81.f11:Edoe.0-1-81 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(TL) -0.15 9-10 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.52 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1049/0-5-8,8=1092/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2144/0,3-4=-2144/0,4-5=-2274/0,5-6=-2274/0 BOT CHORD 10-11=0/1265,9-10=0/2471,8-9=0/1569 • WEBS 6-8=-1819/0,6-9=0/823,5-9=-278/0,4-10=-382/0,3-10=-307/0,2-10=0/1027,2-11=-1603/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)152 lb down at 13-2-8,152 lb down at 2-3-0,117 lb down at 1-5-7,112 lb down at 3-0-10,112 lb down at 4-7-13,112 lb down at 6-3-0,112 lb down at 7-10-3, 112 lb down at 9-5-6,112 lb down at 11-0-9,and 112 lb down at 12-7-12,and 118 lb down at 14-2-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Q,�D P R OFFS Uniform Loads(plf) �'`( �(NF .0 Vert:8-11=-5,1-7=-50 �,5 �N F,4 Off%. Concentrated Loads(lb) 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) $7022 PE { 19=-118(F) y A), OREG N tj�O� �O ti18ER 4\ w °S A HE��P EXPIRES:06/30/2017 May 24,2017 ' 3 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wei 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 ANSIITPH Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657415 PL17-184_UPPER F06 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MTek Industries,Inc. Wed May 2415:23:32 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-emaUG8gngvDzDRNGdST5UgwDw9w1 GBrrEaKyukzDFGv 1-10-4 I 2-6-0 Scale=1:25.1 3x4 II 3x5 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4 II 1 2 3 4 5 6 7 ae o 0 ee V _ 0 e o a e -Nip- ISO 10 9 3x6 = 3x6 = 3x6= 3x6 = I 15-1-4 15-1-4 Plate Offsets(X,Y)— f1:Edee,0-1-81 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 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=-122(LC 6),8=-122(LC 7) Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-262/262,2-3=-957/163,3-4=-957/164,4-5=-1006/150,5-6=-1006/150, 6-7=-348/348 BOT CHORD 10-11=-251/634,9-10=-144/1068,8-9=-229/734 WEBS 6-8=-858/275,6-9=-304/615,4-9=-411/388,4-10=-432/373,2-10=-293/674, 2-11=-730/221 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=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. 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. REd P R OFC Strongbacks to be attached to walls at their outer ends or restrained by other means. �\���NG N E�C� s/O ' 870 2 P E 7.--___. ‘4,-/ cv ry y NwA�, OREGON � 44/ �o �M$ER 1,' �4 °S a, HE EXPIRES: 06/30/2017 May 24,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Tek It N is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the �M� R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/71.11 Quality Criteria,DSS-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 R50657416 PL17-184_UPPER F07 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 S Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:32 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-emaUG8gngvDzDRNGdST5Ug WDH9y6GFCrEaKyukzDFGv I 0-11-42-6-0 1 1 1.5x3 II 2 354 = 3 1.5x3 II Scale=1:11.1 II 111III 1 1 Milril nil Pim IIIIIIA s �/ 3x4= 3x4 = QQ-1 3-8-4 I 0 1 3-6-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 *".* 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress 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. pED P R OFF �`� GtNEFs/S \ 0N r 9 � 2 � 'cc" 87022PE 9r ycn ' �A), OREGON rt,:) 40 9O Zc1BER '\,' O OS A. HE��P EXPIRES:06/30/2017 May 24,2017 ®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 C 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 ANSIfTP11 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 R50657417 PL17-184_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 2415:23:33 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmU0-6z8sTUrPRDLgrbxSA9_K1 u2NVZJW?iJ_TE4VQAzDFGu I __ _ 2-6-0 0-11-12 0-612 4x41= 1 1.5x3 II 2 3x4= 3 3x4 II 4 Scale=1:11.1 •_ o rb 1.5x3 II 7 6 5 354 = 4114 3-74 38-1Q I 46-8 I 3-7-4 1-8d 0-8-4 0-1-8 Plate Offsets(X,Y)— 14:0-1-8,Edael LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d 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 Incr NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-P Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=128/Mechanical,6=385/0-6-0 Max Gray 7=152(LC 3),6=385(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 4-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Vert:Loads(p )5-7=-8,1-4=-80 <(�ED P R pF�0.0 Concentrated Loads(Ib) �N ����N� " �0 Vert:4=-125(F) 87022PE ->"�' -y 'aj, OREGON rt9 O 'F0 FEt� •�' USA. HO; EXPIRES: 06/30/2017 May 24,2017 ate_ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property 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 !Mel( is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DS&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 R50657418 PL17-184_UPPER F09 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 Mi Tek Industries,Inc. Wed May 2415:23:33 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-6z85TUrPRDLgrbxSA9_K1 u2NaZJn?iE_TE4VQAzDFGu 2-6-0 I 0-5-12 1 I 0-6-12 4=41= I 1.5x3 II 2 4x4 = 3 3x4 Il q Scale=1:11.1 J 1.5X3 II 7 5 3x4= 4f44= I 3-1-43t2-1E 1 4-0-8 I 3-1-4 1 0-8-4 0-1-8 Plate Offsets(X.Y)— 14:0-1-8,Edoel 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 0.20 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 R P R F Uniform Loads(plf) �� QF Vert:5-7=-8,1-4=-80 -\CC. t5's Concentrated Loads(Ib) �,\� ..,N— F'Y �Q� Vert:4=-125(F) 9 `r' 87022PE r yU t "V NI <(‘ '-•OREG N tis OZC/ 'QCl AMBER 1\ OS, A. HEY' EXPIRES:06/30/2017 May 24,2017 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MlI-7473 rev.10/0312015 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 Mak' ■A!"1"a ' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7P11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657419 PL17-184_UPPER F10 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 S Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:34 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-a9iFhgsl CXThSIWektVZZSbZkzfuk9Z8iup3ydzDFGt I 0-5-4 I 2-6-0 I 1 1.5x3 II 2 4x4= 3 1.5x3 I I Scale=1:112 0 ab 5 4x4 = 3x4 = 1 3-2-4 I 3-0-12 Plate Offsets(X,Y)— f5:Edoe.0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-P Weight:18 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=135/0-4-0,5=135/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 87022PE 9r cf2 ,A]<OREGoN 41.1 M8ER °S p' HE �tJt'� EXPIRES: 06/30/2017 May 24,2017 mit WARNING-Verify design parameters and READ NOTES ON TINS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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. 8gSuites 109 Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657420 PL17-184_UPPER Flt Floor 22 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:34 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUOa9iFhgsl CXThSIWektVZZ5bZazb6k4b8iup3ydzDFGt 1-11-4 I 2-6-0 Scale=1:25.4 1.5x3 II 4x6= 1.5x3 I I 3x4 = 1.5x3 I I 3x6= 1.5x3 II 12 3 4 5 6 7 10.„,” 0 ab a a 1' 10 9 Bk 3x5 = 4x8= 3x8= 3x5 = 07118 14-11-4 I 0-1-8 14-9-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1369/0,3-4=-1369/0,4-5=-1452/0,5-6=-1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=-1072/0,6-9=0/622,2-10=0/725,2-11=-945/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��-�E° P R OFF�,s ti�D , lNEc,9 /�2 Q 87022PE �<" / y "<>, OREGON cp Q/ 'SSC' AMBER 1'' 4 Os1k HE EXPIRES:06/30/2017 May 24,2017 ®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 WHOM connectors.This design is based only upon parameters shown,and is for an individual building component,not .. a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,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 R50657421 PL17-184_UPPER F12 Floor 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MTek Industries,Inc. Wed May 24 15:23:35 2017 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsmUO-2LGduAsfygbY 4v5rlaOo6J7kTNz?TYzHwYZcU3zDFGs I 0-10-0 I I 2-6-0 I Scale=1:19.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 4x4= 2 3 4 5 6 ao o _ __ _ 0 m 1DX 9 7 4x5= 3x5 = 1.5x3 II 3x4 = I 11-4-0 11-4-0 Plate Offsets(X.Y)— 11:Edge.0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in. (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC20121TPI2007 Matrix-R Weight:56 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=493/0-4-0,7=493/0-1-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-501/0,1-2=-309/0,2-3=-309/0,3-4=-927/0,4-5=-927/0 BOT CHORD 8-9=0/795,7-8=0/656 WEBS 5-7=-76610,5-8=0/315,3-9=-567/0,1-9=0/584 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���Ep P R()Fe �r\� �NGINEF9 s/o)*9 `" 87022PE <" 1, 7CN Aj, OREGON r15 <t/ 'PO "•,i,/BER -V \- On A, HE R4P EXPIRES:06/30/2017 M:.fy 24,2017 8 , . mi. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing !Mel(•,T k is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the iXI E R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenbac:,Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.':A 95610 Job Truss Truss Type Qty Ply POLYGON R50657422 PL17-184_UPPER F13 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:36 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-XYq?5WtHj8jOi2g1 sHX1 fWgvQnE0Cs?R9CIA1 VzDFGr 1 1-2-12 1 1-10-0 1 I 1-8-8 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 ail t e a N. Nzzrzt, N... � I I 0 e • 13 12 11 5x8 = 6x16= 3x5= 4x10 = 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)— (1:Edae,0-1-81,f10:Edoe,0-1-81,114:Edae,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.13 12-13 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:80 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=1285/05-8,10=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) Concentrated Loads(Ib)1-9=-80 �'`�>��� N dFt.)(9 / Veit 3=-825(F) „\ N F , 87022PE r >y N 7 <c\ "•OREGON n ttt �O FMSER 1' �� On A. H - EXPIRES:06/30/2017 May 24,2017 IMMO ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657423 PL17-184_UPPER F14 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:36 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-XYq?5WtHj8jOi2g1 sHX1 fWgsEnGOCy5R9CIA1 VzDFGr 184 1 2-6-0 Scale=t24.8 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 • • • • 0 e o e ' 10 9 4x6 = 4x10= 4x8= 4x6= I 14-11-4 14-11-4 Plate Offsets(X,Y)-- f1:Edae,0-1-81,18:Edae,0-1-81 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0.12 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/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=-1758/0,34=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) Uniform Loadsivel(balanced):Lumber Increase=1.00,Plate Increase=1.00 f) <°\ ..).r) Vert: PRQF`cos Vert:8-11=-5,1-7=-50 �Co S) 'F9 /0 Concentrated Loads(Ib) �/ 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) - $70 2 P E 9r- >` \ . OREGON Oi-vt �O AMBER \1 r' QS, A HE \P EXPIRES: 06/30/2017 May 24,2017 t 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMill' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1T£fit` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 OFFICE COPY Job Truss Truss Type Qty Ply POLYGON R50657424 PL17-184_UPPER F15 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:37 2017 Page 1 I D:5eV?tdjYi lz0X2xysiFDVpzsm UO-?kONJsuvUSrFJCFDP?2GBkD4_AexxTUaOs2jZxzDFGq I 1-5-12 I 2-6-0 I Scale=1:17.1 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 5 — n''',,,,,.,,.....„..„,,,,.....,..„„,,,,,,,...„..,,,,,..,,,,,,:l ,........„.....„,,.........„...„.„,,,.......„..„,.......„,....../. a e e 8 3x5 =- 3x4 3x4= 3x4 = t0i�.�ys8 9.4-4 I Q1-$ 9-2-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 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. �`o \AG` t �- 870 2PE r • y -0 OREGON n Q<I ? AMBER 4a' OS, A. HE��P EXPIRES:06/30/2017 May 24,2017 -- A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Wilt 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 pennanem bracing M Ire 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/TPIt 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 PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property s/" Center plate on joint unless x,y p y 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury RI's Dimensions are in ft-in-sixteenths. 1114046 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. Q'�1fi 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 3l=""_WIE 1111101111014may n g so bracing,or deredative Tor I Opbracing should beci considered. �_� 1(::15! d 3. Never exceed the design loading shown and never p- U stack materials on inadequately braced trusses. i— p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�-e cs-� cs s designer,erection supervisor,property owner and plates 0 'hs from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 4=111P reaction section indicates joint 11111 116=1/ number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NM INN ►_� 0 18.Use of green or treated lumber may pose unacceptable —� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. MI ANSIlTPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is cuff cient. BCSI: Building Component Safety Information, iM Te 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 mut MiTeks MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: ERT AREA 3 LOTS 1-4 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: K3235898 thru K3235940 My license renewal date for the state of Oregon is December 31,2017. PR OBEs 89200PE . . j' 4OREGON� xL,r 4,.'1}' 14,2-Q;\0,‘,-..k- .v/ PR � Q'k- PR1LL " 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 ANSIITPI-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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 0 1-6=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" 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) TOTAL LOAD= 95.0 PSF 0'- 0.0" 0/ OV 0.00" 0.00 -i+@ ( 0) 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 -.8+8 ( 0) Unbalanced live loads have been 20'- 8.0" 0/ OV 0.00" 0.00 -,t+@ ( 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 29 "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 = 0.000" @ -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" 1' 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" 1' MAX LL DEFL = 0.000" @ 11'- 2.8" Allowed = 0.681" MAX TL DEFL = 0.000" @ 11'- 2.8" Allowed = 0.908" 6.00 12 12 IIM-4x4 12 6.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 2 Design conforms to main windforce-resisting GABLE END TRUSS ON CONTINUOUS BEARING WALL UON.M-1.5X3 system and components and cladding criteria. OR EQUAL TYPICAL AT STUD VERTICALS.REFER TO STANDARD GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. 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=l.6, Truss designed for wind loads in the plane of the truss only. NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. -s rn 0 1 rn s- o el -1,I+ 0 1 t,17 r o N II o 4 56 ; y y 6-08-12 13-11-04 y 1 y y 1-06 6-10-08 13-09-08 y 7-00-08 0-02 13-07-08 l ,4, ,C'� D FE.00 1 1-06 y 20-08 y w6�� •7,-• �� /D�F� 89200PE JOB NAME : AMERICAN MODERN 5-PLEX - Al Scale: 0.2959 m WARNINGS: GENERAL NOTES, unless other-dee noted t7 OREGON 44/ `.t. 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown end Is for an Individual /' t4, Truss: Al and Warnings before construction commences. building component Applicability of design parameters and proper L �� 2.zea comprasaien web bradng must be Installed where shown.. incorporation of component la me responsibility of the building aealgnsr. /++ >' i 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at ,w,/sa Is the responsibility of the erector.Atldgbnal permanent bracing of 2 o.c.end et 10 a.c respedNely unless braced throughout their length by R R. �r T*i DATE: 5/24/2017 me overall structure la the responsibility f me building designer. continuous sheathing such as plywood sheathing(TC)and/or drywsp(BC). Y.y L+ sport ity o g e 3.2a impact bridging or lateral bradng required where Mown♦., SEQ.: K3235898 4.No load should be applied to any component until after ail bradng and 4.Installation of truss IIasbsr esponsibtilyy of 165 respective contractor. environment, fasteners are complete and at no time should any loads greater Man gn assumes be deign bads be eppII dto any component. and are for"dry condition of use. TRANS I D: LINK 5 GompuT us has no control ever anti assumes no responsibility or the 6.Design assumes full bearing at ail supports shown.Shim or wedge if EXPIRES: 12/31/2017 necessary fabdcahon,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 8.Plates shall be looted on both faces of truss,and placed so their center TPTVJICA Sr 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./CompuTnln Software 7.6.8(1L)-E 10.For bask connector plate design values see EOR-1311,ESR-1988(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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -3) 97 8- 9=(-117) 197 8- 2=(-1113) 276 4-13=(-500) 179 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-1006) 176 9-11=( -3) 17 2- 9=( -130) 882 13- 5=(-117) 575 WEBS: 2x9 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. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1008) 262 13-14=(-183) 1036 3-10=) -79) 426 14- 7=(-153) 987 BC LATERAL SUPPORT <= 12"OC. UON. 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 ** 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/ 1438 5.50" 1.83 KDDF ( 625) M-3x9 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" 1.99 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP }COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.011^ @ -1'- 6.0" Allowed = 0.200" MAX LI, 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 3-03-089-09-04 4-05 5-00-04 MAX HORII. LL DEFL = -0.017" @ 20'- 6.3" ` A f f 'I 1 1' 'I MAX HORIZ. TL DEFL = 0.028" @ 20'- 6.3" 12 12 6.00 ))M-4x4 Q 6.00 Design conforms to main indforce-resisting 4.0" system and componentsand cladding criteria. 5 .f-.( 0%444 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,...4 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 6 iNsi, �� 3 1 �M 0 1111111111111111r...16)11111111111111%601111 I... 11117111. 2 M 0 o 1 � ,<���'0 N 13 14 * �,ti r M-3x8 M-1.5x3* 0 '-i 8 a 9 M-1.A ' M-1.5x3 M-3x8 M-1.5x3 k 1 l l l 1 3-05-04 3-03-08 4-06 4-08-08 4-08-12 .1, . J. l 1-06 6-10-08 13-09-08 y 7-00-08 0-02 13-07-08 )' r G� °P�c9 20-08 et" ::9200P r' JOB NAME : AMERICAN MODERN 5-PLEX - A2 Scale: 0.2586 1.�S '110 ift.. WARNINGS: GENERAL NOTES, unless otherwise noted, 7 OREGON fay 1.Builder and erection contractor should be advised of al General Notes t.This design is based only upon the parameters shown and is for an individual OREGON A ". Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper Va 2.2a4 compression web bracing moat be Installed where shown+. incorporation of component is the responsibrn9 of the building designer. 4:,5. 4 .4",}'" {4. Q 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 0 1 ,,a, Is the responub Pty o!the erector.Additional permanent bracing of 2 continuous and ri a hino.crespectively unless braced)TC)throughout their length by a,,,R R i��34.h/ anmpacts sheathing each as plywood aired In ere s antl/or tlryweA(BC). "'hs. DATE: 5/24/2017 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging of lateral bracing required where shown++ SEQ.: K3 2 3 5 8 9 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility etthe 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 6 Design ossa assumes fug bearing et all supports shown.Shim or wedge I! EXPIRES: 12/31/2017 2 j31/201 7 fabrication.handling,shipment and installation of components. rys �1 �a lgil� IlL i3 L/J /Gill T.Designassumesbeloc ted onboate thl face is provided. May 2't,GO 17 8.This design is furnished subject to the limitations set forth by 8.Plates shall be hated on both laces of truss,and laked a their center TPLMy1OA In BIM,o pias of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate eisa ot plate Ininches. MiTek USA,Inc./Com uTrus Software 7.6.8(1L)-E 10. For basic connector late deign val ues see ESR-1311,ESR.1 B88(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 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -930) 176 7- 8=(-106) 139 7- 1=(-892) 199 13- 5=(-315) 122 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1272) 263 8-10=( -44) 215 1- 8=(-191) 842 5-17=( -96) 139 WEBS: 2x4 KDDF STAND 3- 4=( -958) 239 10-11=( -42) 203 8- 2=1-533) 158 17- 6=(-150) 978 LOADING 4- 5=( -965) 256 9-12=(-164) 898 8- 9=(-135) 634 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=(-189) 1000 2- 9=( -54) 339 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 11-14=( -17) 101 10- 9=( 0) 117 TOTAL LOAD = 95.0 POP - 13-15=(-162) 923 9- 3=( 0) 169 Unbalanced live loads have been 14-16=( 0) 0 3-13=(-909) 197 considered for this design. LL = 25 PSF Ground Snow (Pg) 15-17=(-180) 1024 11-12=1 0) 108 17-18=( -27) 66 13- 4=(-112) 537 *a For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14-15=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 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -143/ 919V -138/ 130H 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 kOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I f ' f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-04 3-03-084-04-04 4-05 5-00-04 MAX LL DEFL = 0.034" @ 12'- 8.2" Allowed = 0.975" ` 1' T "I .c 1' f MAX TL DEFL = -0.064" @ 12'- 8.2" Allowed = 1.300" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 p ))M-4x4 Q 6.00 MAX HORIZ. LL DEFL = -0.014" @ 20'- 3.3" 4.0" MAX HORIZ. TL DEFL = 0.029" @ 20'- 3.3" 4 dc-,( �q\ Design conforms ne main d cladding criteria ng system and components and cladding criteria. Wind: Des mph, h=15ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, M-3x9 M-3x4 (Ali Heights), Enclosed, Cat.2, Exp.O, mweRs(Dir), 3 load duration factoz=l.6, End vertical(s) are exposed to wind, 144 . ��;iiihi Truss designed for wind loads in the plane of the truss only. M-3x4 2 a� M-3x4 M-3x9 �`� r7 1 � o yr �0� ]L �i 'l ji a'., v of c. ��=�'9 13 0 17 18 '""1 M-4x8 M-4x6 M-1.5x3 O N ,-1 `► `�' Z Z Z 1 7** 8 M-35216 M- x5 M- 2x ' M-1.5x3 M-3x8 M-3x5 M-3x5 M-3x5 l l ci 1 ) ) ) ) 3-02-04 3-03-08 2-07 1-11 1-08-08 3-00 4-08-12 1 ) y 6-07-08 13-09-08 y y PR 13-00 6-09-08 7-0 5 �� ss y t,‘ IV� • / � R 20-05 �' :9200P <' JOB NAME : AMERICAN MODERN 5-PLEX - A3 4' Scale: 0.2744 e WARNINGS: GENERAL NOTES, unless otherwise noted f OREGON ale 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 I V �, "{I Truss: A3 and Warnings before construction oemmences. building component.Applicebiiay or design parameters and proper �} 2.2x4 compneeslen web bredng moat be installed where shown*. Incorporation of component is the responsibility of the building designer. a< 7}'' 1 A 2-°,0..4 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced at V /�r..s, I W lathe responsibility of the erector.Additional permanent bracing of continuous 2 o.c.end et 10 o c.respectNety unless braced throughout their length by A4"w R R I '=- DATE: 5/24/2017 the overall structure Is the responsibility of the building designer. 3.2s Impadbridging or lateral bracing such as orequiredhwhereshown+drywall(BC). od SEQ.: K3235900 4.Noload should mleettantoany tmesh ul untilaftergI reater than 4.Design urtruss Isthees re tob ility itherespectiveconlviron fasteners are complete and at no time should any wade greater 5.Design assumes trusses are to e.used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry contlliwn"olilac. 5.CemWTruehas nocontrol over and assumes noresponsibility for the 6.Design ignnassumesfullbearingatallsupportsshoom.Shimorwedgeif EXPIRES: 12/31./22017 fabrication,handling,shipment and installation or components. 7.Designassumesbeesaded en drainage is provided.an May 24,2017 8.This design la furnished caged M me limitations set forth by B.Plates shall be located on bora razes of truss,and placed so their center TPIA TCA in BCSI,copies of which will be furnished upon request. lines coincide vdth pint center lines. B. indicate size f plate in inches. MITek USA Inc./Com uTrus Software 7.6. 1L E 10. For basicconnector n ect platedesign valu e inlu es see EBR-/311.ESR-1866(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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-160) 161 9-10=(-236) 317 9- 1=(-878) 320 7-13=(-290) 155 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2- 3=( 0) 0 10-11=(-128) 685 1-10=(-307) 826 13- 8=(-141) 795 WEBS: 2x4 KDDF STAND 2- 9=(-157) 160 11-12=(-128) 685 10- 2=(-139) 186 8-14=(-881) 213 LOADING 9- 6=(-691) 293 12-13=(-163) 791 10- 9=(-867) 286 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=1 0) 0 13-14=( -32) 48 11- 4=( 0) 261 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-845) 247 9-12=( -64) 118 TOTAL LOAD = 95.0 PSF 7- 8=(-865) 178 6-12=( 0) 143 12- 7=( -92) 100 NOTE: 2x9 BRACING AT 24"OC U011. 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./N. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -193/ 919V -241/ 198H 5.50" 1.97 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" 1.97 KDDF ( 625) 'COND. 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" MAX TL DEFL = ;30@ 11'- 0.6" Allowed = 1.300" -05-11 9-04-10 9-06-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS T f1 f 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" TT T i' l 4 1 12 12 Design conforms to main windforce-resisting 6.00 Q 6.00 system and components and cladding criteria. Wind: 190 mph, h=22.6ft, TCDL=6.O,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 3 M-3x8 5 M-3x9 Truss designed for wind loads wind, 1 ��2 4 . in the plane of the truss only. 1 M-3x9 r 0 o M-3x4 1 4r in .-t 1 in 0 I N 1111 1\i\\161LI I,,, ...eigIIIIIIIIIIIIIIIIII 9++ 10 11 12 13 14 M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(S) l l 1 y y l c.O PRO 0-10-03 5-03-13 5-03-13 4-06-07 4-04-11 . ?' ' . 0A, y y \� �IN �C,S, /q 20-05 C� 89200PE JOB NAME : AMERICAN MODERN 5-PLEX - B1 /�+ y Scale: 0.2757 LJ iy.r /y,. WARNINGS: GENERAL NOTES, unlesson these noted: 7 ,OREGON 4�a-. Truss: B 1 I.Builder and erection contractor should be advised of al General Notes 1.This desgn Is based only upon parameters mown and Is for an Individual OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper 511.' 2.0 'i+Ay I 2.204 compression web bracing must be Instelkd where shown+. incorporation of component Is the responsibility of the building tlealgner. >/ .,f 3.Additional temporary bracing to Insure rteblllly during construction2 Design assumes the top and bottom chords to be laterally braced et ) Is the responsibility of the erector.Additional permanent bracing of T a.c. and at 10 o.c.respectivelyunless braced throughouttheir length by 44E- R i l-� overall the responsbllry of building designer. continuous sheathing such as plywood sheathing(TC)and/or drywal(Bc). DATE: 5/24/2017 the ove +!! R 3.Di Impact bridging or lateral bracing required where shown SEQ.: K32 3 5 9 01 4.No load should be applied to any component until after all bracing and 4.Instalatlon of truss la the responsibility of the respective contractor. fasteners are compete and el no time should any loads greater man s.Design assumes trusses are to be used In a non-corroNve environment, TRANS ID: LINK design loads be appiNd to any component. and ens ton"dry OundOloc of use. 5.cam Trua nae no control over and assumed no ra6 Design assumes full bearing al al supports shown.Shim or wedge If EXPIRES: 12/31/2017 W sponsbilily for the roary b fecetion handing,shipment and Installation ofcomponents. 7.Designassumesadequatedrainageisprovided. May 24,2017 a.This design Is furnished subject la the limitations set forth by S.Plates shall be located on both faces of boas,end placed so their center TPWdTCA In SCSI.copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inn./ConlpuTrus Software 7.6.8(1 L)-E 10.For bask 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 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81aBTR LOAD DURATION INCREASE = 1.15 1- 2=(-1085) 208 6- 7=(-146) 149 6- 1=(-879) 205 8- 4=(-158) 106 BC: 2x9 KDDF H1&BTR SPACED 24.0" O.C. 2- 3=( -844) 240 7- 8=(-209) 920 1- 7=(-136) 903 4- 9=(-269) 159 WEBS: 2x4 KDDF STAND 3- 9=( -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 = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG ARRA M-3x4 where shown; Jts:l-2,9-5,7,9 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -143/ 919V -151/ 168H 5.50" 1.97 KDDF ( 625) a' For hanger specs. - See approved plans 20'- 5.0" -193/ 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. IC OND. 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 = 0.023" @ 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" 1' T 1' Design conforms to main windforce-resisting 5-08-08 5-03-04 4-06 4-11-04 system and components and cladding criteria. 1' 1 f f T Wind: 140 mph, h=22.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 II M-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 _,,. Truss designed for wind loads NN\ in the plane of the truss only. 4 2.0 1r r, 5 Os 1 f ti •: N mi co O O CO mi ItINIIIIIII= 11 ee r1 f T 6 M-1.5x3 7 0.25" s 9 M-1.5x3 +to M-5x8(5) y PRopk- 5-05 y 5-06-12 y 4-09-08 1 4-07-12 .1' ��5 Is_ t9 20-05 tcr�, �. '4 ©?� ' 89200PE r° JOB NAME : AMERICAN MODERN 5-PLEX - A4 je.��M� Scale: 0.2994 � � • ^.. il. CC WARNINGS: GENERAL NOTES, unless otherwise poled OREGON J,, 1.Builder and erecton contractor should be advised of aN General Notes 1.This design Is based only upon the parameters shown and la for an individual 4J1-1 C47 V I V "CJ Truss: A4 and Warning,before construction commence, building component.Applicability of design parameters and proper 9L<0 Al ©� � 3.2x4 compression nob bradng mus be installed where shown+. Incorporation ar component is the responsibility of the building designer. A 7 7 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chortle is be laterally braced at isthe responsibility of the erector.Adtllionsi permanent bracing or Yoc and eteathin 10. rsuchasplyoodsunless braceng(TC)hd/ordrout ral(BC) RAi continuous ry ing or such ea alywg re uir ethld thre and/or tlryaaAgo by 4 DATE: 5/24/2017 me overall structure Is me responabgny or me building designer. 3.sir Impact brltlging or lateral bracing required where mown++ SEQ.: K 3 2 3 5 9 0 2 4.No load should be applied to any component until eller all bradng and 4.InstallationInof tm,Naathe s aspo sibi119 m.nr respective contractor. Tctor.environment, fasteners are complete and at no time should any loads greater than gn assumes design loads be applied io any componentand are for"dry condition of use. TRANS I D: LINK 5compuT ue Me w control ever and assumes no responsibility for the 6 Design assumes full 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 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 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,Ina/CompuTrus Software 7.6.8(1L)-E rI.For bash connector plate design values see ESR-7311,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 KDDF (I1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-161) 173 9-10=(-236) 299 9- 1=(-878) 353 7-13=(-290) 156 BC: 2x9 ROOF N1&BTR SPACED 29.0" O.C. 2- 3=( 0) 0 10-11=(-219) 678 1-10=(-339) 822 13- 8=(-203) 795 WEBS: 2x4 KDDF STAND 2- 4=(-159) 171 11-12=(-219) 678 10- 2=(-139) 155 8-14=(-881) 272 LOADING 4- 6=(-691) 322 12-13=(-221) 741 10- 4=(-871) 371 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE 5- 6=( 0) 0 13-14=( -34) 49 11- 4=( 0) 261 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-845) 335 4-12=( -56) 112 TOTAL LOAD = 95.0 PSF 7- 8=(-865) 242 6-12=( 0) 193 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 -292/ 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) 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing.I 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 f 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 ' I 1 1 1 MAX HORIZ. LL DEFL = -0.008" @ 20'- 3.3" 12 12 MAX HORIZ. TL DEFL = 0.013" @ 20'- 3.3" 6.00 provide support '7:16.00 Design conforms to main indforce-resisting system and componentsand cladding criteria. 3 S Wind: 140 mph, h=23.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ./.... . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-4x6 load duration factor=1.6, End vertical(s) are exposed to wind, M-3x4 2 M-3x8 Truss designed for wind loads 1 4 in the plane of the truss only. ye M-3x9 0 I 1r/11111 o M-3x9 1 to ,1 I to O N 9 10 11 12 13 14 M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(5) J. ,L 1 y l y 0 PROF Oy10-03 5-03-13 5-03-13 20-05 4-06-07 4-04-11 y ��( GI NE&'� s/ Co �'Cf 89200PE JOB NAME : AMERICAN MODERN 5-PLEX - B2 ,/" • Scale: 0.2757 ,e(A, IP CC" WARNINGS: Om:s de igniNOTES, unless on the ise parameters ��y:y /'�,/"5ry ��y 7 Builder and erection contractor should be advised or al General Notes 1.This design la based only upon the shaven and is for an Individual OREGON yv 4,0 Truss: 62 and Warnings before construction commences. building component.Applicability of design parameters and proper Al [� � 2.2x4 compression web bracing must be Installed where shown e. Incorporation of component Is the respansiblldy of the building tlealgner. '�/1 `7 I''' 3" 5= ^' + 3.Addftlonal temporary bracing to insure stabllBy dudng construction 2 Design assumes the tap and bottom chords to be laterally braced et G! 14 's, n the responsibility of the erector.Additional permanent bracing of 2 continuous and at ea hino.crespectively unless braced(7C)a dr their length by 41. ,(:?R IO- DATE: 1/V1 5/24/2017 the overallstricture Is the responsibility of the building designer continuoussheathing suchasalywooduired neresand/ordrywal(BC). 9 3.Sr Impact bridging or lateral bracing required where Moven++ SEQ.: K32 3 5 9 0 3 4.No load should be applied to any component until after all bracing and 4.Installation of toss Is the responsibility of the respective contractor. Peden are compete and at no time should any loads greater than 5.Design assumes fusses are to be used In a noromnosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use : 6.CumpuTrus hes no control over and assumes no responsibility for the 8 Decegwansumes NII bearing at an supports shown.Shim or wedge 11 EXPIRES: V[J)r.7 C[+- i A( 1 201 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 2y 2017 i(lC t3 1L7 IL. 8.This design is furnished subject to the Ilmkations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMTCA In BCSI,copies of which vdl be furnished upon request. line coincide with joint center lines. MiTek USA,Inc./Com uTms Software 7.6.8(1L E 9.For Signsindicateconnectorcosicappletse inches.values P 7.Sar bask fezeplateplate veluea 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 KDDF 81&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 81&BTR SPACED 24.0" O.C. 2-3=(-604) 240 6-7=(-155) 802 1-6=(-151) 609 7-4=(-129) 810 WEBS: 2x9 KDDF STAND 3-4=(-975) 203 7-8=( -33) 97 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 <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -143/ 919V -292/ 197H 5.50" 1.97 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.97 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE OND. 2: Design checked for net(-7 psf) uplift at 29 "cc spacing. I LIVE LOAD AT LOCATIONS) 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 f 1' 6-02 6-10-14 7-04-02 MAX HORIZ. LL DEFL = 0.005" @ 20'- 3.3" f f ' f MAX HORIZ. TL DEFL = 0.008" @ 20'- 3.3" 12 12 IIM-4x9 Design conforms to main windforce-resisting 6.00 � Q 6.00 system and components and cladding criteria. 4'0n Wind: 140 mph, h=23.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 .F,( 41111% (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 1 M-3x9 r 0 ko M-3x9 1 ko 114 1r -! II N o o1 IlniLlhk Al I N LIMIriglAii i .r ** 6 B M-1.5x3 0.25" M-3x4 M-1.5x3 M-5x8(5) y 6-02 y 7-02-06 y 7-00-10 y ,( , QFC$'/ y 20-05 y c. t, `* " 89200PE r'' JOB NAME : AMERICAN MODERN 5-PLEX - B3 - ' Scale: 0.2757 1 In ' 0 C WARNINGS: GENERAL NOTES, unless olhenpse noted -� r'1 ss ,('1(i I /' 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 lJ V I V A` r(,/ Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters end pope, q Y 2.204 compression web bracing must be installed where shown• Incorporation of component Is the rosponstbRity of the building designer. f/^ti "7�` .{4 r W �"�+ 3.Additional temporary bracing to Inwre stability during construction 2.Design assumes the lap and bottom chortle to be laterallySho braced at V 3�.. / ,,s, Is the responsibility of the erector.Additional permanent bracing of 7 ntin and at 1 a Ding such as sty unless braced throughout maty length by). R 10'lYh DATE: 5/24/2017 the overall structure is the responsibility of the building designer. continuous sheathing later tb adng requiredplywooe sheat.trete)otons drywell(BC). g 3.20 impact bridging or lateral bredng where Mown w* SEQ. : K 3 2 3 5 9 0 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility or the respective contractor. fasteners are complete and al no time should any loads greater then 5.Design assumes trusses are to be used in a non-wnoshe envIronment, TRANS ID• LINK design leads be applied to any component. and are for'thy condEor'of use. 5 CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ail supports Mown.Shim or wedge i/ EXPJ RES.. 12/3112017 2/31/201 7 fabrication,handling,shipment and Installation of components. memry. EXPJ l3 F J l< 1/ 7.Designassumesbelocted oneothlfcelo trusidetl. May 24,2017 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their unlet Y TP WVI'CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S.Digtls Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(9L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2- 9=(-1084) 1562 3- 9=( -952) 298 10- 6=(-526) 1028 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1494) 618 7- 8=( 0) 0 8- 9=( 0) 66 6-11=(-986) 315 WEBS: 2x4 KDDF STAND 3- 9=(-1035) 382 8-10=( -10) 16 9- 4=( -133) 623 LOADING 4- 5=( -851) 224 10-11=(-1969) 1991 9- 5=( -616) 556 TC LATERAL SUPPORT <= 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=( -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-1.5x9 or equal at non-structural 0'- 0.0" -286/ 1096V -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 ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacinq. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, 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" 1' , ,( MAX LL DEFL = -0.025" @ 8'- 6.5" Allowed = 0.808" 9-05-11 4-00-13 9-01-08 4-05 MAX TL DEFL = -0.038" @ 8'- 6.5" Allowed = 1.078" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 ��M-9x4 12 MAX HORIZ. LL DEFL = 0.033" @ 0'- 5.5" 8.00 I7 ..8.00 MAX HORIZ. TL DEFL = -0.039" @ 0'- 5.5" 4.0" M-3xt W-2( M-3x5 'COND. 3: 2000.00 LBS SEISMIC LOAD. 0 Design conforms to main windforce-resisting '0. At` system and components and cladding criteria. M-1.5x9 M-1.$X4 Wind: 190 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. x M-3x9 End vertical(s) a exposed to wind, Truss designed for wind loads M-3x5 'I 11.111°.444t'3 in the plane of the truss only. Truss designed for 9x2 outlookers. 2x4 let-ins M-1.5X9 of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. of M-3x '', c a41 I. -3x9 o M-3x9 r 0 m mi' Li i 7 8 lOr ««11 �~ M-1.5x3 M-3x10 M-3x4 M-5x8 ). . , . ni 7-07 0-11-08 4-03-04 4-03-04 1 l y y 1-01-08 7-07 9-06 y l l ,L <C' V1 PR piles 8-04-12 0-09-12 8-08-04 y y ,CJ NGINES s,/ 17-01 dry ,...:. 89200PE r' JOB NAME : AMERICAN MODERN 5-PLEX - Dl - / •� Scale: 0.2808 -11041. /).,. WARNINGS: GENERAL NOTES, unless otherwise noled, ORE/-,©N "a.. 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and is for an individual �j A., OREGON 1,.77 k' Truss: Dl and warnings before construction commences. building component.Applicability of design parameters and proper G✓ -aJA.t Y� 2.204 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. r/y Al '' 1/1 jO.` "4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards la be laterelly braced et 4( 1 r"k � Is the responsibility ar the erector.Additional permanent bracing of T o i and et i a hin respectively ply unless braced(TC)and/or dryeir length by IZ)R:I% DATE: 5/2 4/2 017 the overall structure te the recontinuous ri g ingl or sueh b aciplynro re uir et where s vera drywag(BO). responsibility of the building designer. 3.2s Impel bridging or lateral bracing required where shown++ SEQ. : K3 2 3 5 9 0 5 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes truseee are to be used in a non-corrosive environment, designloads be applied to en component. and are for"dry condition"of use. TRANS ID: LINK °aarende^" 6.Design assumes full bearing atalsupports shown.Shim orwedge If EXPIRES: 12/3112017 5.CompuTrue hoe no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. May dtay aGy A'w717 8.This design is furnished sub)ect to the limitations set form by 8.Plates shall be located on both faces of truss,and placed so their center '7 L TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines MiTek USA Inc./Com uTrus Software 7.6.8(114-E 9.Diggs indicate size of plate in inches. P10.For basic connector plate design values see ESR-1311,ESR-7888(MRek) , This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2- 9=(-190) 729 3- 9=(-246) 196 10- 6=( -89) 595 BC: 2x9 RODE #168TR - SPACED 29.0" O.C. 2- 3=(-981) 270 7- 8=( 0) 0 8- 9=( 0) 66 6-11=(-719) 176 WEBS: 2x9 KDDF STAND 3- 4=(-735) 209 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 P59' 5-10=(-265) 160 TOTAL LOAD = 45.0 POE 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 INC 2015 AND IRC 2015 NOT BEING MET. 1COND. 2: Design checked for net(-7 psf) uplift at 24 "00 spacing. I BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, 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" 4 I I MAX LL DEFL = 0.018" @ 8'- 6.5" Allowed = 0.808" 4-05-11 4-00-13 4-01-08 4-05 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 ))M-4x4 8.00 MAX HORIZ. TL DEFL = 0.015" @ 16'- 11.2" 4 9.0Design conforms to mainwindforce-resisting „....7( system and components and cladding criteria. Wind: 190 mph, h=22ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads M-1.5x3inthe planeof the trussonly.3.1141111111No, 111111110:4-3X4 0 ti rn I l M-3x9 cv 9 �' ' o 1 IGI' -/' H 7 8 l0 11 M-1.5x3 M-3x8 M-1.5x3 M-5x8 y c )' . y 7-07 0-11-08 4-03-04 4-03-04 . .• ). y 1-01-08 7-07 9-06 {� rpp y 8-04-12 0-09-12 8-08-04 y � � �R � c.) c64\'' `tG14N y 17-01 y ` 't�'4`a �� ‘,G- 89200PE. f JOB NAME : AMERICAN MODERN 5-PLEX - D2 • Scale: 0.2808 WARNINGS: GENERAL NOTES, unisss ethsrwise noted 0' ON [ kr 1 Builder and erection contractor Mould be advised of an General Notes 1.Thle design b based only upon the parameters shown end Is for en Individual ,' A�J,�� V Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters end proper '- "�7,r 2d� . A 2.2x4 compression web bracing must be l SI ed where shown+ incorporation of component Is the responsibility of the building designer. f"79�` {A 3.Additional temporary bracing to Insure stability during construcllon 2 Deelgn assumes the top and bottom chords to be laterally braced at 1"t, Is the responsibility of the erector.Additional permanent bracing of 7 continuous and et ea o.c.rNt l bracing unless braced throughout their length by . i s Fi R..I O+ DATE: 5/24/2017 the overall structure is the responsibility f the building designer. 24Imp°us ridging or such as plywood aired here)and/or tlryvnll(BC). (; 1,+ Spon tiY o g g 3.2x Impact bridging or lateral bracing required where ehawn++ SEQ.: K3235906 4.No load should be applied to any component until seer all bracing and 4.Installation lennswutruss usNthhe �o buasydtIthe respective ntra torment. fasteners are complete and at no time should any loads greater then and are for"dry condition"re tousbe TRANS ID: LINK designoeds be applied troarycomponent. sport B Design assumes fug bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.Com Trus has no control over and assumes no responsibility for the EXPIRES: Ff.J ILII l! febdutlon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be posted on both faces of buss,and placed so their center I TP WWCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate Nee of plate in Inches. MITek USA,Ina./CpmpuTrus Software 7.6.8(1L)-E 10.For baNc connector plate design values sae ESR-1311,ESR-19881111rek) 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. I TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: .2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT I= 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=21.5ft, 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=1.6, considered for this design. Truss designed for wind loads 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 ontinuous 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 5-00 5-00 TO ONE FACE. 4 T '1 12 12 B.00 p IIM-4x4 ' 8.00 2 ill f -/ rn ri 0 0 1 1 r 0 0 1 1 , 1 , f -/ 4 5 l ) l l 2-00 10-00 2-00 +i ..0 PROPEL ,ur;:l. tAGI NEfiR /Qw 89200P c JOB NAME : AMERICAN MODERN 5—PLEX — C1 , ��/��/p►-r" Scale: 0.5057 �►,.-44116411r: :: """711... In 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 �,/ �+LJrI 1 A Truss: C I and Warnings before construction commences. building component Applicability of design parameters and proper L+ -a Jig {� Vt /�4� 2.204 compression web bracing must be installed where Mown+, Incorporation of component is the responsibility of the building designer. f}^s '7�+' { \.r �^�+ 3.additional temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced et V/♦��j 1 Is the responsibility of the erector.Additional permanent bracing of T a.c.end et 10 a.c respedNety unless braced throughout their length by "t' DATE: 5/24/2017 the overall structure is me re sibll fthe building designer. continuoussheathingor latchsaptyng reuiredood nereshrklortlrywmN(BC) �.,� wan By a e3,20lmpact bddgirg or Intarol bradng required where shown++ SEQ.: K3 2 3 5 9 0 7 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the 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 and ars for"dry condition"of use TRANS ID: LINK design ieatls be applied to any component. s Design assumes Nil bearing at ail supports shown Shim or wedge if EXPIRES. 12/31/9017 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment end insleiletior of oompnnentn. 7 Design assumes adequate drainage Is provided May 24,2017 8.This design is furnished subject tome limitations set forth by B.Plates shall be located on both faces of truss and placed so their center y TPIANICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digitsindicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7,6.8(1L)-E 1o,For basic connector plate design values see ES14-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2-10=(-437) 2546 3-10=(-304) 185 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-2943) 538 10-11=(-343) 2130 10- 4=( -6) 517 WEBS: 209 KDDF STAND 3- 4=(-2661) 426 11-12=(-343) 2100 4-11=(-766) 224 LOADING 4- 5=(-1884) 403 12- 8=(-437) 2506 11- 5=(-200) 1241 TC LATERAL SUPPORT <= 12"OC. DON. 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. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2661) 426 6-12=( -6) 518 , TOTAL LOAD = 45.0 PIF 7- 8=(-2943) 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 BEG 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/ 1895V 0/ OR 5.50" 2.95 KDDF ( 625) ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.014" @ -1'- 6,0" Allowed = 0.200" MAX LL DEFL = 0.147" @ 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 f f f system and components and cladding criteria. 6-05-15 6-00 6-00 6-00 6-00 6-05-15 T 1 f ,( f f f Wind: 140 mph, h=15ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 6.00 M-9x6 '7:16.00 Truss designed for wind loads 4.0" in the plane of the truss only. 5 n'-e M-5x6(S) - �e M-5x6(5) 3.111"1111411%4444444044,0.25" 4 6 r� +8 M-1.5x3M-1,5x3 + -I- r r 0 0 G Y 14 . yc p 1 10 11 12 8 9 0 I M-3x6 M-3x4 0.25" M-3x4 M-3x6 1 M-5x8(S) 4.!4:5 O PRQF * y y J• y ` , GIN .s, /© 9-05-15 9-00-01 9-00-01 9-05-15 '0, y y 37-00 1-0689200PE y 1-06 r JOB NAME : ' AMERICAN MODERN 5-PLEX - B4 / ,.. c Scale: 0.1734 _ WARNINGS: GENERAL NOTES, unless otherwise noted 4 OREGON I �/v 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 lJfl L7 1 V w "�J Truss: B4 and Warnings before constcotion commences. building componentApplicability of design parameters end proper } [� is 2.2a4 compression nab bracing nasi be Installed where shown.. Incorporation of component Is the responsibility of the building designer. 9' ) Al)' /4 2.\,d t"�"" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chorda to be laterally braced et V / ,�,y Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and a110 c.c roapedNely unless braced throughout their length by C,it- DATE: i VY1' 5/24/2017 the overall structure is mere responsibility f the buildingdesigner continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC) (4 Won ay o g 3.2a Impact bridging or lateral bracing where shown•• SEQ.: K3 2 3 5 9 0 8 4.No load should be applied to any component until ager all breGng and 4.Installation o/tons is the responsibility of the respective connecto, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK deetgnloads beapplied toany namponent and era for^dryconanlan of 5 CompuTme has no control over and assumes no responsibility for the a necessary. esign fabrication, fug bearing at all supporta shown.Shim or wedge If EXPIRES: V f]I RC +. /1/r]1 7 0 4 7 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 RL ! J If 1/ S.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 TPIWICA in BCSI,copies of which will be furnished upon requestlines coincide with joint center line. 9.Edges Indicate sire of plate In inches. MITek USA,)nc./CompuTtus Software 7.6,8(IL)-E no.For basic connector plate design values sea ESR•1311,EBR-1985(Weir) 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 I BC: 2x6 KDDF #1SBTR 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 2400F A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4542) 786 10-12=( -6) 42 11- 4=( -804) 4740 7-14=(-4262) 692 2x4 ROOF #16BTR B; TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 19'- 1.0" V 5- 6=(-5448) 904 I2-13=(-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 lOPSF 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. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc 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 2x9 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" T f f 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 Q 1 1 f 1 I Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 8.00 '7,]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-+f load duration factor=1.6, 011111S End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 M-3x5 AI 3 11:01 yt 4441 M-5x6 M-9x10 M-5x10 o �� Q !�I 111117D o 0 1 8 N 11 �sc r N I M-3x6 _ iiir .1 9 1�' 12 13 -19 M-1.5x3 M-6x10 M-4x8 M-7x8 M-1.5x4 y y Jo /, vi y 1 4-06-05 3-00-11 0-11-08 3-05-08 4-02-10 2-10-06 ,1 b ,1 1 1-01-08 7-07 11-06 y 8-04-12 0 09-12 10-08-04 y \Cps QV 4G NES s10 ,1' ,SO' <4 89200PE JOB NAME : AMERICAN MODERN 5-PLEX - D3 ! ./y'.' _ 7- Scale: 0.2320 w � `4AI{I WARNINGS: GENERAL NOTES, unless otherwlsenoted' ! OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and le for an Individual 7/ 4 A,, Truss: D3 and Warnings before construction commences building component.Applicability of design parameters and proper d•" -af 2.204 compression web bracing must be Metalled where shown+ Incorporation of component la the responsibility of the building designer. /h q y� 14 4.. • Z.. . 3.Additional temporary bracing to Insure stability during=stuctlon 2.Design assumes the top end bottom chords to be laterally braced at '�w( Is the responsibility of the erector.Additional permanent bracing of T o i and at 10'o a respectively ply unless bested throughout their length by ,� 't R.10-. DATE: 5/24/2017 the overall etructure is the responsibility f the buildingdesigner. 2 Impacts sheathing such as plywood requirede 0cm sl swrrand/s tlrywall(BC). apon AY o g 3.Dr bridging or lateral bracing where shown++ SEQ.: K3 2 3 5 9 0 9 4.No load should be applied to any component until ager all bracing and 4.Installation of tons la the responsibility of the respective contractor. fastener are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncormste environment, design loads be applied to any component. and are for dry condition of use. TRANS ID: LINK 5.corn uThu has assumes B Deign assumes hl bearing at a a supports shown.Shim orwedge if EXPIRES: 12/31/2017 p sponsibility for n, fabrication,handling.shipment and Installation of components. 7,Design assumes adequate drainage Is provided. May 24,2017 8.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both races of trues,and placed so their center y TPbVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate else of plate In Inches. MITek USA,InG/CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 2.5" Design conforms to main windforce—resisting TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x9 KDDF #10BTR SPACED 24.0" O.C. Wind: 190 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. LOADING (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(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 PSF Truss designed for wind loads TOTAL LOAD = 45.0 PSF in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL y-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-07-04 5-07-04 1 4 T 12 12 p.00� )IM-9x4 Q8.00 M-3, x4+ 1IllIM3x4. /70. O 111 � mriA 0 in &1111 �� M-3x6+ M-3x6+ '('�t"o PRD, �� GIN ., `S/0 1-01-08 11-02-08 1-01-`:.' 89200PE r JOB NAME : AMERICAN MODERN 5-PLEX - El /9`. Scale: 0.5525 Cl. WARNINGS: GENERAL NOTES, unless otheneise noted. OREGON (i / 1.Builder and erection contractor Mould be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual llJJ ff�ll �7 VV)� w +/ Truss: El and 1Namim s before construction commences building componentApplicabllity of design parameters and proper M 2.204 campraeel web bredng mud bei installed where shown e. Incorporation of component is the responsibility of the building designer. </t y 14 Z°'� . ' 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chords to be lalenlly braced et �l Is the responsibility of the erector.Additional permanent bracing of continuous and ate sin rsuch h as plywood ply unless tlrl throughout d mein length) 4'1-11C I�� DATE: 5/24/2017 the overall structure is the responsbility of the building designer. 3.2e mpact bridging gsheathing lateral bracing rquired whereC�n o.drywai(BC) or SEQ.: K3 2 3 5 910 4.No bad should be applied to any component until eller all bracing end 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 nonoomosive environment. TRANS I D: LINK design loads be applied to any component 6 and re for"dry full bearing ut all supports above Shim or wad if 5.ComWTrushas nocontrol over and aasumeanoresponsibility for the �eWrye'rmes ga ppo lieEXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. May 2Y,GO 17 6.This design is furnished eubled to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPWV TCA in SCSI.copies of which will be furnished upon request. lines coincide with Joint center Imes. 9.Fbe indicate rise of plate in Inches. . MiTek USA,Inc./Com uTrus Software 6.2.3(114-E E 1 Forbasic connector pladesign value.see ESR-1311.ESR-1gSe(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -98) 108 1- 8=(-1311) 1545 1- 2=(-1043) 617 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-737) 312 8- 7=(-1311) 1545 3- 8=1 -502) 497 WEBS: 2x9 KDDF STAND 3- 4=(-590) 207 8- 4=( -59) 230 LOADING 4- 5=(-590) 207 8- 5=( -502) 497 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-737) 312 6- 7=1-1043) 617 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -98) 108 TOTAL LOAD = 45.0 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" x .' ,. MAX TL DEFL = 0.024" @ 1'- 6.8" Allowed = 0.686" II SEASONED LUMBER IN DRY SERVICE CONDITIONS • 1-08-12 1-00 2-10-08 2-10-08 1-00 1-08-12 f ' ' .f 1' 1 f MAX HORIZ. LL DEFL = 0.013" @ 10'- 9.0" 12 12 MAX HORIZ. TL DEFL = 0.015" @ 10'- 9.0" I 8.00 IM-4x9 Q 8.00 ICONS. 3: 2000.00 LBS SEISMIC LOAD. ' 4.0" 4 Design conforms to main indforce-resisting 6 system and components and cladding criteria. IIPPlI���III 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-3x4 ~'� �+ M-3x9 z • i 111�1 101 Gil Iwi, 0 l'o co W f� 0DIM 0 1�2N 8 A�S�7 no M-4x6 M-3x8 M-4x6 Jr Jr y 5-07-09 5-07-09 r_ G C� y 11-02-08 y � ` PFZC�FFs0 ` 920t7P '' JOB NAME : AMERICAN MODERN 5-PLEX - E2 ,! "X"---- ----. Scale: 0.4488 ,7010 WARNINGS: GENERAL NOTES, unless othemise noted �A'y OREGON ''1109 •. 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 // 1011 C.1,.74J/`8 w (W Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper L•" � �� YA�`�\ 2.244 compression web bradng must be installed where shown 4. Incorporation of component Is the responsibility City of the building designer. !0 �` -.41� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop end bottom chords to be laterally braced at u by Is the reapo11.M ly of the erector.Addgbnal permanent bracing of 2 continuous and h ea o.c.such as ply unless tai throughout melt langih). a= �� continuous sheathing such as required meed n ere s own 4 dryweA(BC) aUl DATE: K3 2 3 91 the overall should be applied la the toa any componety of nt the building afte desgner.bracing 3.2):Impact bodging or the al bracing ry of the whore shown++ SEQ.: K3235911 4.Noloadshouldbeappliedtoanycomponentuntilagerall bradngand 4.DesigelionortensaIstherespondbllltyariasrespective eenviror. fasteners are complete and at no time should any loads greater than S.Design assume,trusties era M be used In a non-cormsbe environment, TRANS ID• LINK design leads bee lied to en me nt. and are for"dry condition'of use. S.CempuTrua ria,no control over sod.awn.,no responsibility for the 6 Design assumes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication handling shipment and installation of components. nary. /\I� fl t3 7.Detea es adequate drainage is provided. May 24,2017 A This deNgn Is furnished cabled to the limitations set forth by 8.Plates shall be located on both races of truss,and placed so their center TPIIWTCA in SCSI,copies of which MI be furnished upon request. tree coincide with Joint canter lines. uTrus Software 7.6.8 1 L B.Digits Indicate alae of plate in inches. MiTek USA,Inc./Com P ( � 10.For basic connector plate design values see EBR-1311,ESR-1988(MITak) 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/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 -169) 103 1-11=1-513) 2820 1- 2=(-3044) 517 5-17=1 -653) 222 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3115) 589 11-12=1-516) 2816 11- 2=1 0) 176 17- 6=1 -309) 1287 WEBS: 2x4 KDDF STAND; 3- 4=1-2854) 588 12-14=(-493) 2901 2-12=1 0) 144 17- 7=( -670) 243 2x6 KDDF #2 A LOADING 4- 5=(-2843) 655 13-15=1 0) 0 12- 3=( 0) 110 7-18=1 -108) 642 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1764) 476 15-16=( -6) 39 3-14=1 -654) 158 8-18=1 -618) 201 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1787) 960 16-17=1-283) 1801 4-14=1 -172) 121 18- 9=1 0) 540 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PIP 7- 8=(-2538) 557 17-18=1-315) 1891 15-14=1 0) 54 9-19=(-2296) 447 8- 9=1-2384) 953 18-19=1-361) 1789 14-16=1 -298) 1902 19-10=1 -120) 68 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 9-10=1 -90) 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" -254/ 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 1' 1' 1' 1' 1' 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. T f T T ' T T T T T 12 12 12 12 Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4.00 " 6.00 D M-9x6 d 6.00 '-' 14.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 6 T-r( Truss designed for wind loads a\ in the plane of the truss only. M-9x10 �e 5 3.1" M-3x9 �' 7 M-1.5x3 4 M-5x6 M-5x6 3 M-3x102 + + M-3x8 • M-1.5x3 '' '^ M-1.5x3 1 ** 11 12 14 o F.' M-5x10 M-1.5x3 M-3x4N o I g. ,•, N 4 -]66x8 16 17 1. 18 **19 M-3x8 M-3x8 0.25" M-3x8 M-1.5x3 M-5x8(S) y 4-05-08 4-02 2-01-0227-Y2-11-04 3-08-04 9-03-04 8-09-04 y PROrt y 10-09-04 ll 25-03-12 l .�',!�Co ,`�y R C��cS's/ 11-03-04 0-06 24-09-12 C.,..;, 'C° a"' C,* y 36-01 l cc' 89200PE JOB NAME : AMERICAN MODERN 5-PLEX - B5 4111411P/101.19:5.97 Scale: 0.1799 - 4f/ 1WBuilder IdUS: GENERAL NOTES, unless atherwse param to 7� %OREGON t'• t.Bu Idea antl erection oontredor on co be commences. advised of all General Notes i file building on Is based only upon the parameters as shown and la for an Indlvldual 1f�17 G 4J1 V `V Truss: B5 and Wamings before construction commenc=e bidding componentApplkabiEy of design parameters and proper 2.2.4 eompreesion web bracing mast be Installed where shown. incorporation of component is me reeponaibaitr or me building aesyner fS!rt je1)+'" .�4 © �"'- 3.Additional temporary bracing to Insure stability during construction 2 DaNgn assumesiha top ant bottom chorda to be laterally braced et �" Is the responsibility of the erector.Additional permanent bra=in=o! 2 o.c.end et 10 o c raapedNety unless braced throughout their length by �{// DATE: 5/24/2017 the overall structure Is the responsibility of buildingtlesl continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - *F,R�,�� epos ty o designer. 3.2.Impact bridging or lateral bracing required where shown.* SEQ.: K 3 2 3 5 912 4.No load should be applied to any component until after all bracing and 4.Installation of Inns Is the responaiblity 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 nonaerreslve environment, TRANS ID' LINK design bads be applied to any component. and are for"dry condnkrrof use. 12/31/2017 4�/r� /f�(� 5.CompoTras hes no control over and assumes no responsibility for the B.Design assumes fug bearing at sit supports Macon.Shim or wedge if EXPIRES: 3 2 31/201 7 labrlcaOen,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May ZY,ZO17 6.ThSwished deelgn is mished sublet to the limitations set forth by B.Plates shall be located on both fac=e of since,and placed so their center TPLWtCA 6 SCSI,copies of which will be famished upon request. lines coindde with taint ceder lines. 9.Digits indicate We of plate In Inches. MITek USA,Ing,/CompuTrus Software 7.6.8(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-198B(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 XDDF BOBBIE LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 80 2-5=(-36) 91 3-5=(-131) 122 BC: 2x6 KDDF BIBBTR SPACED 24.0" S.C. 2-3=(-92) 57 WEBS: 2x4 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. 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" -151/ 805V -28/ 80H 5.50" 1.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -73/ 506V 0/ OH 5.50" 0.81 RODE ( 625) ** For hanger specs. - See approved plans ADDL: BC CONC LL+DL= 704.0 LBS @ 2'- 0.0" 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 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" BOTTOM CHORD CHECKED FOR lOPSF 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 = 0.018" @ 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 componentsand cladding criteria. M-1.$X3 4 Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, I� Truss designed for wind loads in the plane of the truss only. 0 0 N cr JI I 1 2 $ O 1 M-3x4 M-3x6 l +704# , , 3-08-04 0-03-12 l ) 1-06 4-00 p <vc~c, t' GMN �r ®9200 PE z�r' JOB NAME : AMERICAN MODERN 5-PLEX - DGIRD Scale: 0.6113 Ile= WARNINGS: GENERAL NOTES, unlace othen4ee noted OREGON "'4.i. I.Builder and erection contractor should be advised of all General Notes 1 This design Is based ony upon the parameters shown and Is far an Individual 7 4„OREGON *_ Truss: DGIRD end warnings before construction commences building component.Applicability ofdeaign parameters and proper 4 N 2.204 compression web bracing must be Installed where shown+ incorporation of component is the responsibility of the building designer �/'ti. '7�` A 3 �"� 3.Addfllonal temporary bracing to Insure stebllity doing construction 2.Design assumes the lop and bottom chords to be laterally braced el V Y by s the responsibily of the erector.Additional permanent bracing of 7 ntinc.and sheathing f 0 o n rsuch as ply unless b ethinaced(TC)a d/ut or melt length). 41��R.I LL DATE: 5/24/2017 the overall structure is the responsibility of the building desl ner. 20 bridgingImuousoatebacac plywood required eresh wn•tlryweN(BC). g 3.20 Impact ofnA or lateral bracing ry at the where Noon++ SEQ.: K3 2 3 5 913 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 in a non-corroNve environment TRANS ID: LINK design loads be applied to any component. end are for conditionof use yy CC[[++ 12/31/2017 n ]( l� 5.CumpuTrus hes no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports Mown.Shim or wedge if E/1 Pl RLLi. I LI J I�LO T fabrication,handling.shipment and installation of corn wary. Amen components.yta' 7.Design sassumes adequate badrainage loprovided.n May 24,2017 8.This design is furnished subJed to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPNN1CA in SCSI,copies of which MAI be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of piste in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR•1311.ESR-f 988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 74 2- 6=(-640) 2051 6- 3=( -271) 1059 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2352) 641 6- 7=(-489) 1526 3- 7=(-1085) 456 WEBS: 2x4 KDDF STAND; 3- 4=( -649) 139 7- 8=( -49) 135 7- 4=( 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 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -97/ 765V -104/ 124H 5.50" 1.22 KDDF ( 625) 13'- 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. 1COND. 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 = -0.004" @ -1'- 1.5" Allowed = 0.113" MAX TL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" 7-10-125-07-04 MAX LL DEFL = 0.069" @ 2'- 11.5" Allowed = 0.629" / / f 1 MAX TL DEFL = -0.111" @ 2'- 11.5" Allowed = 0.839" 3-00-08 4-10-09 5-07-09 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS f f f f MAX HORIZ. LL DEFL = -0.055" @ 13'- 3.2" 12 12 MAX HORIZ. TL DEFL = 0.089" @ 13'- 3.2" 8.00 IIM-4x4 Qe.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 ,,,,„., NNWind: 140 mph, h=21.8ft, 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. VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL M-3x5411111111%11141 LOADS IMPOSED BY SUPPORTS(BEARINGS). 3 M-3x9 I. 'r 7 �N M-3x9 M-3x8 M-3x6 A .-i r0 N oit 8 AlA -/'-i I 1 M-5x6 0 ATTACH FURRING TO BOTTOM CHORD WITH ,,::36.44 2X4 VERTICALS AT LOCATIONS SHOWN 12 WITH M-1.5X3 TYP.AND M-2.5X4 AT HEEL. 1 1 1, le l 2-09 5-00 5-03-08 0-05-08 1-01-08 2-09 ' 10-09 y „C.1 PROF, 1-01-08 13-06 y 4,�\�� 0 GINE --,/ `S'/0 `4c` :9200P r' • JOB NAME : AMERICAN MODERN 5-PLEX - E3 / ...000 Scale: 0.3323 WARNINGS: GENERAL NOTES, antenothemlae noted 40 OREGON 'C 1.Bulkier and erection contractor should be advised of ag General Notes 1.Thh design Is based only upon the parameters shown and b for an individual (l 47 yam_ �'`�7 Truss: E3 and Warnings before senstrudion commences building component.Applicability of design perametere and proper ba 2.2x4 compression web bradng must be Installed where shown. Incorporation of component Is the responsibility of the bulking designer. '�/K 7 4'' { 2." `"�"� 3.Additional temporary bracing to Inure stability dung construction Z Design assumes the top ark bottom chords to be laterally braced at V i �iT Is the responsibility of the erector,Additional permanent bracing of 7 ntIn and at ee o c.rsuch as ply unless braced throughout rheic length), Pi F140- DATE: 5/24/2017 the overall structure Is the responsibilitycontinuousddgingi or such bacing re uire where nd/or drywsll(BC). (.' of budding designer. 3.Zr impact bddgm9 or lateral bracing required where anawn+. SEQ.: if3 2 3 5 914 4.No bad should be applied to any component unto after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 6.Design assumes trusses are to be used Inc non-corrosive environment, TRANS ID' LINK design loads be applied to any component. end are for"dr/condition"of use. 6.campoloe has no control over and names no responsibility for the 6.De eon assumes full bearing et al supports shown.Shim or wedge if EXPIRES: 12131/2017 fabrication.handling,shipment end installation of component,. 7,Design assumes adequate drainage Is provided. May 24,2017 6.This design is furnished cubed to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIIV TCA in PCS!.copies of which will be furnished upon request. linea coincide with lain:center lines. 9.Digits indicate size a/plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L}E 10.For basic connector plate design values see ESR-1311.ESR-1966(MITek) This design prepared from computer input by I 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 #1bBTR 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 #1613TR 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 4= 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 G= 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.'ij Attach 2 ply with 3"x.131 DIA GUN ADDL. BC CONC LL+DL= 1967.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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) 9" oc in 1 row(s) throughout 2x9 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 2 row(s) throughout 2x6 bottom chords, ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR DOPSF 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 9-00-12 6-04-12 4' 4 f 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 T T f T 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, 11111111 1111 A -, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), !!� ■ load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5z44411111 ul 0 Illirli . ioAll ' L NA m =ME= ®iii. I 6 7 8 .cr,,,s9 o M-5x10 M-3x6 M-6x8 M-3xE=M-4x4 1 y ,1' ♦1967# ,, 4-10-05 4-04-03 4-03-08 1-11-08 t.0 PR Opk-o 15-05-08 45p, �3%N E,'.,t ''2"? 89200PE �E""" JOB NAME : AMERICAN MODERN 5-PLEX - E4 '' / ` . ri/ • Scale: 0.3595 ""� . WARNINGS: GENERAL NOTES, unlessothervaae noted , OREGONt ' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based onty upon the parameters shown and Is bran Individual OREGON V {�r Truss: E4 and Wamings before construction commences building component.Applicability of design parameters and proper �q 2.2a4 compreeuon web bracing must be Installed where shown v incorporation Sr component Is the responsibility of the building designer. //y Ili" }J 1 4 2© �4 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be leterely braced et V 4 Is the responsibility of the erector.Additional permanent bracing of 2 continuous and 0 e c.c.respectively as ply unless braced throughout their all(13 by �� �� continuous ehsaming such as plywood sheathing(TC)and/or tlryweN(BC) ���""'���/ DATE: 5/24/2017 the overall structure Is the responsibility oRhe building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K32 3 5 915 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere compete and al no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for"dry condllon•of use. 5.C9mpuTrus has no control over and assumes no respensibilty far the Design assumes full bearing at an auppods shown.solid or Waage N EXPIRES 12/31/2017 gn fabrication,handling,shipment and inslallauon'or components. .I 7.Design assumes hs ailed on bath faces of truss,and placed as their canter TPINJTCA 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 1L E 9.Digits indicate else of plate In inches. P ( F 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 2'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 79 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-87) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX 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" 0.09 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,3,4J REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. kOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. 1 BOTTOM CHORD CHECKED FOR LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1B0 1-05-11 AND BOTTOM CHORD LIVE LOADSDS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.009" @ -1'- 1.5" Allowed = 0.113" ,r f MAX TL DEFL = -0.009" @ -1'- 1.5" Allowed = 0.150" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.091" 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 17' MAX BC PANEL TL DEFL = -0.001" @ 1'- 5.9" Allowed = 0.122" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 4.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 4.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -1 Wind: 190 mph, h=19.7ft, 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 '' iin the plane of the truss only. o 0 o 1 M-3x9 k 1 1 1-01-08 2-09 ��O) PRo/ WAN . � � ` qt. ' 89200PE t-- ...- JOB -"JOB NAME : AMERICAN MODERN 5-PLEX - EJ1 ...40 Alf Scale: 0.7918 WARNINGS: GENERAL NOTES, unlessotherwiae noted 1. OREGON fa, 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 Indlvdual ,)/�/ OREGON V �`(( Truss: EJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 4,41, },,.. icy yA 2.244 compression web bracing must be installed where shown 5. incorporation of component Is the responsibility of me building designer. h / 1 A v^"t`" 3.Additional temporary bracing b Insure stability during oonstructlon 2.Design assumes the lap and bottom chows to be laterally braced et V 1"'p Is the responsibility of the erector.Additional permanent bracing of T contoe.inuous and at hes hino.c respectively as psiwood anises braced throughout their length). Ft R IL DATE: 5/24/2017 the overall structure is there responsibility f the building designer. continuous o ging or such l b acing re airedeheating(e shownar dryweN(BC) L� epos nY o 9 g 3.24 impact bndging or lateral bracing required where mown.+ SEQ. : K 3 2 3 5 916 4.No load should be spplied to any component until after ail bracing and 4. llation of tn,KNsshe responsibility f then respective contractor. on ai aor rant, fasteners are compete and at no time should any loads greater than Design assumes be used a design leads be applied to any component. end are for'Wry condition"of use. �/ TRANS I D: LINK 5.Compurme has no control over and assumes no responsibility or he 6.Design assumes full bearing at all supports shove.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,ehipmant and inetanaoan of components. 7.Design assumes adequate drainage m pmmded. May 24,2 17 8.This design is furnished subyed to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPbWI CA in SCSI,copies of which will be furnished upon request. linea coincide aim Iolnt center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see 509-1311,ESR-19811(hsTak) ' This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 ICOND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 ROOF STAND LOADING Design conforms to main windforce-resisting 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 POP Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads vertical members (uon). . in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 LOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 18-06 18-06 T ' T 6-07-11 6-00 5-10-04 5-10-04 6-00 6-07-11 4 T 4 T 4 1 1 12 12 6.00 177' IIM-9x9 Q 6.00 4.0" NM` M-5x6(S) M-5x6(5) 0.25" 0.25" 4 QO. 1111P1111 y,l .. ;� 0 2 '', I,'`.... I,�:=,I l_idillillililliiii..._. 0 o 1 r',,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, -11�5 x 3,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,i ,,,,,,,,,,,,,,,.,,,,,,,,,,,,,,,,,,,,,,,,,,,,,s u0.25" i 3,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, -1195x 3,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,�� • o o M-5x8(S) p PROF 6-05-15 5-10-04 6-01-12 6-01-12 5-10-04 6 63i'r. 0 1 N E•, 61/0 J•1-06 y 37-00 / 'r4`a y4 6 '7 cr 892OOF r. JOB NAME : AMERICAN MODERN 5-PLEX BFW !"115 "' . , Scale; 0.2234 1 WARNINGS: GENERAL NOTES, unless otherwise noted. w OREGON /z0111 � 1.Builder and erection contractor should be advised o/ant General Notes 1.TMs design Is based only upon the parameters shown and k hr an individual Y fl C. �.J I�1 .'V Truss: B FW and Warnings before construction commences building component.Applicability of design parameters end proper �q (� 2.2a4 compression web bracing must be installed where shown.. Incorporation of component la the responsibNNy of the building designer �}t T {�{ 2\.r �' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be Ielerally braced et �./ 1 W Is the responsibility of the erector.Addlilonal permanent bracing of 7 continuous and at 10 o c.respectively unless is throughout Meir largo by ''14R_I L�- DATE: 5/24/2017 me overall structure is the responsibility of building designer. conllnuoua eheaming such as plywood sheathing(TC)enNor dryweg(BC). epos ty o g 9 3.2s Impact bridging or lateral bracing required where shown++ SEQ. : K3 2 3 5 917 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK ensign Nada be app Med to any component. and are for dry conditionof use. 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: V I]j[)CLs' 4 2/O il/201? labdntion,handling,shipment end Installation of components. 7.Design assumes adequate drainage is prodded. May 24,2017 1 E J I L 1 1 6.Tile design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their venter TP WOTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.0455 Indicate size of plate In Inches. MITek USA,Ino./CompuTrus Software 7.6.8(1L)-E t0.For basic connector plate design values see ESR-1311,ESR-1o88(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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-67) 23 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. 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 PIF 0'- 0.0" -103/ 454V -10/ 68H 5.50" 0.73 KDDF ( 625) 1'- 9.2" -76/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 2'- 7.7" -31/ 66V 0/ LLOH 1.50" 0.11 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IrROVIDE FULL BEARING;Jts:2,4,3 1 6.00 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1COND. 2: Design checked for net(-7 pal) uplift at 24 "oc spacing.I BOTTOM CHORD CHECKED FOR OIPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 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 -1 MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.9" Design conforms to main windforce-resisting system and components and cladding criteria. °Ope...-""" 1 Wind: 140 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, o Truss designed for wind loads 1 in the plane of the truss only. 0r f ~o oI /- 24 -f M-3x4 r 1 l l )' l 1-06 2-00 0-07-11 V PRO, 6'ES co Cc 89200PE vr" JOB NAME : AMERICAN MODERN 5-PLEX - ESJ1401, Scale: 0.9392 40 Cr 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 h bran Individual 7! A,= �iy - �/ Truss: ESJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper dv' -a, A 2.204 compression web bracing must be Installed where shown w incorporation of component is the responsibility of the building designer. e0 )r {v{ O 4 3.Additional temporary bracing to Insure stability during construction 2.Design.1394117108 the top and bottom choles to be latently braced at V 1"i' Is the responsibiAly of the erector.Additional permanent bracing of T o.c.and at l O o.c.respectively unless braced throughout their length by 4'' ''FIR ' ''`R l DATE: 5/24/2017 the overall structure is the responsibility f the building designer. 3.20 impact bridging orcontinuous laterallate al bracing required such as plywood where s oouurn 0 0 ywall(BC). IL27 ll- upon tiv o SEQ.: K 3 2 3 5 919 4.No load should be applied to any component until after an baring 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 non-corrosive environment, TRANS ID• LINK design loads be applied to any component and era tot dry oondttion'01 use. Cr 5.CompuTas has no control over and assumes no responsibility for the 6.Design coaaesumas NII bearing at all supports shown.Shim or wedge if EXPIRES: (.')LJ. 2/eS 1 J/](11'7. ry. Jlr (1LJ G i7 IfL Ell/ fabrication,handling.Oddment end installation of components. 7.Design assumes adequate drainage is provided. May a" ,aV'L e1 O A 8.This design is furnished cabled to the limitations set forth by 8.Plates shell be locatedIYI on both faces of buss,and placed so their center y I TPINIICA In SCSI,copies of which will be fumlahed upon request. Tinea coincide with Joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(11)-E 10.For beslc connector plate design values see ENR-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 #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2408) 337 1-5=(-328) 2067 5-2=( -224) 1827 BC: 2x8 KDDF 01&BTR 2-3=( -152) 142 5-6=(-322) 2020 2-6=(-2367) 392 WEBS: 2x4 KDDF STAND LOADING 3-4=( 0) 0 6-3=( -162) 141 �'I LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. - TC UNIF LL( 50.0)+11( 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 PLP 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 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12'- 1.0" -309/ 2107V 0/ OH 5.50" 3.37 KDDF ( 625) will have 1.5" max. nail penetration. II-- BOTTOM CHORD CHECKED FOR 100SF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I an 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"` T 1' , "I SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 6.00 p M-1.5x3 4 MAX HORIZ. LL DEFL = 0.008" @ 11'- 7.5" -/ MAX HORIZ. TL DEFL = 0.014" @ 11'- 7.5" f 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 forwind loads in the plane of the truss only. M-3x8 2 ul i 0 1 111/ aggdllggllIllIlIll 4'4 vD I`' ! I o == 5 a e '' o M-5x16 M-3x10 M-6x10 l l y 6-04-11 5-08-05 n(� y 12-01 y mac,- `� ry �{cis/, Al 8920OPE JOB NAME : AMERICAN MODERN 5-PLEX - Fl . Scale- 0.4218 ' 0 47 WARNINGS: GENERAL NOTES, unless otherwise noted. . ,�©REG©N �t, 1.Builder and erection contractor should be advised of al General Notes 1.This design la based only upon the parameters shown and is for an individual 'V tom,. 4 Truss: Fl and Warnings before construction commences building component Applicability of design parameter.and proper L a 2.2a4 compression web bracing must be installed where shown t. incorporation of component la the reaponstblldy of me building designer. <0 Al}+'. 1 4 !'1©� �$. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chorda to be laterally braced at tJ A l by Is the responsibility of the erector.Additional permanent bracing of 2•nlin end at i a o n respectively ply unless braced(TC)and/or thee drylength). 6ri IR 4 Lk- sheat DATE: 5/24/2017 the overall structure Is the responsibility of the building designer. continuous us rhg ingior such bracing alcwg required lAere shown e ..- SEQ. : drywaN(BC). 3.In Impact boil Crus iors lateral responsibility of where ect a SEQ. : K3235920 4.Nobedshould applied tatany component cryloadall geredohand 4.Design uestrIstesaretobeuseofthero-corrosicoenactor. fasteners are complete and at no time should any loads greater than 5. are assumes trusses"rem e.used In a non-corrosive environment, TRANS IP: LINK design mads be applied m any component and arse dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 8. sign assumes hI bearing at eI supports shown.Shim or wedge If EXPIRES:f(]C{s' . fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. May 24,20/117r RGG UU12/31/2017 8.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WJTOA in Bea copies of which will be furnished upon request. lines coincide with joint center lines. g.Diggs Indicate Nae of plate in inches. MiTek USA Ing,/CompuTrus Software 7.6.8)1L)-E t0,For beak connector plate design values see ESR-1311,ESR-igen(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 1.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #18BTR SPACED 24.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND Design conforms to main windforce-resisting LOADING system and 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PIP (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor=1.6, 11-1.5x4 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. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span DON. 6-05-04 5-07-12 T T 1' 12 M-1.5x3 6.00 p 4 -/ M-3x6 3 o,I lD 2 '' A/411 Rivw 1 5 6 M-1.5x3 M-3x6 M-3x4 l i l 6-03-08 5-09-08 PR0f Ss y 1 06 y 12-01 y N's 'GIN S, /s� 89200PE r ilp JOB NAME : AMERICAN MODERN 5-PLEX - EWA Scale: 0.3899 lr • 480 CC. WARNINGS: GENERAL NOTES, unless otherwise noted OREGON /e. I.Bull der and erection contractor should be advised of ail General Notes 1.This design Is based ony upon the parameters shown and is for an Individual 4 4,tJfl G l.7 V/V # `�(r( Truss: EWA and Warnings before construction commence. building component.Applicability of design parameters and proper 4 L'S 2.2a4 compression web bracing mud be ndalktl where shown.. Incorporation of component is the responsibility of the building designer. <0 '7�' {/I O t 3.Addflenel temporary bracing to Insure stability during construction 2 Design assumes the top and bottom choles to be laterally braced at V 1 W �s Is the responsibility of the erector.Atld8lonel permanent bracing of 2 a c and at 10 o c.respedlvely unless braced throughout their length by 4 I R.IO- DATE: t= DATE: 5/24/2017 me overall structure Is the responsibility f the building de 2x Impacts sheathing or wch l b plywood airedstreatw ere s ownand/or drywan(Bc). (y {r Spon ny o g .lgner. 3.2a Impact bringing or lateral bracing required where drown.. SEQ.: K3235921 4.No bad should be applied teeny cenrpcnent until aTar alt bredng and 4.IInnstallationoftrumes'Nashes oto bebility Inhthe respective e p diuiuscontractor.environment, fasteners ere complete and at no time should any loads greater than and are fogn r"dry trusses are use. TRANS I D: LINK dedgp loads be applied to any component. 6.Design assumes rte bearing at all supports sheen.shim or wedge if ry 5.CompuTrus has no control over and assumes no respona@ility far the necessary. 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 8.Plates shall be located on both faces of truss,and placed so their center TPINVICA in BCSI,copies of which will be furnished upon requestlines coincide with Joint center lines. 9.Digits indicate sire of plate in Inches. MiTek USA,Inc,/CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ENR-1311,ESR-1988(MITA) 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 N16BTR LOAD DURATION INCREASE = 1.15 ICOND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF 016BTR SPACED 24.0" 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 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 1Al mph, h=23.8ft, osedEASCE 7-10,LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, mp.B, MFRS(Di r), M-1.5x9 or equal at non—structural load duration factor=l.6, vertical members (uon). LL = 25 POP Ground Snow (Pg) End verticals) are exposed to wind, 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 1SPSF LIVE LOAD. TOP Note:Truss design requires continuous ®�Ia AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. J 6-02 19-03 '-' 'f 'f 4 6-02 6-10-19 7-09-02 C T 4 1' T til 12 12 IIM-4x9 6.00 Q 6.00 t 4.0" liz ,f,! t 1011% ' V 1.11 M-3x6 III 11 11111 ,- 11111111111111111111 M-3x6 ,r r 0 1p M-3x6 0 Lo 11000... 9 -f I 1\1 :a'l ..' 'I'I L N 5 0.25" 6 M—ix6 8 M-5x8(S) M-3x5 M-3x5 �f y 6-02 y 7-02-06 y 7-00-10 l .4<<„ pR���ss l 1 <Cr\C? ��M S� X42, 20-05 4 89200PE JOB NAME : AMERICAN MODERN 5-PLEX - FWB Scale: .: . 8.299D ......,In It� WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1 Builder and erection contractor should be advised of al General Notes 1 This design B based only upon the parameters shown and Is for an Individual IX A Truss: FWB and wamingabefore constmctloncommences. buildingcempunent.Applkabll8yofdesignparametersandproper +� 2 254 compression web bracing must be Installed where shown ii. incorporation of component Is the responsibility of the building tlealgner. ;j/'ti © i"'� 3 Additional temporary bracing to Insure stability daring construction 2.Design assumes the tap and bottom chords to be lateralty braced at V��{ 14 {{h Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o.c.respectively unless braced throughout their length by '•I�.` . continuous sheathing such as plywood sheathing(TC)and/or tlrywad(BC). zyFM . �, DATE: 5/24/2017 the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown.+ SEQ.: K3235 9 2 2 4.No load should be applied to any component until after all braGtg and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than S.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design mads be applied to any component and are for dry condition"of use. 5.CompuTrva has no control over and assumes no responsibility for the 6.Deign assumes full bearing at all supports shown.Shim or wedge If EXPIRES' 12/31/2017 2 J31/20{7 fabrication,handling,shipment end installation of con snary. `/l��1�. R l3 Ll u7 f l!1 smen components.yts. 7.Designassumesadequate drainage is hiss, It fta ,s,s'ayo17 6.This design is furnished subject to the limitations set forth by e.Plates shall be boated on both faces of trues,and paced so their anter I VI y LY L TPVWTCA 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./CompuTrus Software 7.6.8(1L)-E 10.For basic connector pate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 1-00-00 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR 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) 1918 BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-490) 672 5-6=(-1282) 6722 4-2=(-7358) 1418 6-3=(-1888) 352 WEBS: 2x4 KDDF STAND; 5-2=( -136) 110 2x6 KDDF #2 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( 926.0)+DL( 340.8)= 766.9 PLF 0'- 0.0" TO 9'- 8.0" V 9'- 8.0" -779/ 9033V -2000/ 2000H 5.50" 6.95 KDDF ( 625) ( 2 ) complete trusses required. k5-71 Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 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/290, TL=L/180 9" o n 1 row(s) throughout 2x4 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF 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" @ 4'- 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" ICONS. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4-10 4-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 4' T load duration factor=1.6, End vertical(s) are exposed to wind, M-3x6 M-7x12 M-3x6 Truss designed for wind loads in the plane of the truss only. /-- 1 2 3 -/ 11 o II II o o A A o _ _ WA- ►�� _ _ ,; M-4x10 M-1.5x3 M-4x10 1 •1 1 4-10 4-10 ) 1 9-08 ( p PR p�riss `�` 89200PE JOB NAME : AMERICAN MODERN 5-PLEX - Gl ,r+ '' d' Scale: 0.6107 � WARNINGS: GENERAL NOTES, Mass othervdee noted: OREGON IV �,tp � 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 A_ 1R CC 1L.�7 'y `"V Truss: G1 and Warnings before construction commences building component.Applicability of design parameters and proper G 9 2N, Ar. 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responstbllBy of the building tlestgner. �/t )' 13 4 {A 3.Additional temporary bracing to Insure stability during construction 2.Design eewmea the top eM bottom chards to be laterally braced st �wI 1 WOs by Is the responsibili5 of the erector.AddBlonel permanent bracing of c2 ntinc.and et se o ng such ply unless eattdnraced(TC)and/mein length ' 114 l Lr DATE: 5/24/2017 the overall structure Is the responsibility f the buildingdesigner. 2 Impacts sheathing or ouch as alcwg re uirsd here s own+tlrywell(BC). , l y rLll �r span BY o3.2x Impact bridging or lateral bracing required where shown++ SEQ.: 013235923 4.No bad should be applied to any component corp after all bracing end 4.Installation of thus Is the responsibility of the respective contractor. fastener are complete end at no time should any loads pester than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK desgnloads beapplied toany component and areb,'dryConanon areae. 5.CompuTrus has no control over and assumes no responsibility ler the 6.Design assumes fuS bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 2/31/2017 fabrication,handling,shipment and lnstaaation of components. 7.Design assumes adequate drainage is provided. C/S I- flL l7 1�/+7 (LLl if 8.This design Is furnished subject to the limitations set forth by B.Plates shall be boated on both faces of truss,and placed so their center May 24,2 17 TPIIWI"CA in SCSI,copies of which will be furnished upon request. lines coincide vdth hint center::nes. 9.Digits Indicate size of plate inches. MiTek USA,Inc./Cam uTrus Software 7.6.8(1*E 10.Forbaenconnsctr design values see ES19-1311,ESR-1888(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: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(-593) 595 3-4=(-224) 142 BC: 2x4 KDDF N1SBTR SPACED 24.0" O.C. 2-3=(-339) 335 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I TOTAL LOAD = 45.0 PSF 0'- 0.0" -111/ 443V -600/ 600H 5.50" 0.71 KDDF ( 625) OVERHANGS: 18.0" 0.0" 4'- 0.0" -120/ 262V -600/ 600H 5.50" 0.42 KDDF ( 625) I LL = 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural ICONS. 2: net(-7 checked for Design uplift vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL g (- psf)) P at 24 "coo spacing. 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 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 = 0.024" @ 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 f f MAX HORIZ. LL DEFL = 0.003" @ 0'- 5.5" 12 MAX HORIZ. TL DEFL = -0.003" @ 0'- 5.5" 6.00 'COND. 3: 150.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. -/ 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=l.6, End vertical(s) a exposed to wind, Truss designed forewind loads in the plane of the truss only. 0o 0Nri of /- 2�� 4 -/01111111111111111111111111111111111111111111H-3X4 ; l l 1-06 4-00 .ti�c0 N "P R OxFSs �c' N h' 89200PE r JOB NAME : AMERICAN MODERN 5-PLEX - FWC ar' Scale: 0.6556Cr )$ WARNINGS: GENERAL NOTES, unless otherwise noted i OREGON 4. 1.Bu Ider 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/// OREGON V I V s, Truss: FWC and Warnings before construction commences building component.Applicability of design parameters and proper t,, sti � 2.204 compression web bradng must be installed where shown+ incorporation of component is the responsibility of the building designer. "jam '7 1"" 1 A -•{l•= 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et 'C.! 1 W ,tea, by Is the responsibiEy of the erector.Additional permanent bracing of 7 c5ontinuous and at 1 tl o n.respectively ply plywood ss braced(TC)and/or o/t they length). 4 R R I�..L�.Yh DATE: 5/24/2017 the overall structure is theresibgl f the desl ner. 2x Impact rhging or ltcheeac cog re aired orr rashodrywall(BC). responsibility building e 3,2x Impact bridging or lateral bracing required where shown++ SEQ.: K3 2 3 5 9 2 4 4.No load should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respective contractor, fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nontorrosNe environment, TRANS ID• LINK design loads be applied to any component. and are for conditisn 01 use. EXPIRES: 5.CompuTrus has no control over and assumes no responsibility for the I Designeassumes Ng bearing at all euppons shown.Shim or ridge If E P1(l C£''� 12/31/2017 1 201 T. fabrication,handling,shipment and installation of components. wry' Cul I-.11(L CC 11..]3 (-G 1 7 pth 7.Design shall eaaded en drainage to rusised.an May 24,2017 8.This design Is furnished subject to the limitations set torte by 8.Plates shall be bested on both faces of truss,and placed so their center TPII TCA In SCSI,copies of which will be furnished upon request. lines coincide with Mint 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-731 t,ESR-7998(MOOS) 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/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-123) 123 5-6=(-1765) 1769 2-5=( -57) 94 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-919) 923 5-3=(-2362) 2351 WEBS: 2x4 KDDF STAND 3-4=(-202) 202 3-6=(-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 BRG 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 II-' OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. A. VERTICAL DEFLECTION LIMITS: LL=L/240, 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'- 4.5" MAX HORIZ. TL DEFL = -0.003" @ 0'- 4.5" f 1 2 3 4 -/ [COND. 3: 2000,00 LBS SEISMIC LOAD. _ Design conforms to main windforce-resisting system and components and cladding criteria. 1I Wind: 140 mph, h=19.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), MM load duration factor=l.6, 1 1 End vertical(s) are exposed to wind, 0 o Truss designed for wind loads I in the plane of the truss only. r+ ,-I 1 1 M-3x8 M-3x4 1, y 1-10-04 `M,) PtlQx�ss 89200PE r JOB NAME : AMERICAN MODERN 5-PLEX - GHBP -.4/ Scale: 1.2080 - Cr WARNINGS: GENERAL NOTES, cities.otherwise noted OREGON 0 I.Builder and erection conhactor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual P' �+OREGON V A �� Truss: GHBP and Warnings before construction commences. building component Applicability of design parameters and proper L+ -✓f rt LA 2.2a4 compression web bracing must be Installed where shown+. Incorporation of component k the responsibility of the building designer. //t ?" 1 A 2.0 �"`k'= 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap and bottom Mords to be laterally braced et �.l .'41 1"Y by Is the respnn4bilty of the erector.Additional permanent bracing of 7 continuous and at 1 D sheo,cathing respectively as ply unless brand(TC)an cel their langur). It)Fi 1 tef\'- conmpantsehggloraterlbacingreuired where shovel R DATE: 5/24/2017 the overall structure tithe recponsibNtiy of the building designer. 3.24 impact bridging or lateral bracing required where shown++ SEQ.: K3 2 3 5 9 2 5 4.No bad should be applied to any component until after all bracing and 4.Instaletlan 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 noncorrosive environment, design bads be applied to any component. end era for"dry condition"of use. TRANS I D: LINK s.C nrpuT ue nes no control over and.seamen no aspanaron ry for the 6 Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 scary. ?Wootton, shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 6.This design is furnished subject to the limdalions set forth by B.Plates shall be looted on both faces of truss,and pieced so their canter TP WJTCA In SCSI,copies of which will be furnished upon request. lines coincide with loInt center lines. 9.DIges indicate size of plate in inches. MiTek USA,Ino./CompuTfus Software 7.6.8(1 L)-E 10.For basis connector plate design values see ESR-1311,ESR-1983(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 NODE kl&BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 65 5-6=(-191) 79 5-2=(-501) 298 BC: 2x9 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-125) 103 2-6=(-157) 309 WEBS: 2x9 KDDF STAND 3-9=( 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"OC. 5081. 9.00 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" -123/ 509V -47/ 66H 5.50" 0.01 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 ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.010" @ -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'- 8.9" 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" M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 9 -I M-3x4 3 Wind: 140 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, Z End vertical(s) are exposed to wind, /- I I Truss designed for wind loads in the plane of the truss only. 1 a" 0 0 ro i O N O N 5 - M-1.5x3 M-3x4 ,R0 PROpt,kcc4 NE4VV �' l ) l C, v-- iJ,5,1-06 1-02-08 JOB NAME : AMERICAN MODERN 5-PLEX - GJ '' .00e . ii Scale: 1.0990 !,V,.e) Cr WARNINGS: GENERAL NOTES, unless otherwise noted 7� �Oy.,EGON `"�. Truss: GJ 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 OREGON�J # and Warnings before construction commences. building component Applicability of design parameters and proper �^' 2.204 compression web bracing must be Installed where shown e. Incorporation of component Is the respon&bility of the building designer. <0/� AlA}+" 14 ry C " 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterality braced al �,,,( 4� 4 is the responsibNty of the erector Add Bonet permanent bracing of T o e.and at 10'o.c.reapectively unless braced throughout their length by 17At+s„ � It- DATE: 5/24/2017 continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). "�/!�'`,Dl the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: 1<323 5 9 2 6 4.No load should be applied to any component until after all bracing and 4.Installation of tens 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 nonoermsive 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 6 Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES:. 12/31/2017 fabrication,handling.shipment and installation of components, 7.Desgn ssumes adequate drainage is provided. May 24,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of toss,and placed so their center TPNMCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. MITek USA Inc/Com uTrus Software 1 L 7.6.8 B.Digits indicate size of plate In Inches. P ( )-E 70.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 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -2) 65 7-8=(-195) 120 7-2=(-652) 276 BC: 2x4 KDDF #160TH SPACED 24.0" O.C. 2-3=(-224) 96 2-8=(-281) 536 WEBS: 2x4 KDDF STAND - 3-4=(-145) 50 8-3=(-300) 153 LOADING 4-5=(-108) 65 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PDF 5-6=( -85) 2 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PDF TOTAL LOAD = 45.0 PSF OVERHANGS: 18.0" 24.0" 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" -119/ 339V -96/ 1590 5.50" 0.53 KDDF ( 625). considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 9.0" -391/ 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 KDDF ( 625) 9'- 2.5" -150/ 477V 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:7,8,4,5! '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 = -0.009" @ -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" 1' ' ,r ,r MAX LL DEFL = -0.037" @ 11'- 2.5" Allowed = 0.200" MAX TL DEFL = -0.045" @ 11'- 2.5" Allowed = 0.267" 126 MAX TC PANEL LL DEFL = 0.001" @ 0'- 6.9" Allowed = 0.028" 4.00 D MAX TC PANEL TL DEFL = 0.001" @ 0'- 6.9" Allowed 0.041" SEASONED LUMBER IN DRY SERVICE CONDITIONS S -i MAX HORIZ. LL DEFL = -0.008" @ 8'- 11.8" MAX HORIZ. TL DEFL = -0.009" @ 8'- 11.8" a. 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), 8:411 load duration factor=1.6, End vertical(s) are exposed to wind, co Truss designed for wind loads M-3x4 of in the plane of the truss only. M-3x4 3 `r 2 f .0 1111,il '1 0 1 li o0 r- 0 1 Il /- -/ 7•••=smi 8�� M-1.5x3 M-3x4 1 l 0-09 y l y l ,kEp °FFss 1-06 9-02-08 2-00 C. t'N'' E'''Z'43' �C� tz` 89200P JOB NAME : AMERICAN MODERN 5-PLEX - GJ1 '"'! . ...--- Scale: 0.9229 "- ,.• Cr WARNINGS: GENERAL NOTES, unless otherwbe noted: '0 OREGON )i 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 OREGON 4.7 W A V "{7 Truss: GJ1 and Warnings before construction commence+ building component.Applicability of design parameters and proper * 4 2 2.204 compresston web brodng must be Installed where shown 4 A incorporation of component Is the responsibility of the building designer. ,/3 -7�' 1 ei, V 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and Sodom Mbracds ed be laterally braced et v W � by Is the responsibility of the erector.Additional permanent bracing of 2'ntine.and epeet 10,o n.respectively unlessod braced(TC)throughout their dry length). [^w/ ...I LV continuous sheathing suchrl brsdplyngotl ehee where shovel 0 waA(BC). �,.,` DATE: 5/24/2017 the overall structure is the responsibility of the building designer. 3.9i Impact bridging or lateral bracing required where shown�� SEQ.: K 3 2 3 5 9 2 7 4.No load Mould be applied to any component until Ater all bradng and 4.Installation sta Nation of trussasthe r M Mbitleed i eerespective e spectoal contractor. n actr. fasteners are complete and at no time should any bads greater man De g<slifome Cusses are"of touse. TRANS ID: LINK design bads beapplied toany component. 6.Design assumes full bearing at all supports shown.Shim orwedge if EXPIRES: 12/31/2017 R CumpuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,Ailment and Installation of components. 7,Design assumes adequate drainage is provided. May 24,2 .f 17 6.This design is furnished eubled to mV e limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center I TPIAARCA in SCSI,copies of whkh will be furnished upon request. Ines coincide with Joint center lines. S.Digits Indicate sire of plats in inches. MiTek USA,Ino./CompuTruS Software 7.6.8(1L)-E 10.For basic connector plate design values see EOR-1311,ESR-1988(MITek) 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: 2x9 KDDF #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 #16ETR 2-3=(-516) 538 5-6=(-1138) 7452 4-2=(-7858) 1206 6-3=( -184) 68 WEBS: 2x9 KDDF STAND; LOADING 5-2=( -580) 3656 2x6 KDDF #2 A LL = 25 PIP 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 ERG 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/ 9389V -2000/ 2000H 5.50" 7.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -727/ 4389V -2000/ 200011 5.50" 7.02 KDDF ( 625) 1r' ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Attach 2 ply with 3"x.131 DIA GUN ICOND. 2: net(-7 checked for Design nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9 (- psf) uplift at 24 "oc spacing. I \A/ 9" 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 XX 6" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = -0.075" @ 4'- 10.0" Allowed = 0.438" 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 2x9 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.012" @ 9'- 2.5" MAX HORIZ. TL DEFL = 0.020" @ 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-10 4-10 load duration factor=1.6, 1' .f ' End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 M-5x12 M-1.5x3 in the plane of the truss only. 1 2 3 II 8 C a o A A o m m o ►ice I I ��.� 0 to - _ w I I to _ 4X 5 ^6 M-10x10 M-3x10 :=14-10x10 l l 4-10 4-10 l 1 9-08 , 0 PRQ1 ,mac, NGiNE •.9 /0 89200PE r' JOB NAME : AMERICAN MODERN 5-PLEX - H1 � •'/' Scale: 0.5982 []'" WARNINGS: GENERAL NOTES, unless otherMse noted: OREGON " to 1.Builder end erection contrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and I.for an individual 4j lVlffll 1i.JJ I V t4 Pc , Truss: H1 and Warnings before construction commences, building component.Applicability of design parameter.and proper Y' 2.204 compression web bracing must be Installed where shown incorporation of component is the responsibility of the building designer. 1 2.' "' . 2.Design assumes the to and bottom chards to be lateral braced et 1 W L ga p N 3.Additional temporary bracing to Inure stability during construction Z o c.and at 10'o.c respectively unless braced throughout their length by I��..yys � Is the responsiblllty of me erector.Additional permanent bracing or continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � R 1 LL. DATE: 5/24/2017 the overall structure M the reaponabwlty of the building designer. s 3.in Impact bridging or lateral required he where SEQ. : K3235928 4.Nobadshould c m until 4.Design oesrIsthe areteilseoIiherespectivec environ. fasteners are compete end at no time should any loads greater than 5.Design assumes trusses are to be used m anon-wrroalwe environment, TRANS I D: LINK design loads be applied b any component. end are for"dry condition"or use. {!�/ /f�/T 5.CompuTrus has no control over and assumes no reeponsibilty for Me 6.Design assumes 54 bearing at all supporta shown.Shim or wedge If EXPIRES:. 1£/ �7 L.0 fabrication,handling,shipment and installation of components. necessary. 9 Pm P T.Pltesshatlbgn assumes nadequate enbothaelWhoprovided.e,en May 24,2017 5.This design le furnished eubJed to the Iimllatbns set forth by 8.plates shall be boated on bora faces Whose,end placed so their center TP WOTCA In BCSI,copies or which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate sae of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(11.)-E 10.Far balite connector plate design values see ESR-1317,ESR-1888(Mask) . 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/Cil=1.00 TC: 2x9 KDDF #1S13TR LOAD DURATION INCREASE = 1.15 1-2=( -9) 65 5-6=(-141) 79 5-2=(-501) 298 BC: 2x4 KDDF #1SBTR SPACED 29.0" 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"OC. UON. 4.00 D 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" -123/ 509V -47/ 661i 5.50" 0.81 KDDF ( 625) LL = 25 POP 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 I_ OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. F VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF 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'- 8.9" 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-3x4 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 I Truss designed for wind loads - in the plane of the truss only. cp o ate 1 do o N O r-1 III _ _ 5�` '>-<6 M-1.5x3 M-3x4 .1:(;"' P '� Rpp�s l l l 1-06 1-02-08 4. 89200PE t,. JOB NAME : AMERICAN MODERN 5-PLEX - HJ41011P.0.°" Scale: 1.0990 Ilwi et WARNINGS: GENERAL NOTES, unless othervdsenoted: y'Ih.h. 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 Truss: HJ and Warnings before construction commence. building componentApplicability of design parameters and proper 2.2s4 compression web bracing must be installed where shown« incorporation of component la me responsibility of the building assigner. /.6 Al)+" 14 2•Q -"�- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap and bottom chortle to be lalerelly braced et h'� �"'] ��.. 2'o.c.and at 10 a c reapadNery unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of FiR {I Lk- 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. 3.2a Impact bridging or lateral bracing required where Mown++ SEQ.: K3 2 3 5 9 2 9 4.No wad should be applied to any component until ager all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design toads be applied to any component. and are for^dry oneinon orae=. vp �3 C 5.CompuTms has no control over and assumes no responsibility for the S.Design umes full bearing at all supports shown.Shim or wedge if CVC]i(]CGs, 12/31/2017 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. C/\I-t(1 Lti] 6.This design is furnished sub)ed to the limitations set forth by S.Plates shad be located on both races of truss,end pieced so their anter May 24,201 7 TPINVICA 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(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) 4 This design prepared from computer input by I Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( -2) 65 7-8=(-I95) 120 7-2=(-652) 276 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-224) 96 2-8=(-281) 536 WEBS: 2x4 KDDF STAND 3-4=(-145) 50 8-3=(-300) 153 LOADING 4-5=(-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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 POE OVERHANGS: 18,0" 24.0" 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/ 334V -46/ 154H 5.50" 0.53 KDDF ( 625) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 9.0" -341/ 343V 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 KDDF ( 625) 9'- 2.5" -150/ 477V 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 '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 = -0.009" @ -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" d ' ' 1' MAX LL DEFL = -0.037" @ 11'- 2,5" Allowed = 0.200" MAX TL DEFL = -0.045" @ 11'- 2.5" Allowed = 0.267" 12 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 = 0.041" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5 MAX HORIZ. LL DEFL = -0.008" @ 8'- 11.8" all MAX HORIZ. TL DEFL = -0.009" @ 8'- 11.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �1 load duration factor=1.6, End vertical(s) are exposed to wind, M-3x9 o Truss designed for wind loads l in the plane of the truss only. M-3x4 3 a f 1 rn0 I il.,-I ca c- 0 I M-1.5x3 M-3x4 l . 0-09 y 1-06 y 9-02-08 y 2-00 >V ��•� P t6,A, 89200PE < JOB NAME : AMERICAN MODERN 5-PLEX - HJ1r415 5. Scale: 0.4229 WARNINGS: GENERAL NOTES, unless otherwise noted' OREGON `yf'aY.. 1 Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an Individual ,/j 4j s,� A,. Truss: HJ1 and Nhrnl�lga before construction commences. building osmpanenl Applicability of design parameters and proper r[+�' -w/�y ri 2.2a4 compression web bracing must be Installed where shown w. incorporation of component Is the responsibility of the building designer. r/y 1�J' 14 AO 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chortle to be laterally braced et (,r(��j 4 la the responsibility of the erector,Additional permanent bracing of 2'c.c.and 8110'o.c respectively unless braced throughout their length by "►/i.`4 0� DATE: 5/24/2017 the overall structure is the responsibility of bulldog designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). ���"'/// rj7l aY o 3.2x Impact bridging or lateral bracing required where shown An S EQ K3 2 3 5 9 3 0 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 then 5.Design assumes trusses are to be used In a nonmorroske environment, design loads be applied to an and are kr"dry condition"of use. TRANS ID: LINK a" no any S.Design asaumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responsibility for the necessary. ,1 r� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. May 2'4,201.r 7 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 TPIMTCA In SCSI,copies of which will be furnished upon request. lines coincide 04th joint center lines. 9.MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.Pet basiigits c oo nectocate Nee rple a desiste in inches.values p cveluee see ESR-1377,ESR-1988 1 MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-21) 24 3-5=(-117) 88 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-56) 34 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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: 12.0" 0.0" 0'- 0.0" -58/ 339V -19/ 970 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -22/ 153V 0/ OH 5.50" 0.24 ROOF ( 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/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" 3-03-12 0-03-12 MAX TC PANEL TL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.248" , f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factoral.6, M-1.5x3 End vertical(s) are exposed to wind, 9 -I Truss designed for wind loads 3 in the plane of the truss only. MU o 0 0 ......111111111111111111111111al : I N ri I cry I 1 2 IIIIM- II IIIIMI5 0 M-3x4 M-1.5x3 y J. J. 3-03-12 0-03-12 1, l 1 1-00 3-07-08 _ ‹IYN 44S1 �4, :''''',9 `(mac' 89200PE JOB NAME : AMERICAN MODERN 5-PLEX - L1 Scale: 0.6999' WO Cr" WARNINGS: GENERAL NOTES, unless other/dee noted: OREGON /i, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onN upon the parameters shoes and is bran Individual A-Lill G.1.7O V t. "{J Truss: L1 and Warnings before construction commences building component.Applicability of design parameters and proper -'7 2.2s4 compression web bracing mu&be Installed where shown+. Incorporation of component Is the responsibility of the building designer, /0 /7 J 1 4 2-3 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced et S.! 1 {' Is the responsibility of the erector.Additional permanent bracing of Y o Inc.uous and sheathing l G o.crsuch as pit unless braced throughout their length by '`v A.,I ,fir DATE: 5/24/2017 the overall structure Is the responsibility fthebuildin designer. coImpaclbidgigorlatchasptywuoe meedsheatngQC)o.4+rywaA(BC). �,.. aeon aY o A g 3.2s Impact bridging or lateral bracing required where Mown++ SEQ.: K 3 2 3 5 9 31 4.No load should be applied to any component until after all bradng end 5.4. llation of tm,sulashe are to sibilliityyof d In ee respective starma contractor.menl, fasteners are complete and at no time should any loads greater thanDesign assumes design hada be applied to any component. and ere for"dry condition of use. TRANS I D: LINK s compuT us has m emml over and assumes no reaponsial ty for the 6.Design assumes full bearing at ail supports shown.Shim or wedge if EXPIRES:, 12/31/2017 fabricaibn,handling,shipment end installation of components. 7.Design assumes adequate drainage is prodded. May 24,2017 6.This design is furnished subled to the limitations set forth by 6.Plates shall be boated on both faces of truss,and placed so their center TPIN✓fCA In SCSI,copies of which nit be Nmished upon request. lines coincide vMh lent center lines. 9.Digits Indlwte acre of plate b Inches. MiTek USA InE.fCompuTn s Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1966(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KODF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-50) 23 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0^ TOTAL LOAD = 95.0 POP 0'- 0.0" -54/ 392V 0/ 97H 5.50" 0.55 KDDF ( 625) 3'- 4.7" 0/ 93V 0/ OH 5.50" 0.07 KDDF ( 625) 00 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:2,4,31 4.00 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 ps f) uplift at 24 "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'- 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 -f Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, if (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. 1 to 0 I r♦ ui / o 1 0 2 4 ee M-3x4 �'4RV) rROpt 1-00 3-07-08 co 4cr3, t... ��Ai /©� 89200PE r- JOB NAME : AMERICAN MODERN 5-PLEX - L2 , „�/-✓" Scale: 0.9309 11.1 WARNINGS: GENERAL NOTES, unless otherwise noted �} ©C']1"'/`•11R1 �44. I.Builder and erection mentor should be advised of all General Notes 1.This design h based only upon the parameters ers shown and Is bran Individual �/L' 1f�11C{.7 V I Y a,_, Truss: L2 and Warnings before construction commences building component.Applicability of design parameters and proper �} 2.2x4 compression web bracing must be installed where shown+ Incorporation of componem is the responsibility of the building designer. �/"k "T�" A ZQ.. "'� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at fir( Y {}s Is the responsibility of the erector.Additional permanent bracing of Y o c and u et 10 o a rsuch as ply unless braced throughout their length by '1 RIO- DATE: l 5/24/2017 the overall structure is the responsibility of the building designer, continuous sheathing each as plywood sitsaNing(TC)andlortlrywsll(BC). (y 3.W Impact bridging or lateral bracing required where shown++ SEQ.: K32 3 5 9 3 2 4.No load ahould be applied to any component until after all bracing and 4.Installation of truss A the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tosses 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.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes fust bearing at all supports shown.Shim of wedge if EXPIRES: 12/31/2017 2/31/201 7 fabrication,handling, ry' ,t .�y 1 (1 47 L I( L I! edipm(sclla s Installation of components.h 7.Desisahall beelceduoneoth fceloftrusen May 2V,LO 17 8.This design Is furnished eub(ed to the limitations sat forth by e.Plates shall be located on both faces of truss,and placed so their center TPIPARGA In BCSI,copies of which will be furnished upon requestlines coincide with hint center lines. g.Mack USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.Digits bask connector pp Incledein ign values es see ESR-1311,058-1 888(MITek) I ill This design prepared from computer input by - Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 56 2-5=(-33) 37 3-5=(-179) 122 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-76) 52 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 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" O'- 0.0" -69/ 477V -20/ 66H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -35/ 231V 0/ OH 5.50" 0.37 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-7 loaf) uplift at 29 "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 = -0.014" @ -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 = 0.428" 5-00-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 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, TCD1,=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, IC Truss designed for wind loads 1 in the plane of the truss only. 0 , 0 I N u-, 111111111111111111111111111A1 N M 1111111All -/ i 1 2 5 0 M-3x9 M-1.5x3 1 Jr Jr 5-00-04 0-03-12 Jr Jr Jr 1-06 5-04 I NG►pNREp, `t' 89,2/00PE r JOB NAME : AMERICAN MODERN 5-PLEX - L3 / Scale: 0.6222 lone •, ' 10 tr WARNINGS: GENERAL NOTES, uressotherwteenoted: OREGON �/ 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and Is for an Individual P' A- Truss: L3 and waminga before construction commences. building component.Applicability of design parameters and proper �^` A 40 2.za4 compression tab bhang moa be installed where shown incorporation of component Is the responsibility of the building designer. fir*. '77), f 3.Additional temporary bracing[o insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4l by Is the responsibility of the erector.Additional permanent bracing of 7 o inc.end a 1 G o n.respectively ply unless bated(7C)and/ut or length). ,lge'a R 4�..� DATE: 5/24/2017 the overall structure Is the responsibility of the building designer. continuous us rhg ing or suchrl as ting requirede iwhere s o n•drywall(BC). ��IIII 3.25 Impact bridging or lateral bracing where shown*v SEQ.: K3 2 3 5 9 3 3 4.No Had should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied to any semponent. end are for dry condition"oruse. 5.CompuTrvs has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:: N I'1'I�C{s .1 f)/3 / {l1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 RCtJ ILfJ f ll S.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 TPINYICA in 8151,copies of which will be furnished upon request. lines coincide with joint center lines. 5.Digits indicate size of plate in inches. Mu fek USA lnc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values sae E5R-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 56 2-5=(-20) 24 3-5=(-107) 85 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 29 WEBS: 2x9 BODE STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ./N. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -88/ 426V -12/ 469 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 4.0" -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 'C 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 = 0.010" @ 1'- 4.8" Allowed = 0.145" 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 1' 1' 12 MAX HORR. LL DEFL = 0.000" @ 3'- 0.2" 4.00 v MAX HORIZ. TL DEFL = 0.000" @ 3'- 0.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 End vertical(s) are exposed to wind, q � Truss designed for wind loads 3 in the plane of the truss only. 1-1 0 ti f rn 1 2 ** 5 M-3x4 M-1.5x3 3-00-04 0-03-12 1 Y y 1-06 3-04 /'� to PROpk. , 04. 8920Of E• JOB NAME : AMERICAN MODERN 5-PLEX - L4 Scale: 0.6541tD ,/• WARNINGS: GENERAL NOTES, unison otherwise noted 0." OR1 /a 1.Builder and erection contractor Mould be advised of all General Notes 1.This design Is based only upon the parameters shorn and is for an Individual l✓ V w "'(/ Truss: L4 and Warnings before construction commence, building component.Applicability of design parameters end proper {{� (� �" 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responelbEgy of the building designer. Leh 1 A 2•i t 3.Additional temporary bracing to Insure stability during construction 2.Deign assumes the top and bottom chords to be laterally braced at LV./ t"Y is the responsibility of the erector.Additional permanent bracing of 2 o.c.end et 10 o c.respectively unless braced throughout their length by � �r continuous sheathing such as plywood sheathing(TC)andror drywall(BC). lr DATE: 5/24/2017 me overall structure h the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shorn*+ SEQ. : K3 2 3 5 9 3 4 4.No load should be applied to any component until ager all bracing and 4,Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-carroeya environment, TRANS ID: LINK design leads be applied to any component. and arefor"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for Me 8.Design omen foil bearing at all supports shown.Shim or wedge if EXPIRES: I]I RE 1 I]lyi 1 201 7. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,201117f`IRC F1.J AL( i G.TIM design Is furnished subject to the limitations set forth by 8.Plates shall be located an both feces of Inns,and placed so their center TPIPMCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Diggs Indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)E 10.For basic connector plate design values sea ES12-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 56 2-5=(-33) 37 3-5=(-179) 122 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-76) 52 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HONE BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -69/ 477V -20/ 66H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -35/ 231V 0/ ON 5.50" 0.37 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 = 0.041" @ 2'- 10.6" Allowed = 0.285" MAX TC PANEL TL DEFL = -0.049" @ 2'- 8.6" Allowed = 0.428" 5-00-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1, v( 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 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 ti 0 N 1 rh O I 1 2 "* 5 0 M-3x4 M-1.5x3 1. l 1' 5-00-04 0-03-12 y y l 1-06 5-04 .4. , ,O PR0Pt 892001E t•-• JOB NAME : AMERICAN MODERN 5-PLEX - L5 �,, ' Scale: 0.6222 rt- WARNINGS: GENERAL NOTES, unless othembe noted C.1a� �pC/�,('1N 1.Builder and erection contractor should be advised of all General Notes 1.Ms design Is based only upon the parameters shown and is for an individual ,/j A+ (l 7A,J wV � Truss: L5 and Warnings before construction commences building component Applicability of design parameters end proper ,£-' • 4 ©AN Z.2e4 compression web braving must be installed where shown+. IN Incorporation of component Is the responsibility of the building tleslgner. �/t +'y 1 \ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lap and bottom chords to be laterally braced al C.,( 1 �.. b the responsibility of the erector.Additional permanent bracing of 1 continuous and et 70 sheathing respectively ply unless breed throughout their length by )rw`rL �� DATE: 5/24/2017 the overall structure B the responsibility ofthe building designer. bt Impact a,lateral b ting required hereseetrrendfor tlryweg(BC) �/. won m a3.2x Impact britlging or lateral bracing where shown.. SEQ.: K3 2 3 5 9 3 5 4.Na load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any beds greater then 5.Design assumes trusses are to be used in a nomcerresNe environment. TRANS I D• LINK design loads be applied to any component. and are rot dry conditionclues. 5.CeepuTme hes no control over and assumes no rewonaibillry for the B DDe egns assumes full bearing at ail supports shown.Shiner wedge if EXPIRES: 12/31/2017 2/31/201 7 febrtstien,handling,shipment end Installation of components. ry' AI- RL43 G I l 7.Plates ehalumesatled on beth)teas is provided. May24,2017 8.This design is fomkhad subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their enter TPINJrCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate sizeof laked in inches. MiTek USA Ing./Com uTrus Software 7.6.8(1L)£ t For basic connector lapis design see ESR-1371.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 4.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 56 2-5=1-27) 30 3-5=1-192) 102 BC: 2x9 KDDF 81813TR SPACED 24.0" O.C. 2-3=1-70) 38 WEBS: 2x9 KDDF STAND 3-9=( 0) 0 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" -85/ 997V -16/ 57H 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 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 - 'F- REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacinq. l 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'- 4.1" Allowed = 0.322" SEASONED LUMBER IN DRY SERVICE CONDITIONS f ,( f 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 0.2" 4.00 C,"" - MAX HORIZ. TL DEFL = 0.000" @ 9'- 0.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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 in the plane of the truss only. 0 ',II /- ..... 1111111111111111111111111111111 o, 0 1 ti p-, ..drAMIIIIIMIIIMIIIWA p 1 2 ** 5 M-3x4 M-1.5x3 l l l 4-00-04 0-03-12 y 1 y 1-06 4-04 "<k, 'SE'D PR DP5ss - 4' 89200PE JOB NAME : AMERICAN MODERN 5-PLEX - L6 ,/� Scale: 0.6496 WARNINGS: GENERAL NOTES, unless otherwise noted. �OREG^RI zz Truss: L 6 Builder and erection contractor should be advised of all General Notes Thls design is based only upon the parametere shown and la for an IndMdual OREGON I V and Warnings before conNnndlon commences building component.Applkab1lNy of design parameters and proper 2.2x4 compression web bracing must be Installed where shown 0. Incorporation of component is the responsibility of the building designer. •/}t j+' f 4 A 0 4 3.Addeieeal temporary bracing to insure stability during construction Z Design aeeumea the tap end bottom chortle to be laterally braced at (r( ! b 1 Is the responsibility of the erector.Additional permanent bracing of 2a.c.end at 10 c.c reapedNeN unless braced throughout their length by A'\- DATE: 5/24/2017 Iha overall structure la the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywsN(BC). illL7j 3.Zx impact bridging or lateral bradng required where shown*itSEQ.: K3 2 3 5 9 3 6 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no Urns should any loads greater than 5.Design animas wanes are to be used In a non-corrodve environment, TRANS ID: LINK design mads be appned to any component. and are for"dry condition at use. 5.eompuTius hes no control over and assumes no responsibility for the 8.Design assumes NN bearing at el supports shown.Shim or wedge if EXPIRES:. 12/a1/2017. fabrication,handling,shipment and installation of components. 7.necessary. esign assumes adequate drainage is provided. May 24,2017 8.This design h tumished subject to the limitations set forth by 8.Plates shall be located on both face of Imes,and placed so their center TPbWrCA in BC31,copies of which will be furnished upon request, lines coinede with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Int./CompuTrus Software 7.6.8(1LEE 10,For bask connector plate design values see ESR-1311,ES12-1888(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 18'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 OF 2400F LOAD DURATION INCREASE= 1.15 1- 2=( 0) 94 2- 8=(-85) 177 3- 8=(-234) 171 BC: 2x4 DF 2400F SPACED 24.0" O.C. 2- 3=(-260) 193 9-10=(-57) 78 9- 8=(-213) 170 WEBS: 2x9 DF 2400F 3- 9=(-109) 168 10-11=(-90) 357 8- 9=(-576) 515 LOADING 9- 5=(-174) 219 11- 7=(-91) 357 9- 5=(-455) 108 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-425) 281 5-10=(-179) 486 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-508) 191 10- 6=(-308) 236 TOTAL LOAD= 42.0 PSF OVERHANGS: 18.0" 0.0" LL = 25 PIP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -120/ 972V -133/ 144H 87.02" 0.70 DF ( 670) considered for this design. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 7'- 9.8" -186/ 252V 0/ OH 87.02" 0.38 DE( 670) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 7'- 6.5" -265/ 855V 0/ OH 3.48" 1.28 DF ( 670) 16'- 7.5" 0/ 116V 0/ OH 24.00" 0.17 DF ( 670) 18'- 7.5" -97/ 407V 0/ OH 24.00" 0.61 DF ( 670) 8-06-08 10-01 3-01-12 4-03 1-01-12 4-11-145-01-02 (OND. 2: Design checked for net(-5 p"f) uplift at 24 "oc spacing. A T 1 1' 1 1 '1 VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 12 12 MAX LL DEFL = -0.010" @ -1'- 6.0" Allowed = 0.150" 8.00 17718.00 MAX TL CREEP DEFL = -0.012" @ -1'- 6.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.015" @ 13'- 7.3" Allowed = 0.606" 4.0" MAX TC PANEL LL DEFL = -0.023" @ 16'- 5.6" Allowed= 0.390" 5 4:7( M-3x44 1L44444 MAX HORIZ. LL DEFL = 0.006" @ 7'- 6.5" MAX HORIZ. TL DEFL = -0.006" @ 7'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, 3 Truss designed for wind loads in the plane of the truss only. r 2 Aill ii oirollilliall iti , o 0 1 7 M-3x4 _ -%o l0 1 -6x6 M-4x6 u o M-3x4 =M-6x6 ) l l y l 7-06-08 4-10-13 4-02-03 2-00 1• l 1 l IRO R 0,P.e 1-06 7-03 11-04-08 J. y Cttie�c, �G1IU 9 /,�4_ (PROVIDE FULL BEARING/Jts:2-8,9,11-7 I 18-07-08 a/'/]1/'�('�F�]}ap�++� :920/0r E JOB NAME : AMERICAN MODERN 5-PLEX - 0 /, Scale: 0.2933 t 4 WARNINGS: GENERAL NOTES, unless otherwise noted # OREGON /a 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based oily upon the parameters shown and Is for an individual f f1C.V O1 "V Truss: 0 and Warnings before construction commences building component.Applicability of design parameters end proper �I- 1,7 r„ rtNN 2.Za4 compression web bredng moat be Installed where shown 0. incorporation of component is the responsibility of the building designer. -i I14 V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be leterely braced et 1?' is the responsibility of the erector.Additional permanent bracing of 7 o c.end et 10'o a respectively unless braced throughout their length by Fi I L8'- contlnuous sheathing such as plywood sheething(TC)andror drywall(BC). a 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.: K3235937 4.No load should be applied to any component until after all bracing and 4.Installationanru,ryeshe nkbsbuaetli aenrespdroivecontractor. .v tor. fasteners are complete and at no Hine should any loads greater men Design assumes design lases be applied m any component. end are for condttkn of use. y TRANS I D: LINK 5.compui us has no control over and assumes no reapona a1M for he 6.Design assumes full bearing at ail supporta shown.Shim or wedge N EXPI RES° 12/31/2017 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. May 24,2017 8.This design k furnished subject to me limitations set form by 8.Plates snail be located on both faces of truss,and placed so their center TPLWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center linea. 9.Digits indicate sits o/plate In Inches. MiTek USA,Inc./CompuTrus Software c7.6.8-SP2(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 5'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x4 RODE 816BTR SPACED 24.0" O.C. 2-3=(-79) 67 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG 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 PSF Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.40 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (ton), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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 '1 1 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 windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15£t, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads • in the plane of the truss only. gl N O I N ul I --silllill OF' o M 12 -/ o 5 M-3x4 - M-1.5x3 l 1 1 5-05-04 0-03-12 1 1 y 1-00 5-09 ) PRop• ' 89200PE r` JOB NAME : AMERICAN MODERN 5-PLEX - P1 • , /,' . . Scale: 0.6079 +.7010. 10 Cr WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON . 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 11 lJ L 1W'"1 b� Truss: P1 and Warnings before constmction commences. building component.Applicability of design parameters and proper r 2.204 compression web bracing must be instated where Mown+, Incorporation of component Is the responsibility of the building designer. 0 "7'" 14 O\ 'j 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chaste to be laterally braced et , .,w,V. la the responsibility of the erector.Additional permanent bracing of T c.c.and at 10 o.c respectively Wass braced throughout their length by aF R t��,Yh DATE: 5/24/2017 the overall structure k them sibl /the building designer. 2vImp continuous sheathing etchasplywootluired here)and/+or drywaN(BC). 'hw_ wan Irya e g 3.2v Impact bridging or lateral bracing required where shown++ SEQ. : K3 2 3 5 9 3 8 4.No load should be applied to any cemponent 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 nenaarroeNe environment, designloads be a led to anyand are for"dry condition"of use. TRANS ID: LINKppcomponent. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NA bearing at all supports shown.Shim or wedge If EXPIRES: t[]C[+.. n/ 1)/30 fabrication,handling,shipment and installation or components. 7necessary. C/lf IflCS3 G (G 8.This design is tumiehed subject to the limitations set forth5.Design asaumeladed drainage is provided. May 24,2017 e1A bis by S.plates mail be with joint on both faces of Wss,and placed so their center TPINJ(CA In SCSI,copies of which wgl be furnished upon request. lines coincide with lulnt center lines. MiTek USA,Inc./Com uTrus Software 7.6.8(1L}E 9.Digits Indicate eine of plate In Inches. P I O.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 5'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF RISBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x9 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-79) 67 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+51,( 10.0) ON TOP CHORD= 35.0 PIE 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 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -97/ 411V -22/ 68H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -38/ 25011 0/ OH 5.50" 0.40 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked fox 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 PEEL = -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 I 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 190 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N N O cv N .....411111111111111111111111111111 / A O 2�l 5 O M-3x4 M-1.5x3 l l b 5-05-04 0-03-12 l .. Si' 1-00 5-09 p E PROp,4;0 �rSA, va 41.4 " 89200PE JOB NAME : AMERICAN MODERN 5-PLEX P2 Scale: 0.6079 _44111111!,000t710'.. -~ WARNINGS: Cr- GENERAL NOTES, unless otherwise noted /'1(.•.)Ef ot=5 /v 1.Builder and erection contractor Mould be advised of al General Notes 1.This design Is based only upon the parameters shown and b for an individual I *_ "'(7 Truss: P2 and Warnings before construction commences building component.Applicebility of design parameters and proper /� MN L+" 2.2,4 compression web bracing must be installed where shown*. Incorporation of component k the recpanstbllty of the building designer. �1"\ `7 { i.t ""� 3.Additional temporary bracing to Insure etabllay during construction P Dastpn assumes the top and Goose chortle to be laterally braced et �.! 1 Is the responsibility of the erector.Additional permanent bracing of 7 continuous end et 10 o c.rsuch as ery unless braced throughout the/length by PI rl,10- DATE: continuousshgingiorlaterlbacingrtluiced here sheathing(TC) /or drywaH(BC). (.' 5/24/2017 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown«. SEQ.: K 3 2 3 5 9 3 9 4.Robed 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 shouter any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are fo dry conditionof use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If EXPIRES: V C],1(A C '. 1 e]("S {A(11?. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,6017 f1.0 G/J /(tl!7 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 y TPIANTCA in BCSI,copies of which will be famished upon request. bins coindde with Joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Ina./CompuTrus Software 7.6.8(1L)-E t9.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-29) 33 3-5=(-158) 109 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-65) 46 I WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 372V -18/ 57H 5.50" 0.60 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 4'- 9.0" -31/ 204V 0/ OH 5.50" 0.33 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.025" @ 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 4 4 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" 4.00 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=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, 4 End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. ut 0 ml I N 1 rjlgIMIIIMIMIIIIIIrA M 1 I 2 11119 4 4 5 0 M-3x4 M-1.5x3 l 1 1 4-05-04 0-03-12 l y 1 1-00 4-09 4\� t,p PR�}fi�r ,s :9200PE <' JOB NAME : AMERICAN MODERN 5-PLEX - P3 /� � Scale: 0.6189 t 10 WARNINGS: GENERAL NOTES, unless otherwise noted: l� OREGON 4,. I.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 �7 fl V I Truss: P3 and Warnings before contraction commences. building component Applicability of design parameters and proper d reAN,t4 As 2.204 compression web bracing must be Installed where shown a. Incorporation of component Is the responsibility of the building designer. �/v. `7 j+' {A 2�,1 �"'�'" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et fir(�a 1 4 Is the responsibility of the erector.Additional permanent bracing o/ Z a.c.and at 10 0.c resPoctNety anises braced throughout the:,length by dws DATE: 5/24/2017 the overall structure is the respnnsibd continuous sheathing such as plywood sheathing(TC)and/or dryvad(BC). R..A 1 1 ply of the Dulming designer. 3.28 Impact bridging or lateral bracing required where Mown 4• a 1 r SEQ.: K3 2 3 5 9 4 0 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.DeNgn assumes trusses are to be used Ina nomcarroabe environment, TRANS ID: LINK destgn loads ba appltad to soy oeeponent and are for"dry condition"ofuse. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Destgn sesames fad bearing at all supporta shown.Shim or wedge If n EXPIRES: .{2try /!T0 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage la provided. May 24,2017 I F J /L LI 8.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 TPIMTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size al plate In Inches. MiTek USA,Int./C01npuTrus Software 7.6.8(1L)-E 10.Far basic connector plate design values see ESR-1311.ESR-1966(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3j4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. Injury I (Drawings not to scale) Damage or Personal In g y Ira= Dimensions are in ft-in-sixteenths. ralb„ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For �� 0'116 wuss painvidlatal aetemep mayretrquirebracing,ordialternativeual TorI�� .. bracinideg shouldbeconsidered.■_ Ohii 3. Never exceed the design loading shown and never O stack materials oncing,inadequately braercedbrtrusses.csus (Doi! 4. Provide copiessof this truss design to the building selvs c7-e c6-7 05-6 H designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. p p y plates 0- iid'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO • locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. • software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that P Indicated S bol shown and/or SYP represents values as published specified. by symbol by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *EMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ME In 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: /111 ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction.9 Standard for and pictures)before use.Reviewing pictures alone DSB-89: Designis not sufficient. Bracing. Mi re.: BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSITTPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013