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Plans (35) Job Truss Truss Type Qty Ply POLYGON R47865074 PL16-323_UPPER F01 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MiTek 106991ne4.lox.Frt.Jui 15-12:19:0620'16.Page 1 I D:5eV?tdjYi IzoX2xysiFDVpzsmUO-Y3SR uOdTfurYu VyJTGO9g24c9vYBDTAG8cIFaJyxoFH I 1-9-12 1 2-6-0 1 Scale=1:18.2 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 e 8 7 Y /\ 3x5= 3x4= 3x4= 011 9-8-4 I 0-1 9-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl 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 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress Inc: YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 47 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1RBtr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=420/0-4-0,8=420/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. c;34' 14G, NE-z- `r�, 2 -44 1 . 87022PE 9r' yN >N N �ATOREG N ti�Q1l! 9O F1 ER \\ OS A. HE'\-4.P EXPIRES:06/30/2017 July 15,2016 f 1 ...- ®WARNAlWARNING ING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIF7473 rev.101032015 BEFORE USE. "' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,thebuilding designer must verify the applicability of design parameters and property incorporate this design into the overall e�*Td - building design.Bracing indicated is to prevent buckling of individual trussweband/or chord members only.Additional temporary and permanent bracing °MIIGk' - . is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,051-B9 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Mate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. suite 109 Cfirus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865075 PL16-323_UPPER F02 Floor 12 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MRek Industries,Inc.Fri Jur 1512:19:09 2016 Page 1 I D:5eV?tdjYilz0X2xysiFDVpzsm U O-0FOp5jd5QBzP V eX W 1_YODGdnplsrysbQMG2p6myxoFG I "4 I 2-6-0 I Scale:1/2"=1' 1.553 II 4x8= 1.553 II 354= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 a e e L e5 0 YD 0 - e 11 10 9 I 454= 4x8= 3x8= 3x5= 01-e 13-9-4 I 0-1- 13-7-12 Plate Offsets(X,Y)— 111:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=600/0-1-8,11=600/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1028/0,3-4=1028/0,4-5=1282/0,5-6=-1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=973/0,6-9=0/523,4-10=-349/0,2-10=0/822,2-11=680/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �ti�Ea PROFFss <c�\� �cNGiN�F9 i�29 87022PE / cas. h �Aj, OREGO (15') 4/ 'QC 41$ER \\ �Q OS A. Heck EXPIRES:06/30/2017 July 15,2016 s, I Ati WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. -- f Design valid foruse only with MTeR9 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'd to prevent bucklingot individual truss web:and/or chord members only.Additional temporary and permanent bracing 'MITR - ,• - - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the lY1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T911 Quaely Criteria,DSB-89 and ICSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahis,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865076 Lb F03 Floor 22 1 Job Reference(ootional) - Pacific Lumber&Truss Co., Beaverton,Oregon -- 7.640 s Apr 19 2016 Milek Industries,.Inc..Fri Jul 15 12:19:09 2016 Page 1 ID:5eV?tdjYiIzOX2xysiFD VpzsmU O-0FOp5jd5QBzPVeX W 1_YODGdnI lsGytUQM G2p6myxoFG I 2-1-4 I 2-6-0 I Scale=1:26.3 1.5x3 I I 4x6= 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 11 e e e .."0000000e e 61,f-1 e 1J1 10 9 13 3x5= 4x8= 3x8= 3x5= 01118 15-1-4 0-1-8 14-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) 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=-1418/0,34=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. co GN E. 2 �� 8 • 2PE ,9t' cv �N�AT OREGO ti OCH '9O 'ill `..../ \1 �sA. He'i\-> EXPIRES:06/30/2017 July 15,2016 ty 1 I -' .., a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/07!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 tsusssystem.:Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall._. �,� �. buldingclesigo 8racingindicated.is to prevent buckling vf individual tens web and/or chord members only.Additional temporary and permanent bracing. r, -Mi±�ee- 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.051-89 and ICSI 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 95810 Job Truss Truss Type Qty Ply POLYGON R47865077 • PL16-323_UPPER F04 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon _. ,, -- - 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 12:19:09 2016 Page 1- ID:SeV?tdjYilzOX2xysiFDVpzsmUO-0FOp5jd5QBzPVeXW1_YODGdnrltlysKQMG2p6myxoFG f)-4-9 2-6-0 Scale=1:23.2 5x8 = 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 e 0 IF e e 11 10 9 8k 5x5= 4x8= 3x6= 3x4= 01128 13-4-0 0.1- 13-2-8 I Plate Offsets(X,Y)— [11:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d 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 Ina YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=581/0-1-8,11=581/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-899/0,3-4=-899/0,4-5=-1219/0,5-6=-1219/0 BOT CHORD 9-10=0/1230,8-9=0/802 WEBS 6-8=-936/0,6-9=0/486,410=-087/0,2-10=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. On ��co �GNGI NE wO Q 870 2PE /91' u? 7 �A>, OREGON q�Q4� 'PO c('4,/ ER �� \ On A. Heck EXPIRES:06/30/2017 July 15,2016 i mil. ®WARNING-Verify design parameters and READ NOTES ON THIS AND/NCLUDEDMITEK REFERENCE PAGE MILT<TJ rev.10N3/2015 BEFORE USE. » Design valid for use only with Mil-eke 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 intotheoverall building design.Bracing indicated is to prevent buckling of individual tens web and/or chord members only.Additional temporary and permanent bracing - Mei(' 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 Qualify Criteria,DSI.89 and SCSI Building Component 7777 Greenback Lane Safely 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 R47865078 PL16-323_UPPER F05 Floor Girder 2 1 Job Reference(ootional) ' Pacific-Lumber&Truss Co., Beaverton,Oregon - __ 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:19:10 2016 Page 1 ID:5eV?tdjYi Iz0X2xysiFDVpzsmUO-URaBJ3ejBV5G7o6iah3dIT9ski82hGOZbwnMeCyxoFF I 1-10-4 I 2-6-0 I Scale=1:25.7 3x4 II 4x10= 1.5x3 II 3x4= 1.5x3 II 4x10 = 3x4 II 1 12 2 13 3 14 4 15 16 5 17 6 18 19 7e oo e e 2 o °. ab e e - e yXe 10 9 4x8= 4x12 = 4x10 = 4x10= 15-1-4 I I 15-1-4 Plate Offsets(X,Y)- 11:Edoe,0-1-81,18:Edue,0-1-81,I11:Edae,0-1-81 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.10 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.52 Vert(TL) -0.17 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.60 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1230/0-5-8,8=1266/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-2474/0,3-13=2474/0,3-14=-2474/0,4-14=-2474/0,4-15=2617/0,15-16=2617/0,5-16=2617/0, 5-17=2617/0,6-17=-2617/0 BOT CHORD 10-11=0/1465,9-10=0/2842,8-9=0/1809 WEBS 6-8=-2098/0,6-9=0/943,5-9=-306/0,4-9=-262/0,4-10=-430/0,3-10=-345/0,2-10=0/1177,2-11=1857/0 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)192 lb down at 2-3-0,192 lb down at 13-2-8,93 lb down at 1-5-7,88 lb down at 3-0-10,88 lb down at 4-7-13,88 lb down at 6-3-0,88 lb down at 7-10-3,88 lb down at 9-5-6,88 lb down at 11-0-9,and 88 lb down at 12-7-12,and 95 lb down at 14-2-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ti�oD P R OFFS Un'IformLead8 �� ., 0'61 Vert: x/, Vert:8-1111=x,1-7=80 Concentrated Loads(lb) �t,5 7 Vert:6=-88(F)3= = 88(F)2=192(F)12=93(F)13=88(F)14=88(F)1588(F)16=88(F)17=-88(F)18=-192(F)19=95(F) 87022PE N � cAT °REG N ti�QiH 9Or) , '48ER \\ OSA. HE ` EXPIRES:06/30/2017 July 15,2016 4 t aPgter. ® applicability designparametersUSE. WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIF747J red.10/032015 BEFORE Design valid for use only with M1ek®connectors.This design is based only upon parameters shown,and is for an individual buildin component,not a trusssysfem.Before use,the building designer must verify the applcabili of and properly incorporate this designrota the overall. ,.. ;budding.design.Bracing indicated is to prevent buckling of individual thus web and/or chard members only.Additional temporary and permanent bracing M'Tek9 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Genback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Mil QuaMy Criteria,D55-89 and SCSI Building Component 7787 re Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865079 PL16-323 UPPER F06 FLOOR GIRDER 2 1 —._ Job Reference(ootional) Pacific Lumber 8 Truss Co., Beaverton,Oregon - - _ - - - 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 12:19:10 2016 Page 1 ID:5eV?tdjYi lz0X2xysi F DVpzsmU O-U RaBJ3ejBV5G7o6iah3dlT9yKi DzhLlabwnMeCyxoFF 1-10-4 I 2-6-0 Scale=1:25.7 3x4 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 354 II 1 2 3 4 5 6 7 a • e 0 e e-V 41114111111411444441111111111141111144441111t - -11/0111111111111111111111111°' 'd 10 9 3x6 = 3x6= 3x6= 3x6= I 15-1-4 15-1-4 Plate Offsets(X,Y)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (hoc) Udefl 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 Ina NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=262/262,2-0=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=304/615,49=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. 9)F\0 bl h^lid ...__l:_.(by uUrere)of Ljee L.t ben#Ag-pIato eayett e-,.. ir,.;,.,,. effrig,=rl.rtfr,,,,,at feint¶1 ane rNN`L.apt..at joint 8. 3)This truss has been designed for a total drag load of 2000 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-1-4 for 132.4 plf. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �(GIA D P R©f-4. .- ct 870 2PE 9r (P cV y �A,), OREG N eP �� 9O F,I ER \' �. �s A. HE?' EXPIRES:06/30/2017 July 15,2016 ®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 overal building design.Bracing indicated is to prevent buckling of individual truss.web and/or chiord?merribers only.Additional-temporary and permanent bracing- iMl E N'TelR.' 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 Qually Criteria,DSS-89 and BCSI Building Component 7777 Greenback Lane Safely Informaiton 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 R47865080 PL16-323_UPPER F07 Floor 4 1 Job Reference(optional) Pacific Lumber d Truss Co., Beaverton,Oregon - - - 7.640 s Apr 19 2016 MiTek Industries,Inc.Fd Jul 15 12:19:10 2016 Page 1 - ID:5eV?tdjYiIzOX2xysiFDVpzsmUO-U RaBJ3ej BV5G7o6iah3dIT9yhi F2h PhZbwnMeCyxoFF 0-11-4 I 2-6-0 I 1 1.503 II 2 3x4= 3 1.5x3 II Scale=1:11.3 Ill MM II II NMI 1111 1 i ildh I kIVA ME RI 1M I IIME '/ 5 =' 3x4= 3x4= d1t3-8-4 I _ 3-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 """" 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) 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. .`(,, ° PROFFt3 c9c2; •,.... NEER `S'/O29 870 2PE y1n0A. OREGO (-L QIN ''POF4IER \1 OS A. Hec), EXPIRES:06/30/2017 July 15,2016 t I. a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M/I-7473 rev.10103!2015 BEFORE USE. 110"' 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 overal •q , -,. building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members:only.Additional.temporary arid permanent bracing--'': MITI* I. is always requked 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/rP11 Quality Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safety Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heibhts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865081 PL16323_UPPER F08 Floor 14 1 Job Reference(optional) Pacific Lumber S Truss Co., Beaverton,Oregon" ='' 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 12:19:11 2016 Page 1 - I D:5eV?tdjYiIzoX2xysi FDVpzsmU O-ye8ZWPfLxpD7lyhu8Paslhi6v6cSQsojgaXwBeyxoF E 2-6-0 0-11-12 0-6-12 4.41= 1 1.5x3 I I 2 3x4 = 3 3x4 11 4 Scale=1:11.2 • • - o e e 7 S 5 1.5x3 I I 3x4= 4x6= 3 8 324-6-8-10-4 1 37-4 J-1 I 4 3-7-4 o-1-8 08-4 0-14 Plate Offsets(X,Y)— I4:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) 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)M me LUAU eA,.t_(:.,)30n611,tG8e8 ilpPBee iv ttfv tus.c 01'tilt t.s. a are RMcs7 461,v..t(I)or bcn A LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-7=8,1-4=80 Concentrated Loads(Ib) `t`�E© P R�FF6,�, Vert:4=125(F) <.a (c,NGINEF9 /�29 87022P, y11' t A� L , ORGONrr� � 1C' 'M1 �O Or, 8ER \ A. Heck EXPIRES:06/30/2017 July 15,2016 f I _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIF7473 rev.10iO3/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual bulling component,not . a truss system.Before use,the building designer must verify the applicability of design parametersand property incorporate this design into the overall ,! building design.Bracing indicated h to prevent buckling of individual}nrsswetsandfarohordtrreinbers::only.Additional temporary and permanent bracing MITek` "4 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,.DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. sale 109 Clms Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865082 PL16-323 UPPER F09 Floor 20 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon -- - - - - 7.640 s Apr 19 2016 Mitek Industries,Inc.Fri Jul 15 12:19:11 2016 Page 1 ID:5eV?tdjYilz0X2xysiFD V pzsmUO-ye8ZVVPfLxpD7lyhu8Paslhi6_6cjQsjjg9XwBeyxoFE I 2-6-0 1 0-5-12 I I 0-6-12 4x41= 11.5x3 II 2 4x4= 3 3x4 II 4 Scale=1:11.3 J r / • I - 7 S 5 1.5x3 II 3x4= 4x6= 3-4-4 I 3-1.41 I 4-0-8 I 3-1-41 0-8-4 0-1-8 Plate Offsets(X,Y)- 14:0-1-8,Edael LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (Ioc) Vdefl Lid 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 Ina NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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 or4-0-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) 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 toads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 3-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) n RD P Opp ConcentratedVert.4-o 15(F))—so ,.,, ,j oG N EF,9`/Q. 2 �� 8 12PE /9f yN i tv "32„, OREGO tiQ'OIL 9OAMBER \1 OSA. HecA EXPIRES:06/30/2017 July 15,2016 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE -7473 rev.101032015 BEFORE USE. -- Design valid for use only with MTelc®connectors.This design is based only upon parameters shown,and is for an individual building component,not + MO a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design.Bracing indicated is to prevent buckling of individual-truss web and/or chord membervonly.Additional temporary and permanent bracing Mitek" is always required for stablity 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/tPl1 Quagy Criteria DSI-89 and ICS!Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sake 109 ctrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865083 PL16-323_UPPER F10 Floor 8 1 Job Reference(optional) Pacific Lumber 6 Truss Co., - Beaverton,Oregon - 7.640 s Apr 19 2016 Mitek Industries,Inc.Fri Jul 15 12:19:11 2016 Page 1 ID:5eV?tdjYIz0X2xysiFDVpzsmUO-ye8ZWPf:xpD7lyhu8Paslhi7P6cbQspjgaXwBeyxoFE I 0"5-4 2-6-0 1 1.5x3 II 2 4x4= 31.5x3 I I Scale=1:11.3 - o 5 4x4= 3x4= q-i-g 3-2-4 I 3-0-12 Plate Offsets(X,Y)- (5:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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 Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) 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 3-104(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. • ��c° PROF4- NEAR /o2 870 2PE y -o OREGO 'FOr,AMBER \1 A. HEOP EXPIRES:06/30/2017 July 15,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/032015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designermust verify the applicability of design parametersand properly incorporate this design into the overall building design.Bracing indicated o to prevent buckling of indtviduaHruss web and/orchord;members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the IYS 1 Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPI1 Qualify Criteria,DS6-89 and BCSI Building Component 7777 Greenback Lane Safely Information available horn 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 R47865084 PL16-323 UPPER F11 Floor 44 1 - Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon -_. - . 7.640 s Apr 19 2016 MiTek Industries,Inc.-Fri Jul 1512:19:122016 Page 1 -. ID:SeV?tdjYilzOX2xysiFDVpzsmUO-Rghxklgzi6LZM6G5i655quFl'?Wu29E5s2EGTj5yxoFIJ I 1-11-4 I 2.6-0 I Scale c 1:26.0 1.5x3 II 4x6= 1.5x3 II 3x4 = 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 • • • • -41.411111141411114141111.4411111111144114118411h- 0 a5 a • e 1q/Q�Q�1 10 e 9 8k 3x5= 4x8= 3x8= 3x5= (01-1-8 1411-4 I o-1 8 149-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 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) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) 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. <\Ea PRopFss 4e3c �NGINE�9 '2 87022PE 1' N y �A�s OREG•N cy� <U 9O FMBER .\1 \. C>s A- Heck''‘'' EXPIRES:06/30/2017 July 15,2016 ' ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MIfEK REFERENCE PAGE M&7477 rev.fOPoJ/2015 BEFORE USE. Design valid for use only with MTek®connectors.Thisdesign is based only upon parameters shown,and is for an individual building component,not 0.... • a truss system.Before use,the building designer must verify the appficabSty of desgnparameters.and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chordmernbersonly..Additional temporary and permanent bracing MITek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSII-89 and 8CS18unding Component 7777 Greenback Lane Safety Informalion 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 R47865065 PL16-323_UPPER F12 Floor 32 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.640 s Apr 19 2016 Mitek Industries,Inc..Fri Jul15 12:19:12 2016 Page 1 I D:5eV?tdjYilz0X2xysiFDVpzsmUO-Rghxklgzi6LzM6G5i655quF18Wwi9FDs2EGTj5yxoFD 1 0-10-0 1 1 2-6-0 I Scale=1:19.7 1.5x3 I I 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 4x4= 2 3 4 5 6 e • a _ o _ L° a og \— • 1 ill9 e 8 7 4x5= 3x5= 1.5x3 II 3x4 = I 11-4-0 11-4-0 I Plate Offsets(XY)— 11:Edoe,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl 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 Ina YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) 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. (lb)-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=766/0,5-8=0/315,3-9=-567/0,1-9=0/584 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Ria PQFFss 2 8 • 2PE �9f N j 7 �Aj, OREGO (o ,<vti 90 1ISER A\ �� 0, SER HEC ' EXPIRES:06/30/2017 July 15,2016 8 r ®WARNING-Verily des! rrly design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIhT<TJ rev.10/OJ/2015 BEFORE USE. Design valid for use only with MITTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not . a truss system.Before use,the buildingdesigner must verify the applicabfrty-of design parameters and properly incorporate this design into the overact - building design:Bracing indicated-is to preventbuckfrrg of individual truss web and/or chord members only.Additional temporary and permanent bracing IY#AiTelr .-r::. ., 'a - is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the U d R fabrication,storage,delivery,emotion and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria.DSI-89 and BCSI Building Component 7777 Greenback Lane Safely 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 R47865086 PL16-323_UPPER F13 Floor Girder 4 1 __ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon -_ - - -- - - - 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 1219:12 2016.Page 1 _ I D:5eV?tdjYiIz0X2xysiFDVpzsmUO-Rghxklgzi6LZM6G5i655quF IL WrU96?s2EGTj5yxoF D 1 1-2-12 1 1-10-0 I I 1-8-8 I Scale=1:25.4 3x4 I I 6x12= 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 1 2 3 4 5 6 7 8 9 e� e 0 e N._ e Ne Nez./ 2 . e s`XJ' e a e 'per • 13 12 11 5x8= 6x16 = 3x5= 4x10= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X.Y)— 11:Edge,0-1-81.110:Edge,0-1-81.114:Edge.0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) 1/defl L/d 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 Ina NO WB 0.89 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=1285/0-5-8,10=832/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2457/0,34=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(pll) Vert:10-14=-8,1-9=80 ConcentratedVert:3=825(F)) 7\c\C°Y% NREFk 1 *44 17 cc 870 2PE N f 'N N 7 �A�, OREGO eP,,IL 'AO '11,/ ,-.../ r OSA HES'OP EXPIRES:06/30/2017 July 15,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10R132015 BEFORE USE. MI - Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual buiding component,not a truss system.Before use,the building designer must verify the applicabWityof designparameters and properly-incorporate this design into the overall -building design.Bracing indicated is to prevent buckling of individual-truss web and/tirchord members only,Additionaltemporaryand 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/fill Quality Criteria,DSII-89 and ICSI Building Component 7777 Greenback Lane - Safey 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 LR47865087 PL16-323 UPPER F14 Floor Girder 4 1 Job Reference(ootigmgO Pacific Lumber 3Truss Co., Beaverton,Oregon 7.640 s Apt 182016.MITekindustries;.Inc-Fri Jul 15 12:19:13 2016 Page 1 ID:SeV?tdjYilz0X2xysiFDVpzsmUO-vOFKxSgbTQTq_GgHGgcKN6nPzwCxud2?Hu00FXyxoFC 1-8-4 I 2-6-0 Scale=1:25.4 3x4 II 4x10 = 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 °'° e e ee i „...„.....„,..„.....„: o 10 90 4x8= 4x12 = 4x8= 4x8= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)— f1:Edue,0-1-81.[8:Edge,0-1-81,[11:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.08 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(TL) -0.14 9-10 >999 360 BCLL 0.0 Rep Stress Inc- NO WB 0.58 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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 purtins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1014/0-5-8,8=946/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13=2047/0,13-14=-2047/0,3-14=-2047/0,3-15=2047/0,4-15=-2047/0,4-16=-2129/0,5-16=2129/0, 5-17=-2129/0,6-17=-2129/0 BOT CHORD 10-11=0/1071,9-10=0/2348,8-9=0/1374 WEBS 6-8=-1594/0,6-9=0/881,5-9=-278/0,4-9=-254/0,4-10=-350/0,3-10=-367/0,2-10=0/1140,2-11=1406/0 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 13-3-0,129 lb down at 3-11-8,79 lb down at 0-8-9,71 lb down at 2-3-12,65 lb down at 5-6-2,65 lb down at 7-1-5,and 65 lb down at 8-8-8,and 65 lb dog at 10-3-11 on to chord Than wr T ran e,.....--tits`d.-"%"Y)w It*sosf.w r of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-11=-8,1-T=ao , 't' P R ape Concentrated Loads(Ib) ' t\GINE$ s/t7 Vert:4=-65(F)12=-79(F)13=71(F)14=129(F)15=-65(F)16=65(F)17=-65(F)18=129(F) �� • 2 Cc 87022PE 571-- / yN >" SAT OREGO (15) 11/ 'P AMBER\ ‘..\4)OS A. HEcA54P EXPIRES:06/30/2017 July 15,2016 r WARNING-Ve' ..� rift'design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE$1147473 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 -buildingdesign.--Bracing indicated is to prevent.buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing :.-fi¢, wok-,i - - .-- • - b 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/TP11 Quality Criteria,DSS-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 JobTruss Truss Type Qty Ply POLYGON R4786508B PL16-323_UPPER F15 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 12:19:13 2016 Page i ID:SeWtdjYi1z0X2xysiFDVpzsmUO-v0FKxSgbTQTc_GgHGgcKN6nTvwGQukU?Hu00FXyxoFC 1-5-12 I 2-6-0 I Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 0 o °. e 8 7 / 3x5= 3x4= 3x4= 0,18 0-1-8 9-4-4 9-2-12 I 0- LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 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) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=406/0-4-0,8=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. co t%G NE s/ �� 87022PE �1-- .y cA�, OREGO c--11,N 9O AMBER 'N� �O OS A. HEos EXPIRES:06/30/2017 July 15,2016 a I maw A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual buiding component,not + .. a truss system.Before use,the building designer mustverify.the.appicabitity of design.parameters and properlyincorporate this design into the overall bulding design.Bracing indicated is to prevent buckling ofiadividuatrinasswreb;and/dachord membersonty:r.hdditional temporary and permanent bracing MTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSI-89 and ICSI Building Component 77 Greenback Safety Inlormaion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiahts.CA 95610 T Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions Failure to Follow Could Cause Property Damage 1 /a I (Drawinsshowngnotin toft-in-sixteenths scale) or Personal Injury offsets are indicated. 1 rY ra= =Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For -1/16" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I (:: p bracing should be considered. ry INRIlloy 3. Never exceed the design loading shown and never hi stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 7 C5-6 .- designer,erection supervisor,property owner and plates 0 'hd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 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 Trusses are designed for wind loads in the plane of the specified. 4,-'° � Indicated by symbol shown and/or g 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. 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. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. ilut ® ( number where bearings occur. ` Min size shown is for crushing only. MO18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. a is not sufficient. Teke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. = Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 M iTe k� lot MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: RT ENGLISH 6 PLEX 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: K2182319 thru K2182367 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ��REp PROPe � NGI NEER `c 87022PE r" N ‘IN'oj, OREGON cP 44/ 'pbmsBER `s A. HE?`�P E •I•ES:06/30/ July 18,2016 Hernandez,Marcos IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSUTPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters'and properly incorporate these designs into the overall building design per ANSUTPI 1,Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIE Wind: 140 mph, h=21.7ft, 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), TOTAL LOAD = 95.0 PSF load duration factor=1.6, End verticals) are exposed to wind, LL = 25 POE Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. _ Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-00 5-00 T T 1' 12 12 IIM-4x4 12.00 V 3 N12.00 Ak o /� 1 \ . M-3x4 M-3x4 y y y y FI1-0o 10-00 1-0o ��Q` Ni:CI � � N 9`Q 87022PE < JOB NAME : RT ENGLISH 6 PLEX — Al Scale: 0.4072 C1'.1, >N WARNINGS: GENERAL NOTES, unless otherwise noted: -p `•off GREG N f�O �� 1.Bolder and erection ant odor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndNbual Truss: Al and vwminpa before an.lrudbn commences, building cemponent.Applicability of design parameters and proper �� ER �A ��O 2.2.4 ampresNon web bracing mut be installed where shown.. incorporation of component b the responsibility of the bulNling designer. 3.Addttbnal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords b be laterally braced et O ced throughout their length by Is the responsibility of the erector.Additional permanent bracing of 7 ollnuousn.and aelnathingrauch respectively a setNna(Tc)and/or dryweR BC S DATE: 7/15/2016 the OMAN amebae Is the responsibility of the buibing designer, 3.ar Impact bddging or lateral bracing required where shown.. He � SEQ.: K2182319 4.Ne lead alrenid B.applied teeny,empen.nl until aCerali brening and 4.Installation Design gon°lbe�s wlwere�wblityyettd in h respective connecter.em, fasteners are compete and at no time should any bads greater then d ra for'assudry trusse n^re use. TRANS I D: LINK design loads be applied le any component. e.Dedgn assumes bearing at al supporta shown.Shim or wedge If 5.CempnTmshasnoconroloverandassumesnorespansbiliyforthe necessary. EXPIRES: 06/30/2017 fabrkatlen,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. July 18,2016 e.This design Is furnished subject to the limitations set forth by B.Plates shall be bated on both faces ettnns,and paced so their center TPVWICA to SCSI,copies of which nil be furnished upon request. Ines coincide with joint anter lines. 9.Digits Indicate size of pieta In Inches. MITek USA Inc./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-7311,ESR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 1- 2=( 0) 84 2- 9=(-1245) 1552 3- 9=( -914) 392 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2- 3=(-1275) 628 7- B=( 0) 0 8- 9=1 65 3- 9=( -896) 349 8-10=1 -7) 10 9- 9=1 -226)6) 568 LOADING 9- 5=1 -867) 297 10- 6=1-1028) 1392 9-10=1-1054) 1431 TC LATERAL SUPPORT <= 12"OC. DON. LL( .5.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1332) 619 9- 5=1 -627) 989 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 10- 5=( -304) 371 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 Ply Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 19-1.5x4 or LIMP RD STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -389/ 1109V -2000/ 2000H 5.50" 1.77 KDDF ( 625) equal at non-structural 17'- 1.0" -390/ 1107V -2000/ 2000H 5.50" 1.77 KDDF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. "" For.hanger specs. - See approved plans BOTT®I CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BIOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003^ @ -1'- 0.0" Allowed = 0.100" 7-11-02 9-01-14 MAX LL DEFL = -0.020" @ 7'- 11.1" Allowed = 0.539" f f f MAX BC PANEL TL DEFL = -0.068" @ 9'- 2.3" Allowed = 0.974" 4-00-05 3-10-13 4-03-09 4-10-05 fMAX HORIZ. LL DEFL = 0.024" @ 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.030" @ 0'- 5.5" 12.00 M-4x6 12.0' q 4.0" ICOND. 3: 2000.00 LBS SEISMIC LOAD. M-3x5 ` M-3x5 Design conforms to main windforce-resisting f \ system and components and cladding criteria. M-1.5X9 :4-1.5x, Wind: 190 mph, h=24.4ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), M-3X5 load duration factor=1.6, M-1.5x3 -3x5 Truss designed for wind loads JJ in the plane of the truss only. M-3x5 3s �M-3x4 i",;.1IsiEig:;:js :;i51.1ilhie utlors. 2x4let-insM-1.5x4adeatructural topateendoflet-in.ith care and are permissible at inlet board areas only. M-3x5 ro o le N of M-3x4 9 of 1410 7 8 ' ..6 p M-1.5x3 M-'r 5 M-3x4 1 M-5x8 1 o l l l 7-11-02 4-03-09 4-10-05 l l l l 1-00 7-07 9 16 l 7-09-06 0-02-061 9-1c:-10 y ,ttLQ��p PR(jFeSs y 17-01 y ��5 �NGINE��9 X02 �' 87022PE �9f JOB NAME : RT ENGLISH 6 PLEX - B1 Scale: 0.2079 WARNINGS: GENERAL NOTES, unless oiherwlu rwlad: yN Truss: B 1 1.Builder and erection contractor should be advice Mall General Nates 1This design is hosed snip upon Beshown fore parameters swn and en individual �''�T OR EG O R�Q<U� and Wemings before construction commences.$ building component.Applicability of design parameters and proper 2.Wil compression web bracing must be Metalled -re shown v. incorporation of component is the responsibility of the bantling designer. 3.Additional temporary bracing to Insure stability•( •construction 2 Design assumes the lop ant bottom chords to be laterally braced el �� F/LJh ER '`l `+.1 DATE: 7/15/2016 is the responsibility of the erector.Additional pe `-tent bracing o! T o.c.and at 10'c.c.raepedWaty unions braced throughout their length by G77 C 1-1 the overall stmdure Is the responsibility of the D ,ng designer. continuous sheathing such as ptyweod sheathing(TC)andror Mywafl(BC). OS+ A, H e�N,P 3.27 Impact bridging or lateral bracing requiredwhere Moven+• SEQ.: K2 1 8 2 3 2 0 4.No load should be applied to any component ant ..er all bracing and 4.Installation of(ruse is the responsibility of the respective contractor. fasteners ere complete end et no time should a ads greater then 5.Design assumes hisses are to be used in a non-corroeie environment, TRANS ID: LINK design bads be applied to anycomponeM. antl.re for"drycenanbn of lee. 5.CompuTrus has no control over and tisanes no---•.n11171119 for the 8.Design assumes Ng bearing at all supports shown.Shim or wedge l! febrlc.tbn,handling,shipment and installation o!mpenenta. neceuerY. p EXPIRES:06/30/2017 8.This design is furnished subject to the limitations 1 forth by 8.Design assumes adequate drainage Is truss,an July 1$,2016 TPVWICA In BCSI,co ( 8.Plates shall he located on both!sten of frau,and placed so their conter pies of which will be fumy upon request. Anes coincide with Joint center linea. MiTek USA,inc./CgmpDTNs Software 7.6 1 1L}E 9.Digits lndicete size of plate in inches. 1 D.For basic connector piste design values see ESR-1311,ESR-1888(MiTek) This Pacific desiLugnmber prepareanddTruss-BC from computer input by TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1- 2=( 0) 84 2- 9=(-124) 543 3- 9=(-236) 225 BC: 2x4 KDDF #16BTR LOAD DURATION I24R0ASE = 1.15 2- 3=(-811) 223 7- 8=( 0) 0 8- 9=( 0) 65 WE: 2x4 KDDF S163TR SPACED 24.0" O.C. 3- 4=(-633) 240 8-10=( 0) 5 9- 4=)-226) 496 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-647) 255 10- 6=( -81) 513 9-10=( -80) 527 5- 6=(-857) 179 9- 5=(-282) 207 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 19- 5=( -40) 130 TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -123/ 897V -223/ 236H 5.50" 1.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 KDDF ( 625) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. L2ND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.014" @ 7'- 11.1" Allowed = 0.539" 7-11-02 9-01-14 ' MAX BC PANEL TL DEFL = -0.105" @ 4'- 2.3" Allowed = 0.474" 4-00-05 3-10-13 4-03-09 4-10-05 MAX HORIZ. LL DEFL = -0.008" @ 16'- 7.5" 1' 1' 1' ,f MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" 12 12 M-4x6 12.00 V12.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, *41. n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 1111111111 Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 M-3x9 • m o .7.".. .4g 1M-3x4 '1 ( 7 8 10 **6 C. M-1.5x3 M-3x4 M-3x4 1 0 M-5x8 1 )' 1 7-11-02 4-03-09 4-10-05 1 1 1 1 QED P R OFFS 1 1 1-00 7-07 9 06 1 1 ��c�� GINErR �'ip29 7-09-06 0-02-06 9-03-10 1 1 17-01 87022PE r JOB NAME : RT ENGLISH 6 PLEX - B2 sale: 0.2074 N WARNINGS: OENERALNOTES, uMsuponthvdae noted: Is.,�o�„ OREGO ��Qv 1.Budder and erection contractor should Na advised of all General Hates I.This design Is tined only upon the parameters shown and is for an individual � �O OREGO Truss B2 and Wandsga wore cone n ion commences, building component.Applicability of design parameters and proper 2.204 am reseion web bradn N be installed where shown+. Inocign as u of the top la iha roaponels to of Me allybuilbraing designer. 0 A p g mu 2.Design assumes the top end bottom chords t0 be laterally braced at ^ \`_ 3.Additional temporary bracing to Insure stability during construction 7 o.n.end at id o.n.respectively unless braced throughout thee length by a• (��` la the respondbBty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywag(BC). • �,+ DATE: 7/15/2016 the overall endure to the reaponabAty of the building designer. 3.Sc Impact bridging or lateral bracing required where shown++ Na loada should be applied to any mponent until ager all bracing and 4.Installation of Wes la the responsibility Nth.,respective antredor. SEQ.: K218 2 3 21 4.fasteners are complete and at no time should any roads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, and are for"dry condition"of use. TRANS I D• LINK design loads besled to any camponeM. 6.Design assumes NA bearing at ail supports shown.Shim or wedge It EXPIRES:06/30/2017 S.Campuirvs hoeas no no antral over and assumes no responsibility for thenecessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage N provided. July 1 S,2016 6.This deCgn is Nmiehed subject to the limitations set forth by H.lines Plates s shall be lis located edt center e.s at trues,and placed so their anter WI/VMS in SCSI,copies furnished of which willfurnished etl upon request. g Digits Indiana sizeofplate in Inches. MITek USA,Inc.ICompuTrus Software 7.6.7(1L)-E 10.For basic connector piste design values see ESR-1311,ESR-1988(Wein e This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 18-11-08 GIRDER SUPPORTING 20-11-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR 11,OAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5378) 876 1- 8=(-590) 3520 8- 2=( -278) 1936 5-13=(-2100) 358 BC: 2x6 KDDF 01&BTR WEBS: 2x4 KDDF bObBTR; 2- 3=(-3860) 730 8-11=(-588) 3500 2-11=(-1258) 312 13- 6=( -708) 4920 LOADING 3- 9=(-3890) 739 9-10=( 0) 0 10-11=( -90) 628 19- 6=( -212) 1359 2x6 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 9- 5=(-5312) 914 10-12=( -2) 29 11- 3=( -964) 5090 6-15=(-5598) 918 TC UNIF LL( 50 0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 18'- 11.5" V 5- 6=(-5780) 968 12-13=(-949) 6014 11- 4=(-1808) 429 15- 7=( -58) 22 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236 5)+DL( 209.2)= 445.6 PLF 0'- 0.0" TO 18'- 11.5" V 6- 7=( -49) 59 13-19=(-940) 2882 11-12=( -569) 3920 BC LATERAL SUPPORT <= 12"OC. UON. 19-15=(-990) 2882 4-12=( -386) 2242 ADM: BC CONC LL+DL= 597.0 LBS @ 17'- 1.0" 12- 5=(-2992) 528 J' ( 2 ) complete trusses required. LSMII ED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Attach 2 ply with 3"x.131 DIA GUN REQUi(REMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) XXBOTnails staggered: 0'- 0.0" -812/ 4978V -203/ 252H 5.50" 7.96 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, T[M CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP AND EOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 18'- 11.5" -873/ 5344V 0/ OH 5.50" 8.55 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. I0OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 7-11-02 6-D7 4-05-06 f ,r VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.064" @ 11'- 3.5" Allowed = 0.601" 4-03-01 3-08-01 3-02-10 3-04-06 2-06-14 1-10-08 MAX TL CREEP DEFL = -0.146" @ 11'- 3.5" Allowed = 0.902" T f f 4 T T T 12 12 MAX HORIZ. LL DEFL = 0.016" @ 18'- 8.0" M-4x6MAX HORIZ. TL DEFL = 0.029" @ 18'- 8.0" 12.00 12.00 4.0" 3 Design conforms to main windforce-resisting I system and components and cladding criteria. P"P°1 Wind: 140 mph, h=23.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-T0, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, rl=3x5 Truss designed for wind loads M-3x5 in the plane of the truss only. 2 M-5x6 M-10..5x3 M-9x10 M-5x10 �K 6 7 m 0 IA ti /v 1 8 ti 111 0 oI M-3x6 N E�1 �i rn o M-1.5x3 M-4x10 M-4x6 M-3x8 �`ls -/ M-7x8 M-4x61 j, y y , y *547# , 4-01-05 3-09-13 3-04-06 3-06-02 2-03-06 1-10-08 l y y 7-07 11-04-08 Ep PRo J. 7-09-06 0-02-06 11-02-02 ��.1 (,!?`NGINEF s�'/p l 18-11-08 R 2 4,C 87022PE 9`-„ JOB NAME : RT ENGLISH 6 PLEX - BGIRD Scale: 0.2138 CV WARNINGS: GENERAL NOTES, unless olherMse noted: 5. \`. Truss: BGIRD 1.Guider and eredloncontradorshould beadvhdriMall General Notes 1.Ttedesgnbbased only upon the parameters shown and isfor anindividual '0T GREG N tV�O(C!� and Warnings before comlrudinn commences. building component.Applicability or design parameters end proper 2.2va compression web bradna must be installed khats shown«. incorporation of component is me roeponsibflHY of the building designer. I'� �A I� +J` 3.Additional temporary bracing k Insure stability hung construction 2.Design assumes me top and bottom chords to be laterally braced at 'V, Is the responsibility of IM erector.Addillonel pe Manent bracing of T o.c.end a1 7P c.o.respectively unless bated throughout melt length by DATE: 7/15/2016 tl»overall ebudure M me responsibility of the ti/ldin designer. continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). OBJ ^ H E- 9 3.24 Impact bridging or literal bracing required where shown«« A. I-A SEQ.: K2 18 2 3 2 2 4.No road should be applied to any component ull after all bradne and 4.Installation of truss M the responsibility of the reapectrve contractor. fasteners are complete and at no time should ail loads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry oondmon°of use. 5.Command has no control over end assumes rib responsibllhy for the 8.Deegasnaaewmee full bearing at all supports shown.Shim or wedge if EXPIRES: 06/30/2017 ncehbrkalbn,hantlling,shipment and installation cel componenln 7.Design assumes adequate drainage is prodded. July 1 8,2016 8.This design le furnished subject to the limltallon4 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(mimed upon request. Ines coincide with joint center Tines. MiTek USA,Inc./Com)wTnus Software 7.(7(1 L)-E 9•Digits indicate size of plata in Inches. 18,For bask connector plete design values see ESR-1311,ESR-1988(MiTek) M This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 204 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-126) 112 1-4=(-43) 48 2-4=(-149) 145 BC: 2x8 KDDF 41/BTR SPACED 24.0" O.C. 2-3=( -16) 8 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"00. 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. DON. DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -57/ 475V -45/ 87H 5.50" 0.76 KDDF ( 625) 3'- 6.0" -109/ 557V 0/ OH 5.50" 0.89 KDDF ( 625) as For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) ADDL. BC CONC LL+DL= 717.0 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 2012 AND IRC 2012 NOT HEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.009" @ 1'- 9.3" Allowed = 0.186" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.018" @ 1'- 11.2" Allowed = 0.149" MAX HORIZ. LL DEFL = 0.000" @ 3'- 2.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 2.2" 3-02-04 0-03-12 1' ' i' Design conforms to main windforce-resisting system and components and cladding criteria. ' 12 9.00 I7 Wind: 140 mph, h=20.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 3 �. Truss designed for wind loads in the plane of the truss only. Al12 N O O O CO t I JI I 1►� 4 o M-3x4 M-3x8 y ♦7176 l l 3-02-04 0-03-12 y 3-06 �'ii ,0 PR()Fe., �C'.5 (NGINEEcR /OA, C. 870 2PE 1 JOB NAME : RT ENGLISH 6 PLEX - CGIRDsale: 0.5225 ' . ti M1.Builder GENERALNOTES,is b, udeupon hmlsenmee: -a1' .o OREG N n, 'v. I.Battler ane erection contredor sttoub be advised or al General Notes 1,This design is based only upon the parameters mown and Is for an individual 7 Q Truss: CGIRD and Warnings before conetrudbn commences. building component.Applicability of design parameters and properincorporatio �C1 $MQ R a 2.284 compression web bracing must be installed where shown+. Design assumes a the top an i•the m chards to of the building designer. \ `"� 3.Additional temporary bracing to Insure stability during construdbn 2 Design sl i a ihs top and bottom h,tc be N broad et O ''N I•the rosponstbilly of the erector.Additional permanent bracing of T ex.end at 70'o.e.eaOR S.sty unless braced throughout their length by S continuous sheathing each as pNweoe stteathing(TC)and/or drywal(BC). A. H E� DATE: 7/15/2016 the overall structure Is the re•pensbety of the building designer. 3.2e impact bridging or lateral brining required where shown++ S E ° K218 2 3 2 3 4.No load should be applied to any component until after all bracing and 4.Installation of toss is the responsibility of the reepectNs contractor. fastenen are complete and at no time should any bads greater men 5.Design assumes tosses are to be used Ina noncorrosive environment, end are for'dry oondmon.of use. design loads be applied to any component. TRANS ID: LINK 5.CampuTroshaenocontroloverandsesumesnoresponsibllityterths 6.Design supports�•ume•full beatingetalshown.O imorwetlgeit EXPIRES:06/30/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 1 S,2016 A This dealgn is punished subject to the limitations set font by B.Plates Mall be located on both teas of toes,and placed so their center TPVWTCA In BCBI,copies of which all be Nmlahed upon request. Pots coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,lno./CompuTrUs Software 7.6.7(11)-E 10.Par basic connector plate design values see ESR-1311,ESR-1888(MiTek) I. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 21'— 2.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #10BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 5.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=l.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMI^ED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQU:REMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTT44 CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND DTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. DESIGN ASSUMES SHEATHING 11-07-11 9-06-05 4 r 4 TO ONE FACE ONLY 21-02 T 12 12 9.00IIM-4x4 Q 9,00 O , oZ Irl 7 C N 4 5 rt L y 1-00� y 6-11-08 14-02-08 y ��0 FR�FFss k-- 4, 04GINEk-, �o 1-00 21-02 44/ 2 y Cr 87022PE c-- JOB NAME : RT ENGLISH 6 PLEX - D1 Scale: 0.2473 N WARNINGS: GENERAL NOTES, unitise otherwise noted: �`+ Truss: D1 I.Bauder end erection contractor sheddbeadarOedefall General Notes 1.This design isbased onryupon the parameters shown and isfor anindrowual � �A�, OREG N ey�4�C/CV � and K9minge before construction commences building component.Applicability of design parameters end proper „(\ ^ Z.2a1 compression web bracing moat be melalb�where sMvm i. Incorporation of component la the responsibility of the building designer. j" c I 3.Additional temporary bracing to Insure stability airing construction 2 Design assumes the lop and bottom chords to be laterally braced al �O 'V/��` 1 \41C'' � Is the responsibility of the erector.Additional immanent bracing of 2 o.c.and at 10.o.c.respecthrely unless brace throughout their length by DATE: 7/15/2016 the overall structure is the ro continuous sheathing well as plywood aired ng(Tc)own 4 drywan(ec). V A, H Epi epor.Addit of the minding t bracing 3.Dr Impact bridging or lateral bracing required where shown a A SEQ.: K218 2 3 2 4 4.No load should be applied to any component u all after all bracing and 4.Installation of truss Is the responsibility of the reapecthe contractor. fasteners are complete and at no time should fry loads greater then 5.Design assumes trusses era to be used In a noncorroslva environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes re responsibility for the 8.Design assumes NI bearing al all support ehavm.Shim or wedge it EXPIRES: 06/30/2017 fabrication,handling,shipment and installation/components. 7,Design assumes adequate drainage is provided. July 18,2016 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed as their center TPVWTCA In BCSI,copies of which vA be(writhed upon request. Ines coincide with joint center lines. B.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7 3.7(1L}E 10.For basis 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 21'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1aBTR LOAD DURATION INCREASE = 1.15 1- 2=( -5) 100 8- 9=(-239) 241 8- 2=(-1081) 291 4-12=(-465) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -928) 191 9-11=1 -2) 10 2- 9=1 -106) 715 12- 5=1-212) 581 WEBS: 3- 4=(-1113) 261 10-12=1-178) 878 9- 3=( -463) 164 12- 6=1-253) 166 2x9 KDDF STAND LOADING 9- 5=( -813) 270 12-13=(-123) 687 9-10=( -185) 789 6-13=(-152) 141 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -814) 294 13-14=( -26) 45 3-10=1 -43) 212 13- 7=(-107) 699 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -931) 207 11-10=1 0) 51 7-14=1-910) 223 TOTAL LOAD = 45.0 PSF 10- 4=( -26) 232 OVERHANGS: 12.0" 0.0" 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" -150/ 1111V -243/ 256H 5.50" 1.78 KDDF ( 625) M-3x4 where shown; Jts:2-4,6-7,13 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 2.0" -148/ 952V 0/ OH 5.50" 1.52 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" 11-07-11 9-06-05 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1' .( j' MAX LL DEFL = 0.025" @ 6'- 9.8" Allowed = 0.675" 3-08 3-03-08 4-08-03 4-04-09 5-01-12 MAX TL CREEP DEFL = -0.052" @ 6'- 9.8" Allowed= 1.012" T f ' f 1 f MAX HORIZ. LL DEFL = -0.012" @ 21'- 0.2" 12 12 MAX HORIZ. TL DEFL = 0.021" @ 21'- 0.2" IIM-4x9 Q 9,00 9.00 A 4.0" S 4+f Design conforms to main windforce-resisting NY system and components and cladding criteria. Wind: 190 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, 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. O r-I I //°.1111111111111" � ti of �.,_�cl,D I M-3x8 13 M-1.5x3 **14 �,-I r N 111 o f- 1:11B_.. 9 M-4x8 '-, M-1.5x3 M-3x8 M-1.5x3 1 1 1 1 1 1 3-06-04 3-03-08 4-09-15 4-08-01 4-10-04 1 1 1 <cR�D PR()Fess 1 1-00 6-11-08 14-02-08 1 \5 �NGINEFq /O� 1 21-02 CC- 87022PE 17 r,. JOB NAME : RT ENGLISH 6 PLEX - D2 Scale: 0.2134 '.. Nco N 1.Builder OThis design uMass uponthep parameters . ' ••o), OREG N ry5 Q4/ 1.Buller antl erection coMrador.nauttl be advised of al General Nates 1.Thle design b based only upon the parameters Moven and Is for an individual J^ Truss: D2 and Warnings before construction commenoas. bulldog component.A neat is of design pare me ten end proper �� A �` 2.Zea compreelon web bracing must be Installed where Mown+. Design assnincorporatioa component Is Me m chords to of the building ed at r. ` '"' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom cholla 10 be laterally braced at O _` Is the responsibility of the erector.AtldNbnel MM bracing of 2'o.c.and at ee10 o.c.reach a.pry unless braced throughout their length by S �'*� Nity perms continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). A, NO; DATE: 7/15/2016 the overall stnwlure is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where Moven** SE K2 18 2 3 2 5 4.No load should be applied to any component until after all bradng and 4.Inelalatl n of tress 1s me responsibility of the respective contrarian, 4• fasteners are compete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a nontarroene environment, TRANS I D: LINK design loads be applied to any component. and are assumor"dryes ful bear of use. 5.CompuTrus Ms no control over and domes no responsibility for the 8.Design �assumes NI bearing at all supports shown.Shim or wedge 11 EXPIRES: 06/30/2017 N fabrication,handling,shipment and installation of components, 7.Design assumes adequate drama.Is prodded. July I 1 8,201 6 8.This design M furnished subject to the limitation set forth by 8.Plates shellbe boated on both feces of truss,and placed so their center TPWAICA in BCSI,copies of which nil be furnished upon request. H.Ines ss coincide ails joint of plateecenter lines. in Inches. MiTek USA,Inc./CofnpuTrus Software 7.6.7(1L)-E to.For basic connector plate design values see E80.1311,ESR•1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" TC: 2x9 KDDF #1sBTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -859) 175 7- 8=(-221) 231 7- 1=(-913) 202 3-11=(-442) 213 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2- 3=(-1070) 260 8-10=( -2) 9 1- 8=(-105) 690 11- 4=(-211) 566 3- 9=( -796) 270 9-11=(-169) 848 8- 2=(-479) 164 11- 5=(-256) 166 LOADING 4- 5=( -799) 291 10-12=( 0) 0 8- 9=(-174) 795 5-13=(-148) 141 TC LATERAL SUPPORT <= 12"0C. UON. LL( :5.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -919) 204 11-13=(-121) 677 2- 9=( -45) 210 13- 6=(-105) 688 BC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD = 10.0 PSF 13-14=( -26) 45 10- 9=( 0) 53 6-14=(-899) 221 TOTAL LOAD = 45.0 PSF 9- 3=( -18) 206 M-3x9 where shown; Jts:1-3,5-6,13 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) LIMIT.;D STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 941V -239/ 241H 5.50" 1.51 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) BOTT CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.024" @ 6'- 7.8" Allowed = 0.667" 11-09-11 9-06-05 MAX TL CREEP DEFL = -0.099" @ 6'- 7.8" Allowed = 1.000" 3-05 3-04-08 4-07-03 4-04r09 5-01-12 f ffMAX HORIZ. LL DEFL = -0.012" @ 20'- 9.2" MAX HORIZ. TL DEFL = 0.020" @ 20'- 9.2" 12 12 9.00 V IIsi-4x9 4 or 's7 9.00 Design conforms to main windforce-resisting 4 ,e-,( system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 v 2 1 / il, -/o -, ANsew r rn V 9 11 1314 '�•-1 • M-3x8 ,I M-1.5x3 7{ant-1.5x3 B M-n8 12 H M-3x8 M-1.5x3 y y y y y y y 3-03-04 3-04-08 4-08-15 1-07-05 3-00-12 4-10-04 J• y y 6-09-08 y 14-07-08 y y ��, P R pFFss 13-00 6-02-08 7-11 y �� NCaINE �4 X02 y 20-11 ,Lr� '�- 87022P, 9r JOB NAME : RT ENGLISH 6 PLEX - D3 Scale: 0.1965 S CV WARNINGS: GENERAL NOTES, unless otherwise noted: s,1 Truss: D3 1.Builderand eredan contractor should beadvisedofalGeneral Notes 1.This design is based only upon the parameters shown and lsfor anindividual -^0,..OR GON e OM/ and Warnings before construction commences. building component.Applleablliy of design parameters end proper 2.2a4 compression web bracing mug be Instal a sre shown�, Incorporation of component is the responsibility of the bullding designer. 1 3.Additional temporary bracing to Insure stability acing con Wuctlon 2.Design scones the tap ant bottom chorda la be leteroly braced et `•-•_(1 MCf L+p '1` �`..l DATE: 7/15/2016 Is the responsibllty or the erector.Addllonal pe"'anent bracing of 2'sc.and at 1O o.c.reap.ctNey unlace braced throughout their length by "W3ER 1`1 the overall stnwnure Is the responsibility of the bJking designer. continuous sheathing en such as plywood sheathing(TC)and/or drywall(BC). S r �Q� 4.No load should be applied to any3.3lmpact bddging or literal bracing required where shown.a /G, `` SEQ.: K2182326 pPcomponenturyefterallbracingand 4.Instalationoftrussistheresponsibiliyoftherespectivecontractor. fasteners are complete and at no time should ar7 roads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use, 5.CompuTrue has no control over and assumes n r responsibility for the 8.Design assumes full bearing at all supporta shown.Shim or wedge if fabrication,handing,shipment end installation olbomponsnls. ,.necessary. Sseueee adequate drainage is provided. EXPIRES: 06/30/2017 6.This design is furnished Cabled to the limitation,set forth by 8.Plates steal be located on both faces of truss,and placed so their center July 18,2016 TP WvrCA In SCSI,copies of which eli be fuml/aed upon request. Imes coincide with joint center Imes. MITek USA,Inc./CompUTrus Software 7.eJT(1L}E 9.Digits indicate else of plate in Inches. 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 TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=(-970) 205 6- 7=(-255) 239 6- 1=(-895) 215 8- 4=(-203) 166 TC: 2x9 RODE' #1BTR LOAD DURATION INCREASE O.C.= 1.15 BC: 2x9 RODE' #1&BTR SPACED 24.0" O 2- 3=(-793) 287 7- 8=(-186) 750 1- 7=(-106) 702 9- 9=(-253) 157 3- 4=(-718) 283 8- 9=(-125) 550 7- 2=( -75) 159 9- 5=(-101) 633 WEBS:. 2x9 KDDF STAND LOADING 4- 5=(-753) 184 9-10=( -41) 60 2- 8=(-371) 197 5-10=(-901) 221 BC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8- 3=(-207) 471 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF OCATIOG MAX VERT MAX HORZ SIG REQUIRED SPG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:1-2,4-5,7,9 LL = 25 POE Ground Snow (Pg) 0'- 0.0" -146/ 991V -248/ 275H 5.50" 1.51 KDDF ( 625) 20'- 11.0" -196/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 pef) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.018" @ 11'- 4.7" Allowed = 0.667" MAX TL CREEP DEFL = -0.038" @ 11'- 4.7" Allowed = 1.000" MAX HORIZ. LL DEFL = 0.006" @ 20'- 9.2" 11-04-11 9-06-05 MAX HORIZ. TL DEFL = 0.010" @ 20'- 9.2" 5-10-15 5-05-11 4-06-09 4-11-12 f Design conforms to main windforce-resisting ,� '� system and components and cladding criteria. 12 IIM-9X9 12 Wind: 140 mph, h=29.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 9 00 17 Q 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 �,r load duration factor=l.6, 3 4..,( End vertical(s) are exposed to wind, iV Truss designed for wind loads in the plane of the truss only. 1000,,4 t 2 O I f y 0 N 01 - � „ '�' f 6.0 7 !8co9 "10 M-1.5x3 0.25" M-1.5x3 M-sxa(s) (<5k0) PR°Fes l l l 1 y <c;' 0NGI �� 5-07-07 5-09-03 4-10-01 4-08-04 NEE, (Si 20-11 4t 870 2PE 9r JOB NAME : RT ENGLISH 6 PLEX - D4 Sale; 0.2160 (I) cv WARNINGS: GENERAL NOTES. unless otherwise noted: -a A� OREGO ryO I.Guider and erection contractor Mould be advhed of all b General Nates 1.This design based only upon the J parameters shown and Is for en Individual /es Truss• D4 and mule,before conshuulon commences. building component.Applicability of design perimeters and proper �� A-�E R �1 �Y : 2.294 compression web bracing must be installed where Mown*. Incorporation of component la the responsibility of the building designer. O 2.Design assumes the lop end bottom chards to be laterally braced et 3.Additional temporary bracing to Insure stabilduring consbucllon 2 a.c.sM at 1Q o.c.respectively unless braced throughout Meir length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pkvnod sheathing(TC)aMbr dryaaft(BC). A• F I G DATE: 7/15/2016 the overall structure is the reeponsibIfty of the building designer. 3.2,Impact bridging or lateral bradng required where Mown e S E K2 18 2 3 2 7 4.No load should be applied to any component until after all bracingandand 4.Installation of trues lathe responsibilityof the respedNe conkedar. Q• taaenera aro complete and at no time should any loads greater than 5.Design assumes busses era to be used In a non-corrosive environment, and are for"dry condition"of use. TRANS ID: LINK design loads ledtoany component. 8.Design assumes fulbearing alall supports shown.stem orwedge if EXPIRES:06/30/2017 5.CompuTNa nesasno no control over and assumes no responsibility for the necessary. fabrication.handling.Mlpment and installation of components. T.Design assumes adequate drainage Is prodded. IUIy 8r20 6 8.This design is furnished cabled b the linritallans eel fsM by 8.Plates Mall be located an both faces of truss,and placed so their center TPINyTCA In BCOI,copies of which will be furnished upon request. lines coincide with Joint g.Digits Indlste straa of in incus, MITek USA,Inc./CompUTrus Software 7.6.7(1L)-E t o.For basic connector plate design values see EOR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TC: 2X4 KDDF #160TR TRUSS SPAN 3'— 7.5" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc BC: 2x9 KDDF LOAD DURATION INCREASE = 1.15 spacing. WEBS: 2x4 KDDF STANDR SPACED 24.0" O.C. Design conforms to main windforce—resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. I„) 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. Wind: 140 mph, h=15ft,Enclosed, Cat. L=6.0, ASCE W7-10, FRS) DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. B IT TOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing Truss desall for entireign requires conntinuous AdD BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. pan UON. 3-03—;2 0-03-12 12 r 4.00 D • M-1.5x3 4 3 I I O I 2 0 N l ri 1 1, _ o M-3x4 M-1.5 5x36 y y 1-00 3-07-08 ��Q ;ED P R Ope �c .NGIN .';i9 /O2 9 JOB NAME : RT ENGLISH 6 PLEX - El Q 87022PE / ` Scale: 0.6986 ^, WARNINGS: GENERAL NOTES, unless otherwise noted: N Truss: El 1.Builder erection contractor should be advise tai General holes >~ and Warnings before construction commences. 1.build design la bawd only upon the parameter.parameters shown r and Is far an individual .�A� ()PEG() R EG Q rt, Q�N building component.Appikabllay of design parameters antl proper p+,(r, 2.2c4 compression web bracing must be mNalbtl glare shown+, Incorporation of component h the responsibility or the building designer. 3.Additional temporary bracing to Insure stability Ming conMructlon 2.Design assumes the top and bosom chortle b be laterally braved al /"1 /�[� .\� DATE: 7/15/2016 Isthe reaponNbiAryofme.reaor.Aaattionalperr�r�mnembreabgor To.c.andat10'o.c.respectiveyunhsabracedthroughouttheirlengthby l•, Q E Ft the overall structure b the responsibility of the bulling designer. continuous sheathing such as plywood sheathing(%)and/or drywap(BC). �S A 1_4 _.?, N,P SEQ.: K2182328 4.Na load should bea applied g 4.In Impactbon ridging.merelpradngryofthewheroshown++ PeI no timesh should nit sada greater 4.Designassummwle.,areonbesdin.aspeaasbsenviron fasteners are compute and at component. any gatla greater man S.Design assumes condition. andE caro to be used in a rroncamoalva environment, TRANS ID: LINK aeugnbads beappnedto any camponent. and arefor"drycondmon.ofuse. 6.Design essome.NA b"an"g at all supports shown.Shim or wedge if 5.CompuTrue has no control over and assumes no'wponslbl:yy for the fabrication,handling,shipment end installation of'aenponems. ry' EXPIRES:06/30/2017 6.This design h furnished subject to the limitations rl forth by T.Design assumes adequate drainage is prodded. TPLM?CA M SCSI.copies of which will be furnished upon request. 8,lints coies nncide with Joint center lliall be located on bhl s of trues,end placed w their tamer July 18,2016 Weft USA Inc./CompuTrus Software 7.6.P(1 L}E 9.Digits Indicate the of plate In Inches. 10.For beak connector plate design values see ESR•1311,ESR•t 986(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC TRUSS SPAN 11'— 2.5" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. LUMBER SPECIFICATIONS LOAD DUSPTIED I24R0ASE C 1.15 Design conforms to main windforce—resisting TC: .2x9 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. BC: 2x4 KDDF #1&BTR LOADING Wind: 140 mph, h=22.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE (All ph, h=22. Enclosed, .Cat 0,BC =6.O. CEFT-(Dir), BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE load duration factor=l.6, TOTAL LOAD = 95.0 PSF End vertical(s) are exposed to wind, Truss designed for wind loads Unbalanced live loads have been LL = 25 POP Ground Snow (Pg) in the plane of the truss adsy. considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. (9-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR DSP SC LIOE LOAD. TOP Refer to CompuTrus gable end detail for ABS BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. DESIGN ASSUMES SHEATHING 5-07-04 5-07-09 , TO ONE FACE ONLY 4 4 12 12 UM—4x9 9.00 I '7.19.00 17,27 � f 0 1 0 0 I I O I N 5 9 PRO Fe 0 1 1-00 y 11-oz-oe y 1-00 y `�S�,\G N 5> C7 .4t- 870 2PE pr` JOB NAME : RT ENGLISH 6 PLEX - Fl Scale: 0.9131 �s U, <v fNi WARNING:: GENERALNOTES, unless otherwise noted: . SAT OREG N rt,:)Q 1.Builder and erection contractor Mould be advised of ail General Notes 1.This design Is based only upon Cl parameters shown and is for en Individual (� P� and Wafnin before canetrudlon commence.. building component.Applicability of design parametere and proper ��O`A�� Truss: F 1 w incorporation of campnnent is the responsibility of the building designer. �/ z.gag compression web bracing moat a installed where erlown.. 2.Design assumes me lop and bottom chards la be laterally braced al (1 3.Additional temporal,bracing to Insure stability during construction z c.c.and at l0'o.c.respectively unless braced throughout their length by V p. u E Is the responsibility of the erector.Addelonal pernment br.drg of continuous sheathing such as plywood eheathing(TC)and/or drywaNO3C). 11 DATE: 7/15/2016 the overall structure is the reapon.tblty of the building designer. 3.Installationiorng lateral bracing race gremlheihed where shorn, 4.No road should be applied to cry component unto aver all bracing and 5.4. gn assomes trussbis sthe Sr.eo b used m.nese o is evader. nth SEQ.: K218 2 3 2 9 fasteners aro complete and at no ants should any fosse greater thanand are for•dry condition"of use. TRANS ID: LINK deeign loads be applied to any component. 8.Design ssstimesNRbearintat uee pportsshown.Shimorwedge il EXPIRES:06/30/2017 • 5.comae!.has no control over and assumes no responsibility for the ne.19,,assumes July 18,2016 fSilo design handling.shipment and Installation of components. 7.Design assumes a tequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of buss,and placed so their center TPBWTCA In BC5I,copies of which vet be furnished upon request. Ones coincide with joke center lines. 5.Digits brdioste ales of plate at Inches. MITek USA Inc./CompuTrus Software 7.6.7(1L)-E II.For beak connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2012 MAX MEMBER FORCES 07R/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-21) 24 3-5=(-117) 88 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-56) 34 WEBS: 2x4 ROOF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -49/ 339V -13/ 99H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -22/ 153V 0/ OH 5.50" 0.24 KDDF ( 625) *` For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQ.IREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTNM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 3-03-12 0-03-12 MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" ,r " f ,, MAX BC PANEL TL DEFL = -0.009" @ 1'- 10.6" Allowed = 0.157" 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" 9.00 [7 MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, 4 End vertical 3 (s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Lia--- o 0 0 0 1 0ti , 01 0 • 2 S M-3x4 M-1.5x3 l . l 3-03-12 0-03-12 1 l y 1-00 3-07-04 txtl �<0 �NGI N EL- /d2 �� 870 2PE 9<' • • JOB NAME : RT ENGLISH 6 PLEX - E2 Scale: 0.6296 GENERAL NOTES, unless otherntee noted: s WARNINGandS: � OREGO et,Q4// I.Builder ran s bets,contractor should be ncelae�gf all General Notes 1.Thisdesignee Is based only upon the parameters parameters came shown and Ip by an Individual -9 An Truss: E2 and wend pe before construction commence.. building component.Applwbnay of design pa.mete e,na proper [� 2.DM compression web bradne must be installed ti'�nee a Mown*. incorporation of component Is me roaponsibNHy of the building designer. .*P Sid 1\ 3.Additional temporary bracing k Insure stability d�/mg construction 2.Design assumes the top and bottom chords to be laterally braced at L• °V/a ER Is the rosponsiblRy of the erector.Additional pemanenl bracing of 2'o.c.ash at 10'e.c.raepedNety unless braced throughout melt length by DATE: 7/15/2016 me overall structure Is the responsibility/the bdtlng designer. continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). OS /�• 1-1034‘?'03 4 ny ° g 3.2r Impact bridging or lateral bracing required where shown•s A. SEQ.: K2182330 4.No bad Mould be applied to any component tint ager all bracing and 4.Installation attires la the ere ity or the respective contractor. fasteners ere compete and at no time should an odds greater than 5.Design assumes be mea trusses are to be used In a nontonoaNe environment, TRANS ID: LINK design bads be applied to any component. and are for'dry condnbn"of use. 5.CompuTrus has no control over and assumes nogespunsibllny for the e.Design names Ng bearing at all supporta Mown.Shim or wedge II EXPIRES:06/30/2017 fabrication.handling,shipment and msial a8enoNomponenla, n..-..„. p T.Design assumes adequate aelaprovided. July 18,2016 G.This design Is furnished subject b the limitations OM forth by S.Plates shall be located on boththNoes of truss,and placed so their center TPSWTCA in BCSt,copies of which MI be furnished upon request. Ines coincide with joint center lines. Wee USA,Inc./Com uTrus Software 7.6 110-E 0.Digits Indicate site of plate in inches. P t0.For bask connector plate design values we ERR-1311.ESR.1a88(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=1 0) 71 2-6=(-137) 977 6-3=(-146) 231 BC: 2x9 KDDF #1&BTR; SPACED 29.0" O.C. 2-3=(-1322) 163 6-7=(-171) 1108 3-7=(-330) 186 2x6 KDDF #1&BTR B1 3-4=( -925) 152 7-8=1 -55) 85 7-9=( -18) 691 WEBS: 2x9 KDDF STAND; LOADING 4-5=( -912) 198 7-5=1 -64) 602 2x6 ROOF #2 A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-637) 178 DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -172/ 1210V -130/ 17791 5.50" 1.99 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 544.0 LBS @ 2'- 3.5" 13'- 4.5" -92/ 668V 0/ OH 9.00" 0.45 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.014" @ 7'- 10.7" Allowed = 0.919" 7-10-12 5-05-12 MAX TL CREEP DEFL = -0.041" @ 7'- 10.7" Allowed = 0.629" 'l' '1 1' MAX HORIZ. LL DEFL = -0.019" @ 13'- 1.7" 3-00-08 A 4-10-04 5-05-12 MAX HORIZ. TL DEFL = 0.029" @ 13'- 1.7" I . f 12 12 IIM-4x9 9.00 17 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 4 ./�( Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, NJ (All Heights), Enclosed, Cat.2, Exp•B, mweRS(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. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by M-3X9111111 Project Engineer or qualified building designer 3 %=69 M-3x9 for lateral load and lateral stability. M-5x8 0 1 0 o Alp ll 1 d r o - 6 o .x4 M-7x8 M-1.5x3 , 6.00 6.00 I .. 12 12 y is94# y y 2-09 Y 5-01-12 5-05-12 y1-00y 7-10-12 y 5-00-04 0-05-08 `tLQ+E� PR0FFss y 13-04-08 y ,Lc �lyGLNE�- /O19 870 ZPE t JOB NAME : RT ENGLISH 6 PLEX - G1 Scale: 0.2839 2 'a) CV WARNINGS: GENERAL NOTES, uNess otherwise rated: 7 (cS f Aj 1.Binder and erection contractor should be advised of al General Nates 1.This design a based only upon the parameters shown and la for an individual 7 A O R EG O tis Qlv Truss: G1 and Warnings before congrvdion cummenaa. building component.Applicability of design parameters and proper �/y� 2.2a4 eeeprebon web bracing must be Installed whore shown 0. incorporation ler component Is the reeponsibABY of the building designer. /('8 �/�[s c�] '`l �� 3.Additional temporary bracing to Insure daddy during construction 2.Design and at IN the top eat bottom charts to be laterally braced et l.O OO c{1 Is the roapomlhipty of Ms erector.AddBPnsi permanent bracing I 2'c.c.and at 10'o.e.reapactNety unless braced throughout their length by see. C1 ng o continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). .4• Ll E. DATE: 7/15/2016 the overall dructure Is Me reeponslb88y of the building designer. 3.2i!mead bridging or lateral bracing requked where shown** I�7 SEQ.: K2 18 2 3 3 1 4.No load ehouid be applied to any component until after all bracing and 4 Installation of trues is the reapenaMNty eft/respective contractor. fasteners ere complete and at no time should any bads greater than 8.Design assumes trusses are to be used In a non-corro°we environment, TRANS ID: LINK design pada be applied to eny component. end are!or'dty onndi8en"a!use. 5.compuTrus hes no control over and assumes no responsibility for the 8.De sign assumes Ng bearing at all supporta shown.Shim ler wedge n EXPIRES: 06/30/2017 ryp abs ,handling,shipment and aNalanon of components. 7.Design assumes adequate drainage Is provided. July 1 8,2016 8.This design I.furnished subJed to the!Imitations set forth by 8.Plates shall be Parted on both faces of imus,and paced so their center TPWRCA in BCSI,copies of which wilt be furnished upon request. Anes coindde with Joint center linea. 9.Digits indicate sire or plate in Inches. MITek USA Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basis 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 10'- 11.5" TC: 2x9 KDDF N1&BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x9 KDDF $1.6BTR LOAD DURATION INCREASE = 1.15 L-2=( -9) 120 6-7=(-211) 220 6-2=(-639) 177 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2-3=(-575) 112 7-8=( -60) 83 2-7=( -38) 343 2x6 KDDF #2 A LOADING 3-4=(-575) 131 7-3=( 0) 290 LL( 05.0)+DL( 10.0) ON TOP CHORD = 35.0 POE' 4-5=( -9) 120 7-9=( -38) 388 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 4-8=(-639) 232 BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: .13.5" 13.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -78/ 670V -185/ 185H 4.00" 0.45 KDDF (1485) 10'- 11.5" -78/ 670V 0/ OH 4.00" 0.45 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQU„REMENTS OF I8C 2012 AND IRC 2012 NOT BEING MET. BOTT�t CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND kDTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 29 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.075" MAX TL CREEP DEFL = -0.003" @ -1'- 1.5" Allowed = 0.113" 5-05-12 5-05-12 MAX LL DEFL = -0.002" @ 12'- 1.0" Allowed = 0.075" ,r MAX TL CREEP DEFL = -0.003" @ 12'- 1.0" Allowed = 0.113" 12 12 MAX TC PANEL LL DEFL = 0.058" @ 3'- 1.4" Allowed = 0.386" 9.00 IIsi-4X9 MAX TC PANEL TL DEFL = 0.152" @ 3'- 1.4" Allowed = 0.580" Q 9.00 4,Q" MAX HORIZ. LL DEFL = 0.008" @ 10'- 8.8" 3 4' MAX HORIZ. TL DEFL = 0.015" @ 10'- 8.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x9 Z - - y Note: Legdown not checked for any lateral loads. /- 7 The design shall be reviewed and approved by M-5X8 �� -/ Project Engineer or qualified building designer for lateral load and lateral stability. 0 0 ti '-1 A o A , o N f 6 �i, M-1.5x3 M-1.5x3 ** Q 6.00 6.00 12 12 ..1, ,1 l .1. ,L 1-01-08 5-05-12 5-05-12 1-01-08 10-11-0‘, y �.<(, G N QFFs6) c�� ,N FR 0.2. 87022PE 9c' JOB NAME : RT ENGLISH 6 PLEX - F2 Scale: 0.3506 N WARNINGS: GENERAL NOTES, unless otherwise noted: N t,Balder and erection contractor should be advlsstl Nell General Notes Truss: F2 and germines before construction commences. 1 This hiesign Is basad only upon the parameters Mown end is for an individual -i �'4)„ OR EG N I, (./ building component Applicability of&elm parameters and proper 2.2x4 compression web bradrp must be Installed Mere shown x. Incorporation of component la the roaponstblNty of the building tleelgner. 10 A ` 3.Additional temporary bredng to Insure stability du0q construction 2.Design assumes the lop and bottom chords to be laterally breed at �‘...",("1 F/Lje C p '`l ��,y� is the reaponablaly of the erector.Additional peat pliant bracing of 2'o.c,and at 1a'a.c.rospedNely unless braced throughout melt length by O C f1 DATE: 7/15/2016 me overall structure Is thereepnnsib bullring continuous sheathing such as plywoodMealhing(TC)and/ordrywall(BC). S A. HO; AHy of the but g 3.2x Impact bridging or later.'brining required where shown*♦ e.l SEQ. : K2182332 4.No load should be applied to any component mark ner all bracing end 4.Installation of trues Is the responsibility of the respedHe contractor. fasteners are complete and at no time should any Pads greeter than 5.Design assumes trusses are to be used In a non.osrrosfe environment, TRANS ID: LINK design loads be applied to any component, and are for•dry condition"of use. 5.CempuTrus has no control over and assumes no�Ssponsibg8y ler the 8.Design assumes NN bearing at Cl supporta shown.Shim or Wedge 11 fabrication,hendting,shipment and Installation of Nmpenente. ry lap O CEXPIRES:06/30/2017 6.This design Is furnished ambled to the limitations art form by 7 Design assumes adequate drainage le nnies,provided. July 1 V,GO V TP WVTCA m BC31,copies8.Plates shall be located on both faces of truss,and placed so their center of which will be Nmlsidd upon request. Anes coheide with Joint center lives. MITek USA,Inc./COmpuTN6 Software 7.6.t 11_)-E 10.For 9. b Indicate size of plate In Inches. basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFI#A4IONS 1-2=( 0) 72 2-6=(-242) 596 3-6=(-218) 162 TC: 2x9 KDDF #14BTR LOAD DUSPTIED I24R0ASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-804) 169 6-7=(-277) 679 3-7=(-208) 196 3-9=(-781) 186 7-8=( -56) 83 7-4=( -62) 959 WEBS: 2x4 KDDF STAND; 2x6 KDDF #2 A LOADING 9-5=(-760) 191 7-5=( -64) 492 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF 5-8=(-555) 201 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -94/ 745V -131/ 177H 5.50" 1.19 KDDF ( 625) OVERHANGS: 12.0" 0.0" 13'- 4.5" -92/ 590V 0/ OH 4.00" 0.90 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.014" @ 7'- 10.7" Allowed = 0.419" 7-10-12 5-05-12 MAX TL CREEP DEFL = -0.030" @ 7'- 10.7" Allowed = 0.629" 'I 5-05-12 MAX HORIZ. LL DEFL = -0.014" @ 13'- 1.7" 2-09 5-01-12 1' ,r MAX HORIZ. TL DEFL = 0.024" @ 13'- 1.7" 12 12 IIM-9X9 9.00 17 'C',1 9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 .f-.( ii Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),. load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Note: Legdown not checked for any lateral loads, The design shall be reviewed and approved by Project Engineer or qualified building designer M-3x95x�� M-3x9 for lateral load and lateral stability. 3 7 o Al 1 �� M- 8 0 I 0 I 0.1 r he'll: 4� . 0 1 M-3x9 M-5x6 M-1.5x3 .., 1 6.00 6.00 12 12 y y y y y ��Ep P R OFFS' 1-00 2-09 5-01-12 5-05-12 y y ti5� Nc t N Etc `r�0 13-09-08 �C.� R 2"P. " 87022PE r' JOB NAME : RT ENGLISH 6 PLEX - G2 Scale: 0.3155 (1) cv NI.adder GENERAL NOTI b uMaupotherwise par noted: -[1 DoT OREGON rs 41+ I.enlister and erectionm,coMramd should r be advhed of sig General Notes 1.buil design Is based only upon thee parameters ar shown and Ip for r Individual a FMB E R ��' \O True s G2 a�Nlamings eeroro conarudron wmmencea. building component.A neat Is of dsponsi parameters and proper 2,2s4 compression Mab bracing must be inststlatl where shorn+. Design assnincorporatIoof component la the m chords of the ally braced designer. A , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced al O� \�^ is the responsibility of the erector.Addkional permanent bracing f r continuous and at 1 iy a.c.such as ply wood s braced(TC)sn ff drYeir il03 by Al" �! kN pe 9 a continuous Meaning such as plywood s braced t rou and/or dryweg(th b /� G DATE: 7/15/2016 the overall structure is the responslbNBy of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S E K 3 4.No load should be applied to any component until after all bracing and 4.Inatagatbn of trues is the roponsibglty of the respective contester.Q•. 218 2 3 3 fasteners are complete and at no time should any roads greater than 5.Design assumes bosses are to be used in a noncorrosive environment, design loads be applied to any component. and era for"dryfull b condition"of use. TRANS ID: LINK 6.DeagnsasumeeNtlbeadngateUsupponsshown.Shin erwedge It EXPIRES:06/30/2017 5.compuTrus has no control over.nd a+pules no reeponslbnny for me necessary, fabrication.handling.shipment end instalanon or components. 7.Design assumes adequate drainage is provided. July 18,2016 6.Thio design is furnished cabled to the limitations set forth by B.Plates shall be located on both faces°thus.,and placed so their center TPINJIGA in SCSI,copies at which colli be Welshed upon request. Diitndetsizh l oint center lines. g Digits isee e of plate in Inches. MITek USA Inc.ICompuTrus Software 7.6.7(10-E 10.For basic connector plate design values boa ESR-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=(-576) 145 4-5=(-183) 188 9-1=(-957) 163 5-3=( -42) 375 BC: 2x9 KDDF #1&BTR SPACED 24.0" D.C. 2-3=(-576) 169 5-6=( -57) 81 1-5=( -39) 395 3-6=(-457) 187 WEBS: 2x4 KDDF STAND; 5-2=( -6) 290 2x6 KDDF #2 A LOADING LL( 2°.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF 0'- 0.0" -75/ 995V -160/ 160H 4.00" 0.33 KDDF (1485) 10'- 11.5" -75/ 995V 0/ OH 9.00" 0.33 KDDF (1485) LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans LIMITND STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUISEMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. TOND. 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/360, TL=L/240 I AND BbTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.065" @ 8'- 0.4" Allowed = 0.386" MAX TC PANEL TL DEFL = 0.050" @ 2'- 11.1" Allowed = 0.580" MAX HORIZ. LL DEFL = 0.008" @ 10'- 8.8" MAX HORIZ. TL DEFL = 0.015" @ 10'- 8.8" 5-05-12 5-05-12 T T 1' 12 12 Design conforms to main windforce-resisting II M-4x4 system and components and cladding criteria. 9.00 17 N9.00 4.0" Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 ,#-,y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i p load duration factor=1.6, �I End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1 Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer for lateral load and lateral stability. M-3x4 Mf M-3x4 s M-5x8 0 0 H ti o A A o 1 1 N N 4 Q Q 6 -/ M-1.5x3 M-1.5x3 ..el 6.00 6.00 12 12 1 1 , 1 5-05-12 5-05-12 1 10-11-08 1 `c0< ...4G N �`Vo ,,_-.4 -Y-_,.....7i'9 87022P; v JOB NAME : RT ENGLISH 6 PLEX - F3 Scale: 0.3515 •7'II ^ WARNINGS: GENERAL NOTES, unless otherwise noted: `,- 9(6.V. ,'• I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end h for an individual 7 ' OR G O N "VO O4/� Truss: F3 and seeming•before conehudwn commences building component.Applicability of design parameters and proper vA 2.2s4 compression web bracing mug be install.LWhere shown e. Incorporation or component Is the responsibility of the building designer. I^ ��g .`` �.y 3.Addison.;temporary bracing to Insure slabiRy ring construction 2 Design assumes the lop en bottom cho...braced to be laterally braced al 1.• �` Is the responsibiAty of the erector.Additional p manent bracing of Y Deco and at IP Deco respectively union braced throughout their length by DATE; 7/15/2016 the overen.B cure la the responsibility rine lathe designer. Se Impact such.•plvwood.h.atmng(r ehean)and/or dryw.u(BC). S A• u�pl� • epon ity o 3.28 Impact bridging Sror lateral bracing required where shown.. !i SEQ.: K218 2 3 3 4 4.No load should be applied to any component uili after all bracing and 4.Installation of con Is the responsibility of respective contractor. fasteners are complete and at no time should ay beds greater than 5.Design assumes tresses are to be used M.noncunoerve environment, TRANS ID: LINK design wads be applied to any component. end are for dry condition^of use. • 6.Design assumes NA bearing at al supportsM n awn.Shim orwedge if EXPIRES: 06/30/2017 6.CompuTrus has no control over and assumes re•pongmuty for the nec....rv. p fabrication,handling,ehipment end Installation I:fcomponent.. 7.Design assumes adequate drainage is provided. July 18,2016 5.This design is furnished subject to the emltatwl/set forth by S.Plates shag be located on both faces of trues,and placed so their center TPWVTCA in SCSI,copies of which MMA be!unfired upon request. linea coincide 04th(vIM center lines. es MITek USA,Inc./Com uTrus Software 7A.71L E D Digits Indicate pl tedesign values P 4 ( )' 7.Dor basic cafe Pm of plate design values sue ESP-1311,E6R•1885(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 6=(-399) 635 3- 6=(-266) 238 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-802) 158 6- 7=(-449) 711 3- 7=(-211) 195 3- 4=(-806) 230 7- 8=(-121) 159 4- 7=( 0) 175 WEBS: 2x4 KDDF STAND; 2x6 KDDF 02 A LOADING 4- 5=(-559) 245 7- 5=(-357) 633 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 8=(-597) 289 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) --- LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -94/ 745V -114/ 228H 5.50" 1.19 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 13'- 4.5" -92/ 589V 0/ OH 4.00" 0.40 KDDF (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" 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/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX LL DEFL = 0.026" @ B'- 0.0" Allowed = 0.419" 7-11-11 5-04-13 MAX TL CREEP DEFL = -0.044" @ 8'- 0.0" Allowed = 0.629" 2-09 5-02-11 5-04-13 MAX HORIZ. LL DEFL = -0.019" @ 13'- 1.7" f f f ,r MAX HORIZ. TL DEFL = 0.023" @ 13'- 1.7" 12 M-4x6 9.00 M-3x4 Design conforms to main windforce-resisting 9 system and components and cladding criteria. 5 -/ a� Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, I co (All Heights), :::1::::,1::td.s2, Exp.B, MWFRS(Dir),load duration fo6, End vertical(s) eosto wind, Trussdesigned in the plane of the truss only. Note: Legdown not checked for any lateral loads. o The design shall be reviewed and approved by M-3x9 ti Project Engineer or qualified building designer �� 1 for lateral load and lateral stability. 7 N P M-5x10 Aciao ...... 6 O M-3x9 M-5x6 M-1.5x3 .G16.00 6.00 P. 12 12 ),1-00 y 2-09 y 5-01-12 y 5-05-12 y �Ep P R°pet, l y 13-04-08 � NG XE . ER 01,Q 870 2PE JOB NAME : RT ENGLISH 6 PLEX - G3 Scale: 0.3252 WARNINGS: GENERAL NOTES, unless atharwlwnoted: -V \`A-), OREG N cj�447 1.Builder and erection comredor Mould be aMlaed of al General Nolen 1.This design b bawd only upon the parameters shown and is for an individual 1A Truss: G3 end Wan rags before construction commences. bonding component Applicability of design parameter.end proper �� S�� ` 2.2x4 wmpremion web bracing moat be Installed where shown*. incorporation of component M the responsibility of the building designer. ` w`l 3.Addtlbrol temporary bracing to Insure Mobility during wnstmctbn 2.Design assumes the tap and bottom chorda to be laterally braced at O N la the responsibll /the Broder.Additional permanent bracing of 2'o.c.end al 10'o.c.rospectNely unless braced throughout their length by S IY o continuous sheathing each es plywood sheathing(TC)and/or drywal(BC). A• 1.1 `, DATE: 7/15/2016 the overall structure is the raaponslbAtty of the building designer. 3.2x impact Ridging or lateral bracing required where Mown** �R SEQ.: K2 18 2 3 3 5 4.No load should be applied to any component until after all bracing and 4.Io.1 Kation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes thaws are to be used In.nonconosta environment, TRANS ID: LINK design lads be applied to any component. and Cr.for dry conditionof use, 5.CompuTrus has no control over and sseumes no responsibility for the 8.Designnece�aseumes NI bearing Cl all supports Mourn.Shim or wedge 1f EXPIRES:06/30/2017 ep c fabrialbn,handling. das. shipment and Installation of components. 7.Design assume.adequate drainage is provided. July 18,2016 8.This design la furnished subject to the limitations set forth by R.Plates shall be located on both faces of thea,and placed so their center TPVWTCA in SCSI.copies of which will be furnished upon request linea colndde oath joint center lines. 9.Digits Indkate size of Mote in Inches. Mack USA,Ino.JCompuTrus Software 7,6.7(11)-6 10.For basic connector plate design values see ESR-1311,ESR-1SS8(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1bBTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 120 6-7=(-2244) 6-2=( ) BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. (- ) 2272 1591 653 WEBS: 2x4 KDDF STAND; 2-3=(-1752) 1397 7-8=(-2294) 2272 2-7=(-1599) 1854 2x6 KDDF #2 A 3-9=(-1752) 1397 7-3=(-1018) 1266 LOADING 4-5=( -9) 120 7-4=(-1599) 1854 LL( ;5.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 4-8=( -961) 653 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" 13.5" LL = 25 POP Ground Snow (Pg) 0'- 0.0" -599/ 981V -2000/ 2000H 4.00" 0.66 KDDF (1485) 10'- 11.5" -599/ 981V -2000/ 20000 4.00" 0.66 KDDF (1485) LIMIIED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ". For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND AOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.075" MAX TL CREEP DEFL = -0.003" @ -1'- 1.5" Allowed = 0.113" MAX LL DEFL = -0.002" @ 12'- 1.0" Allowed = 0.075" 5-05-12 5-05-12 f fMAX TL CREEP DEFL = -0.003" @ 12'- 1.0" Allowed = 0.113" MAX TC PANEL LL DEFL = 0.058" @ 3'- 1.4" Allowed = 0.386" 12 12 MAX TC PANEL TL DEFL = 0.152" @ 3'- 1.4" Allowed = 0.580" M-4x4 9.00 17 sC.-,19.00 MAX HORIZ. LL DEFL = 0,049" @ 10'- 8.8" 4.0" 3 ,t,/ MAX HORIZ. TL DEFL = 0.056" @ 10'- 8.8" ICOND. 3: 2000.00 LBS SEISMIC LOAD. 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 ,.Pal- 2 7 4 M-3x5 f '40. Note: Legdown not checked for any lateral loads. M-5xE Q. The design shall be reviewed and approved by Project Engineer or qualified building designer o p for lateral load and lateral stability. I ti I o A A ti 0 N N f 6 p0. * 3 -i +* +* M-3x4 M-3x4 Q 6.00 6.00 12 12 1 1 la y 1 l 1-01-081 5-05-12 5-05-12 1-01-08 Ep P R of 10-11-08 l �<c 0.� G,INEr�uito �' 87022P; 9c~ JOB NAME : RT ENGLISH 6 PLEX - FDRAG Scale: 0.3506 ' 4 - CV WARNINGS: GENERAL NOTES, unbsaotherwhe noted: 17 VCN a... A Truss: FDRAG 1.Builder and erection oomndor should be edviewl of al General Notes 1.This design is based only upon the parameters shown and is for an individual 7 A� OR GO N q, �/ and Warnings before construction commences building component.Applicability of design perimeters end proper A �Q 2.2x4 compression web bredng must be install.Where shown+. .pore component la the roaponsiblky of the building designer. 3.Additional temporary bracing to Insure stability Ming construction 2.Design aswmee the top and bottom chores to be laterally braced at �'V/e 1 le the responsibility of the erector.Additional permanent bracing of T o.c.and at td o.c.reapecis ply unless braced throughout their langur by DATE: 7/15/2016 the overall Mrudure is the responsibility Orme Riding designer. continuous sheathing such as ppwood sheathing(TC)and/or dryw.u(BC). 0OS A• u c.�\ 3.Dt Impact bridging or iteral bracing required where Mown++ f-7 G SEQ.: K218 2 3 3 6 4.No bad should be applied to any component udll eller all bracing and 4.Installation of truss 4 the responsibility of the respedNe contractor. fastens are complete and at no time should a W loads greater than 5.Design assumes rams ere to be used in a nomconoshe environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assuumes rF responsibility for the 6.Dastgn assumes NII bearing at al supports Mown.Shim or wedge If EXPIRES:06/30/2017 fabrication,handling,shipment sod irradiation components. 7.Design rammer', adequate drainage is provided. July 18,2016 6.This design Is furnished subject to the limitation*set form by B.Plates shag be located on both faces of Imes,and placed so their center TPIA TCA in BOSI,copies of which coil be Nm Wed upon request. lines coindde with joint center lines. 9.Digits indicate We of plata in inches. MiTek USA,Inc./CompuTrus Software 7..7(1L)_E 18.For basic connector plate design values see ENR-1311,ESR-71188(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2- 7=(-403) 660 3- 7=(-278) 240 SPACED 24.0" O.C. 2- 3=(-802) 181 7- 8=(-453) 739 3- 8=(-180) 166 WE: 2x4 KDDF STAND; 3- 4=(-806) 298 8- 9=(-119) 156 4- 8=( 0) 175 WEBS: 2x6 KDDF STAND; 4- 5=( 0) 0 8- 6=(-404) 675 2x6 KDDF #2 A LONDIOG LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-559) 287 6- 9=(-597) 337 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PIF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -A-- NOTE: 0'- 0.0" -103/ 745V -114/ 229H 5.50" 1.19 KDDF ( 625) L T4 BRACING AT E9SGC TOS. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE RBCS NOT APPLY DUE TO THE SPATIAL 13'- 4.5" -94/ 589V 0/ OH 4.00" 0.40 KDDF (1485) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" .. For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 9-11-11 3-04-13 MAX LL DEFL = 0.032" @ 8'- 0.0" Allowed = 0.419" 1' 1' '1 MAX TL CREEP DEFL= -0.044" @ 8'- 0.0" Allowed = 0.629" 2-09 5-00-11 2-02 3-04-13 MAX HO RI Z. LL DEFL = -0.020" @ 13'- 1.7" f fMAX HORIZ. TL DEFL = 0.024" @ 13'- 1.7" 8-00 1' ' Design conforms to main windforce-resisting S system and components and cladding criteria. 12 9.00 7 Wind: 140 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 6 x4 4 M- End vertical(s) are exposed to wind, i 6 -/ Truss designed for wind loads iiiiiiiiM",.. .00000000010. in the plane of the truss only. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer for lateral load and lateral stability. 0 I M-3x9 l� ti 3 al I 1111111111111111410111111111110110444044040% '4 1 7 i M-1.5x3 M-3x4 M-5x6 0 4 6.00 6.00 12 12 y )' y y y 2-09 5-01-12 5-05-12 e...90 P R OFF l l ` ENGINEL- St S) 13-04-08 ,F...? � � 870 2PE � JOB NAME : RT ENGLISH 6 PLEX - G4 Scale: 0.2728 Ir. \ CV A. N WARNINGS: GENERAL design uMauponhhndse paras parameters -e'7 .' OREG N q, Q4U 1.BuNder Winn s bete,contractee ehoub be advised of all General Notes 1.buibuilding o is n end only pl caon the p wage ar sewn and Is op an Individual �� A Truss: G 4 and Warnings babes consbucllon commends Incorporation component.Applicability of design parameters of en building proper 2.2x4 compression web bradnp must be Installed where shown s. Design ami of component Is the responsibility chords of the alb bra designer. 3.Additional temporary bracing to Insure stability during constmetbn 2.Design amines the top and bottom choMs tc be laleroly braced et O \4‘1.' by Is the responsibility of the erector.Additional permanent brechg of 2'continuous and N t0'o.chin rsuch as ply unless braced(FC)a d/they booth). S HE p` os.an sheathing such 86 plywood Meaced throu and/or tlrylength). DATE' 7/15/2016 the overall structure Is the respaneMAtty of the building designer. 3.2x Impact badging or biers!bracing required where shown++ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the rsspedive contractor. SEQ. K218 2 3 3 7 fastenersare compete and at no time should any bads greeter has 5.Design mums trusses are to be used Ina non-corrosNs environment, design bads be applied to any component. end are for"dry condition"of use. TRANS ID• LINK 8.Desgnassumes fulbeatingatall supports shown.Shim orwedge if EXPIRES:06/30/2017 S.CompuTrva hen no control over end assumes no responsibility for the naceenry. p Q fabrkatbn,handling.shipment end Installation of components. 7.Design assumes adequate drainage Is prodded. July 1$,2016 6.Then design Is fumished subject to the(imitations set forth by 8.Mates shat be located on both faces of buss and placed so their center TP9WTCA In SCSI.copies of which will be furnished upon request. 9.IneDies linecoincide center size of peen nlines. MiTek USA,Ino./CompuTfun Software 7.6.7)1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DD£/Cq=1.00 TC: 2x9 RUDE' #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 7=(-387) 673 3- 7=(-284) 232 BC: 2x9 ROOF #1&BTR SPACED 29.0" O.C. 2- 3=(-802) 199 7- 8- (- ) WEBS: 2x9 KDDF STAND; =(-936) 753 3- 8= 165 150 2x6 KDDF #2 A 3- 9=(-806) 313 8- 9=(-116) 159 4- 8=( 0) 175 LOADING 4- 5=( 0) 0 8- 6=(-910) 705 LL( a i.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-569) 295 6- 9=(-547) 900 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 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"00 DON. FOR 0'- 0.0" -119/ 745V -115/ 230H 5.50" 1.19 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMIITD STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 4.5" -153/ 589V 0/ OH 4.00" 0.40 KDDF (1485) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTC>Q CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-7 psf) uplift at 24 "ow spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 M-1.5x9 or equal at non-structural MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" vertical members (uon). 11-11-11 1-04-13 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.038" @ 8'- 0.0" Allowed = 0.419" ** For hanger specs. - S2e proved plans 5-00-11 4-;2 1-04-13 MAX TL CREEP DEFL = -0.044" @ 8'- 0.0" Allowed = 0.629" - .( T MAX HORIZ. LL DEFL = -0.021" @ 13'- 1.7" MAX HORIZ. TL DEFL = 0.025" @ 13'- 1.7" 8-00 12 5 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 7 Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-4x6 Truss designed for wind loads M-3x4 in the plane of the truss only. 0' 1 6 Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer for lateral load and lateral stability. co 0 M-3x9 A .1 3 y 1 B N '� M-5x10 c. o n '=49!� ,g 7 o M-3x4 M-5x6 M-1.5x3 ** ,Q 6.00 6.00 N, 12 12 l y l l l s\ , P R 04-,s 1-00 2-09 5-01-12 5-05-12 y ). h 13-04-08 ,F., 04 F'T /12 `�- 870 2PE 9r JOB NAME : RT ENGLISH 6 PLEX - G5 Scale; 0.2429 (../) CV +CV wla WARNINGS: GENERAL NOTES, unless othere noted: Truss: G51and Wambrgs before conetrudlon commencesBuilder and erection contractor should be N l of all General Nates building Thls component.Appllcebiny of design paramn 4 based onA upon the parameters heters and proper individual �A�.,OR EGO cf,3 AU 2.Til compression web bracing mug be Iaislisd{ahere shown+. Incorporation of component Is the responsibiny of the building designer. t„SER +!` 3.Addnlonal temporary bracing to Insure stablilty 461ng consruaion 2 Design assumes me top end bottom drorda to be laterally braced at 'y/ la the reeponstblEy of the erector.Additional pel'anent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by g DATE: 7/15/2016 the overall structure is the responsibility continuous sheathing such as plywood required sheathing(TC)and/or drywal(BC). Or, u!��P eponslbiny or the WMmg designer. 3.In Impact bridging or isleral bracing where shown*+ V I-IL. SEQ.: K2182338 4.No bad should be applied o any component for after all bracing and 4.Installation of buss Ia the responsibility of the respective contractor. fasteners are compete and at no time should aril loads greater then 5.Design assumes hisses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. end are for"dry condition"or use. 5.Cmnpulrus las no control over and assumes n,responsibility for the 6.Design assumes NI bearing at an supports Mown.Shim or wedge If EXPIRES:06/30/2017 fabrication.handling,shipment and Installation*components 7.Usage see umes s provided. 6.This design Ie furnished subject o theIlmltaticn:Mt forth by 8.Plates shal be located equate drainage i ed on both faces of truss,and placed w their center July 18,2016 TPINJFCA in SCSI,copies of which all be Nei Med upon request. linea colnade with Joint center lines. MlTek USA,Inc./Cam uTrus Software 7. 7(11_)-E 9.Digits indicate size of plate in Inches. P 470.For basic connector piste design values we ESR-1311,ESR-1968(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-11-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4630) 732 1- 6=(-694) 3554 6- 2=( -402) 2816 4- 9=(-4788) 844 BC: 2x8 KDDF #16.BTR 2- 3=(-2080) 414 6- 7=(-688) 3520 2- 7=(-2532) 520 9- 5=( -94) 30 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-1560) 368 7- 8=(-240) 982 7- 3=7 -190) 920 2x8 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=( -156) 194 8- 9=(-240) 982 7- 4=( -556) 3144 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 4=( -258) 1512 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)- 445.6 PLF 0'- 0.0" TO 15'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"0C. UON. @@ADDL: BC CONC LL+DL= 2090.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) __ 0'- 0.0" -682/ 4286V -169/ 332H 5.50" 6.86 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1003/ 5775V 0/ OH 5.50" 9.24 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I ._.,r ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.038" @ 6'- 2.4" Allowed = 0.485" Attach 2 ply with 3"x.131 DIA GUN OTHERS TO APPLY HANGER BY nails staggered: @© MAX TL CREEP DEFL = -0.097" @ 6'- 2.9" Allowed = 0.727. fin/ 9" oc in 2 row(s) throughout 2x4 top chords, �xvx� 9" oc in 3 row(s) throughout 2x8 bottom chords, MAX HORIZ. LL DEFL = 0.007" @ 15'- 2.0" 9" oc in 1 row(s) throughout 2x4 webs. CONC.LOAD(S)EQUALLY TO ALL MEMBERS. MAX HORIZ. TL DEFL = 0.013" @ 15'- 2.0" 12-00-11 3-04-13 6-04-03 5-06-08 1-05-09 2-01-04 Design conforms to main windforce-resisting 1' , 1. 1 1' system and components and cladding criteria. 12 Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 9.00V. 3 -:14-8x8 M-1.5x3 load duration factor=l.6, 411 End vertical(s) are exposed to wind, .02//iM Truss designed for wind loads in the plane of the truss only. ll , 1 M-3x6 411*111 1 rn M-5x16 4r o 0 Y y� �� EM 0 1 6 7 8 I M-3x10 M-8x10 0 M-4x12 -M-4x4 y 6-02-07 y 5-06=08 1-07-05 )1,2090# ��` NG N�n t�r y 15-05-08 �� g7022PE 2-7 JOB NAME : RT ENGLISH 6 PLEX - GGIRD Scale: 0.2357 g. Ncv S,o VI Builder O.This design unless upanhnsise param to -sem T OREG N fro �N 1.an W.ntl s before contractor nstrud should be advised of all General Holes I.This building co p based only upon the parameters ar shown and Is toper individual 7 Truss: GGIRD and thandne. cod ruction oaemenoee. bcuamg component.Applicability of design parameters end proper �� ',14$ ,� P�Q 2.2s4 compression web brodng must be installed where shown.. Design assuincomoretionmes or component an Is the macho dstily of bunting designer. ER 3.Additional temporary bracing b inure W NIAy during construction 2 Design aewmes the top and bosom chords to be laterally braced at O ` Is Aro responsibility of me erector.Atltlttbnal M bracing al 2 o.c.and H 10'o.c.rospectNety unless Meced througM1OM IMir lanelh by S permane continuous sheathing such as plywood sheathing(TC)5.odor drywsil(BE). .4. HE DATE: 7/15/2016 the overall mudure Is the responsibility of the building designer. 3.2s Impact bndgbg or Neral bracing required where shown.t S E 4.No bad should be applied to any component until alter all bradng and a.I tauetion oftruss is the responsibility o7the respedme contractor. Q• K218 2 3 3 9 fasteners are compete end at no time should any bads greater than 5.Dealers assumes trusses are to be used Ina noncorrosive environment. and are for'dry condttbn.of use. TRANS I D: LINK design loads be applied to any cemponant5.campuTrus has no control over and assumes no responsibility forme 8.Design�nwmes MI bearing et all supports shown.Shim or wedge If EXPIRES:06/30/2017 ry radiation,handling,shipment and mdall.eon of components. 7.Design assumes adequate drainage 1a prodded. July 1 S,2016 8.This design N furnished cabled to the limitations set forth by H.Plates shall be located an both faces of truss,and placed so their center TP WJTCA In SCSI,copies of which 4111 be furnished upon request. lines coincide with Joint center lines. B.Digits Indioste sire al plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L7-E to.For basic connector plate deelgn values see ESR-1371,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-04-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1aBTR .GAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2196) 306 1-6=(-357) 1631 6-2=( -131) 1069 BC: 2x6 KDDF #1&BTR 2-3=(-1195) 216 6-7=(-355) 1612 2-7=( -973) 220 WEBS: 2x4 KDDF STAND; LOADING 3-4=( -221) 252 7-8=(-212) 836 7-3=( -283) 1768 2x4 KDDF #16BTR A LL = 25 PSF Ground Snow (Pg) 4-5=( 0) 0 3-8=(-1616) 342 TC UNIF LL( 50 3)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-9=( -234) 193 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 142 2)+DL( 133.8)= 275.9 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMI-40 STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQU'9EMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -303/ 2090V -169/ 334H 5.50" 3.34 KDDF ( 625) Single member as shown. 12'- 1.0" -400/ 2090V 0/ OH 5.50" 3.34 KDDF ( 625) Hangers attached to the bottom chord BOTT(M CHORD CHECKED FOR lOPSF LIVE LOAD. TOP will have 1.5" max. nail penetration. AND EPTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For hanger specs. - See approved plans OND. 2: Design checked for net(-7 psf) uplift at 24 "00 spacing. 4-04-15 3-08-03 3-08-03 0-03-12 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 T f f f f MAX LL DEFL = -0.028" @ 4'- 3.2" Allowed = 0.372" 12 MAX TL CREEP DEFL = -0.063" @ 4'- 3.2" Allowed = 0.558" 9.00 M-1.5x3 S MAX HORI Z. LL DEFL = 0.007" @ 11'- 7.5" MAX HORIZ. TL DEFL = 0.012" @ 11'- 7.5" G Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 load duration factor=l.6, 3 End vertical(s) are exposed to wind, ./ Truss designed for wind loads in the plane of the truss only. up 0 +E A i 0 M-3x5 2 40 4111111111 4;+ -� r - _ I// o - vt8 -f 1 I 6 o M-5x10 M-3x6 :=M-6x4 M-6x8 11 y 1 . 4-03-03 3-06-07 9-03-07 ��p PR 0E-4-06, l l 12-01 ,.cam 0NGINE -6, /p .41 2 `r 87022PE 91-' JOB NAME : RT 'ENGLISH 6 PLEX - HGIRD Scale: 0.3131 N'^ /11 WARNINGS: GENERAL NOTES, undies othIntIse noted,: 5. s� Truss: HGIRD 1.Adds,and endbnconadorModtlbe.Nbea xelGeneral Notes This design Isbasstlonryupon the paremelereMownand afar an individual ��), GREG N t�� kid and Warnings before construction commences. building component.Applicability of design peramelen and proper 2,2X4 compression web bredng must be installed viers shown t. incorporation of component Is the responsibility of the building designer. O 3.Additional temporary bracing to Insure stability d conaructkn 2.Design assumes the top and bottom chords to be laterally braced at Or,�Ma E R �� P� Is me responsibility of the erector.Additional permanent bracing of 7 on.and at 1 O on.respectively unless braced throughout their length by DATE: 7/15/2016 the overall structure W me n continuous sheathing such as plywood aheamirp(TC)end/ar arywal(Sc). S �R� responsibility of the fou ling designer. 3.24 Impact bridging or Weird bracing required where Mown t t SEQ.: K218 2 3 4 0 4.No load should be applied to any component unit mer all bracing and 4.Installation of truss is me responsibility of the respedde contractor. fasteners are complete and at no time Mould any pads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK dadgn loads be applied to any component and are for"dry condition"of use. ytiy for the 6.De esgee scones NA bearing al all supporta Mown.Shim or vrodge It 5.CompuTrus has no control over and assumes no hsponalbEXPIRES:06/30/2017 y. hbrkallon,handling.shipment end installation of brnponema. 7.Design assumes adequate drainage is prodded S.This design is furnished subject to the limitations at forth by S.Plates shall be located on both feces of trues and placed a their center July 18 2016 TPI,TCA in SCSI,copies of which all be fumiMad upon request. Anes coincide with Joint center tins. Wel,USA,Inc./CompuTrus Software 7.6.P(7 L}E S.Digits Indkale elks o!pieta in inches. 10.For bask connector plate design values dee 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 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=1-80) 67 3-9=( -7) 3 WEBS: 2x4 KDDF STAND 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" -58/ 911V -29/ 79H 5.50" 0.66 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.40 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14-1.5x9 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (ion). ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315^ MAX TC PANEL TL DEFL = -0.079" @ 2'- 11.1" Allowed = 0.472" 5-05-04 0-03-`12 ,� I MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" 12 4.00 v Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 Wind: 190 mph, h=20.1ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (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 ill in the plane of the truss only. N -...IIIIIIIIIIIIIIIIIIIIIIIIII Lo O I N I 1 1 iliAll.1.1.1.1.1.MIMIMIIIIIII -, 2 ►15 o M-3x4 M-1.5x3 y yy 5-05-04 0-03-12 y 1 y 1-00 5-09 � Ep P R� OFe NC1NEFss N � -v c� 87022PE r" JOB NAME : RT ENGLISH 6 PLEX - I1 Sale; 0.5715 u, cv N WARNINGS: GENERAL NOTES, urdessstherwisenoted: �A ti� <U 1.Builder and erection contractor should be advised of MI General Notes 1.This design Is based only upon the parameters sitcom and s for an individual p' "0 TF.:4,:,._,...,C.OREGON ,Q Truss: I 1 and 1Mlmhgs bars,.construdion commences. building component.ApplIcabllity of design parameters and proper 2.244 compression vnb bracing must be Installed where shown•. incorporation of component is the n responsibility or the building designer. 3.AddBbnel temporary bracing to Insure stability during construction 2.Design assumes Me tap and bottom chortle to be lalerely braved at ,,Y `\ lathe responsibility or the erector.Additional permanent brecin f T o.c.and at 10 hin such as ply unless braced Ihmuph d/their langth), ,s Ei�` perms g o 2 o.c.a d t 1Ct o.ng such as plywood s braced throu and/or tlrywe 9th b H DATE: 7/15/2 016 the overall structure la the responsibility of the building designer. 3.2a!mind bridging or lateral bracing required where Mown•• SE K218 2 3 41 4.No bad should be appked to any component until after all bradng and 4.Installation of truss la the responsibility of the respective contractor. 4•• fasteners are compete and at no time should any loads greater then 5.Design aeeumea trusses ore to be used MR noncorrosive environment, Oedgn bads be applied to any component, and are for"dry condition"of use. TRANS ID: LINK 8.Design aswmes/uNbeedngaldAaupiwns shown.shim orwedge If EXPIRES:06/30/2017 5.ComWTrvshas no control over and assumes no responsibility for Me necessary. p fabrication.handling,shipment end installation or components. 7.Design assumes adequate drainage is provided. July .1 1 8,201 6 8.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of hiss,and placed so their center TPNNfCA in SCSI,espies of width wit be furnished upon request. 9.lines Indicate sizejoint pieta Inrinches. MITek USA,Inc./CornpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=1-36) 99 3-5=(-193) 127 BC: 2x9 KDDF #10BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-80) 67 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. 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/ 411V -24/ 79H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.40 KDDF ( 625) *' For hanger specs. - See approved plans LID(TED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REGVIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOT-OM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ANL BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" 5-05-04 MAX TC PANEL TL DEFL = -0.079" @ 2'- 11.1" Allowed = 0.472" " 0-03-12 '( T MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" 4.00 17- Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 Wind: 190 mph, h=20.1ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, End vertical(s) are exposed to wind, l Truss designed for wind loads in the plane of the truss only. N N 1 N ul .1 1 - r0 0 i 2 ss 5 o M-3x4 M-1.5x3 y l )' 5-05-04 0-03-12 y ' l 1-00 5-09 -fr `z 87022PE vI- JOB NAME : RT ENGLISH 6 PLEX - I2 Scale: 0.5715 N WARNINGS: y GENERAL NOTES, unless otherwise noted: V. Truss: 12 ailder and erection d Wam:ngs before conn tstruction commencesactor should be . of all General Notes bThNlding componeneign is t.Applicability billy of design parameters and proper Individual SAT OR EG N R�^kid 2.2x4 compression web bredng moat be installed Mere shown it. Inurporatbn of component la the roaponstblky of the building designer. �CI() ��I� �� '�I 3.Additional temporary bracing to Insure aebillly dS9ng construction 2.Design assumes the top and bottom chorda to be laterally braced at L 7 ,V, Is the responsibility Odle erector.Addglonal per{enent bracing of T o.e.ed al 10'o.c.reapadNely unless brand throughout their length by O� -\P DATE: 7/15/2016 the overall structure la the responsibAby dote bt ding designer. 3 continuous bridging or such as plywood ahr et Mere and/or tlrywag(BC). r Q 4.No baa should be ted to impact , gor is era/bracing required wnere shown tA. `C SEQ.: K2182342pp nycomp component 4.Designllenoftrussis heresponsibility reteheusedInsthe respective contractor. fasteners are compete and at no time should ark lads greater than 5.Design assumes trusses are a be used In a non-corrosive environment, TRANS ID: LINK design bads beapplied to any component. and arefor•drycondhbn-of use. S.CompuTrus hes no control over and assumes n,e$aponsibllity for the 8.Design assumes full bearing at all supports Mown.Shim or wedge If EXPIRES:06/30/2017 fabrication, d etion,handling,shipment ainstallation o1asmponems. 7.Design ery' assumes d. 6.This design Is furnished subject to the Ilmltatlone el form by S.Plates shal be locatediluon bothate drainage lfeces of truss, placed so their center July 18,2016 TPWyfCA In SCSI,copies of wntch will be fumllad upon request. lines coincide with joint center lines, MITek USA,Inc./ComjwTrus Software 7.6 00L}E 9.Digits Indicate size of plate In Inches. 10.For bask connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 1#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-29) 33 3-5=(-158) 109 BC: 2x9 KDDF #1913TR SPACED 29.0" O.C. 3-4=(- 6)66) 46 6 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HOBE BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -57/ 372V -19/ 61H 5.50" 0.60 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 4'- 9.0" -31/ 204V 0/ OH 5.50" 0.33 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100^ MAX TC PANEL LL DEFL = 0.025" @ 2'- 6.8" Allowed = 0.244" 4-05-04 0-03-12 MAX TC PANEL TL DEFL = -0.029" @ 2'- 5.1" Allowed = 0.366" f f "1` MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.2" 4.00 " Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 -/ load duration factor=1.6, 3 End vertical(s) axe exposed to wind, Truss designed for wind loads in the plane of the truss only. N ti 0 I ul I rn 1 -11:111111.1211 / i 2.7.-L.41 B 0 M-3x4 M-1.5x3 y l 4-05-04 0-03-12 l 1 y 1-00 4-09 ��Ep PR04.r, ,c... 0-61 �NGINEFR /e29 Cr 870 2PE <` JOB NAME : RT ENGLISH 6 PLEX - I3 Scale: 0.6038 (g‘ r N .WARNINGS:AddGENERAL NOTES, uMaupon the pae rameters t7 A� OREGO n,, A I.Bustler and erection contractor should he advised of el General Notes 1.This design is based Dory upon paramelero shovm and Is for an Individual 7 Truss: 13 and Warnings before consi udbn commences. building component A neat is ity of design parameters and proper -A�, F. E a �'� P� 2.284 compression web bracing must be Installed where sham+. Design non of component Is the m chordate of the bulking ed at designer. S.Additional temporary bracing b insure stability during construction 2 Design names the lop and bottom chorda to M Iaierely braced at O ` Is the responsibility of the erector.Additional permanent bracing of T continuous end et 1 a hino.crsuch as ply woods braced(TC)a d/their length by 61 C1 continuous Meamlrg such as plywood aheeming(TC)and/or tlrywel(BC). A. H�` DATE: 7/15/2016 me overall structure Is the respondblity of the building designer. 3.W Impact bridging or lateral bracing required where shown* 4.No bad should be applied to any component until after all bradng and 4.Installation of trues is the responsibllty of the respect.contractor. SEQ.: K218 2 3 4 3fasteners era complete and at no time should any loads greater than 5.Design assumes trussed are to be used Ina non-corrosive environment, deslgn pada be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design aasumes N8 bearing at al supports Moven.Shim or wedge if EXPIRES:06/30/2017 fabrication,handling,shipment and insalletiun of components. ry p 7.Designaoumesaded on bath)fags lasuese n edUi 18,2016 8.This design is furnished eubNd to the limitations set forth by 8.Plates anon be bated an both faces of Wad,and plead co their center TPIMTCA In SCSI,copies of which MI be furnished upon request. coincide dm o(slot too to Mnes Ones vAth lines. S.Digits indicate MITek USA,Ina./CompuTrun Software 7.6.8(1L)-E 10.For bask connector pots design values see ESR-t311,ESR-1988(MITek) ' This design prepared from computer input by 1 Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN S'— 9.0" TC: 2x4 KDDF #16BTR 1COND. 2: Design checked for net(-7 psi) uplift at 24 'cc spacing. BC: 2x4 KDDF #140TR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=21.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 45.0 PSF load duration factor=l.6, considered for this design. End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQLIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOT DOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-102 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 4-04-08 9-09-08 T DESIGN ASSUMES SHEATHING I 12 12 TO ONE FACE ONLY 9.0017 IIM-4x9 2 Q 9.00 _i / 0 1 0 o , 0 .-1 ,.1 I .a 4 5 1-00 8-09 ) y 1-00 ,<‹, P R OFFSS �‹5 0CNGINEk- �O 2 870 2PE 9� JOB NAME : RT ENGLISH 6 PLEX - L1 Scale: 0.9760 '^ ^I WARNINGS. GENERAL NOTES, unless otherwise noted: N Truss L1 audderand areaoncentraaor.nowabeseise o!adGeneral Notes This design Isbased Doryupon Mepanmetersshown and larotenScale -p:1A�O REG N rj Q�U� and Warnings before construction commences. building component.Applicability of design parameters and proper / Z.2x4 compreWan web bracing count be Metalled where Shawn+, hicorponibn or component la the naponsibMy of the building designer. 3,Additional temporary bracing to Insure stability drNlg construction 2•Design assumes the lop end bottom chards to be laterally braced a ^ Is the remonslbtAty o!the erector.Additional penYnent bracing o! T o.c.and elf 0'c.c.respectively unless braced throughout their length by `O ` �� DATE: 7/15/2016 the overall structure la the responsibility continuous ridging or such as plywood required here s and/or drywaA(BC). S He?'N dY orins Melina all bracing 3.2a Impact hof Iris or lateral bracing requlrctl where shown+. SEQ. : K218 2 3 4 4 4.No load shook(be applied to any component until pier all bracing anti 4.Installation of truss is the responsibility of the respective contractor. fasteners en compete and at no time should anal Gads greater than 5.Design sesame,trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design roads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no lMponsibilily for Um B.Design assumes full bearing et ad supports shown.shim or wedge If fabrication,handling,shipment and lnatallaom tlon of 7ponenta. 7.Design mmmassumes adequate drainage is provided. EXPIRES:06/30/2017 B.This design Is furnished subject to the limitations lel forth by B.Plates shad be boated on both faces of Imoand placed so their center July 18,2016 TPWyTCA in SCSI,copies of which wed be fumiel4 d upon request. Ines coincide with joint center lines. MITak USA,Inc./CompuTrus Software 7.6.�'1 L)-E 9.Digin Indicate size of plate in inches. 10.For basic connector plate design values see FOR-1311,EBR-19811(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC 4-00-00 GIRDER SUPPORTING 10-11-08 INC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS 1-2=(-34) 37 4-5=(-60) 255 1-9=( -66) 30 2-6=(-371) 68 TC: 2x6 KDDF 414BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-39) 37 5-6=(-60) 255 4-2=(-371) 69 6-3=( -66) 30 BE: 2x6 KDDF STANDR LOADING 5-2=) -92) 383 WEBS: 2x4 RIDE STAND LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 112.0)+DL( 109.6)= 221.6 PLF 0'- 0.0" TO 9'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -88/ 583V -60/ 608 5.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 0.0" -88/ 583V 0/ OH 5.50" 0.93 KDDF ( 625) Single member as shown. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Hangers attached to the bottom chord will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 p uplift u lift at 24 "oc spacing. *" Fox hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ 2'- 0.0" Allowed = 0.103" 2-00 2-00 MAX TL CREEP DEFL = -0.004" @ 2'- 0.0" Allowed= 0.154" f "I f MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.5" MAX HORIZ. TL DEFL = 0.001" @ 3'- 8.5" M-1.5x3 M-3x8 M-1.5x3 2 3 -/ Design conforms to main windforce-resisting f 1 system and components and cladding criteria. - - LJ Wind: 140 mph, h=20.1ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1 r), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads I in the plane of the truss only. o .y o o I I 44 N II 7 P"' 4\! 5 ** 6 M-3x4 M-1.5x3 M-3x4 b y l 2-00 2-00 Jr Jr 4-00 <0 04G N „Ss<O c� 2 44, 870 2PE 0, 9r JOB NAME : RT ENGLISH 6 PLEX - IGIRDScale: 0.7317 N CV / [N� WARNINGS: GENERAL NOTES, untess upon thepe noted: %.‘"t5)0,, A� OREGON n, t 7.and and erection contractor should be advised of all Geerel Notes 1.This baldingHcompo eMgn is tlApplicability of design pararameters ahown and b meters and proper ppe n individual �� E R �� T ru S S: I GIRD ad Wamings before constNdbn commences. incorporation of component i me responsibility of the building designer. 2.N4 compreadon web bracing must be Installed where shown o. 2.Design assumes the top and bottom chords to be laterally braced at O� 3.Addllonal temporary bracing to Inure stability during construction 2'o.c.and at 1 D sett.respectively unless braced throughout their lengm by /� (', Is the responsibility of the erector.Additional permanent bracing of lk continuous sheeming such as plywood aheaming(TC)adlor drywel(BC). A. H DATE: 7/15/2016 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bradng required where shown 0 0 4.No bad should be applied to any component until seer all bracing and 4.Installation of truss is the responsibility of the reepedNe contractor. SEQ.: K218 2 3 4 rJ fasteners ars compete and at no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, and are for"My cndttion'of use. TRANS ID" LINK design loads be applied to any component. 6.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES:06/30/2017 S.CompuTrue has M d control over eassumes no responsibility for the ...-ry, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. July 18,2016 on VW 6.This design is furnished subject to the limitations set forth by B.Plae Plates shall hddeaeo boatedWrinbboth lines.faces of truss,and pieced as their center TPTCA In SCSI,copies or which will be furnished upon request. 9.Digits indicate Wm of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L)'E 10.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 2'- 3.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-68) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL 25.0)+DL( 10.0) ON TOP CHORD = 35.0 P5F 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 P5F 0'- 0.0" -56/ 313V -19/ 72H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -26/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 P5F Ground Snow (Pg) 2'- 3.5" -20/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQ)IREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. B07 COM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ANO BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1,- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003^ @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX BC PANEL LL DEFL = 0.002^ @ 1'- 1.5" Allowed = 0.069" MAX BC PANEL TL DEFL = 0.001" @ 1'- 1.5" Allowed = 0.092" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. rP ti 0 , M-3x4 1-00 2-03-08 'PROVIDE FULL BEARING;bts:2,4,3 <<-90 PR OPPss � NEF6) 02 87022PE � V JOB NAME : RT ENGLISH 6 PLEX - IJl Scale: 0.6696 WARNINGS: GENERAL NOTES, unless otherwise noted: G. �A 1.Builder and erection contractor should be adviysiof ell General Notes 1.This design Is based only upon the parameters Mown and Is for an Individual O R EG O o W Truss: IJ1 end Warnings before construction commences. building component.Applicability of design parameters and proper .c(. 2.204 compression web bradng must be inetelledmhere show„.. Incorporation of component k me re.ponsieuny Orme building assigner. -r `�[�EQ 3.Additional temporary hrsctiq to Insure stability I Idng construction 2.Design and 1 e the top and bottom chords to be laterally braced at o 8 c is the responsibluly of the eredor.Additional peltlanent bracing of continuous ^c. at 10'..c.euoh Ce sty unless braced throughout their length by DATE: 7/15/2016 the overall structure is the responsibility of the Alding designer. 3.2x Impact bmdging orr lateral bra�req iredhwhere shown• or dryweA(BC), SEQ.: K218 2 3 4 6 4.No load should be applied to any component uri ager all bradng end 4.Installation of truss 0 the responsibility of the respectNe contractor. ^ I A fasteners ere complete and at no time should a loads greater than 6.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D: LINK design loads be applied to any component and are for"dry candaion.+use, 5.CompuTrus he.no control over and assumes rt responsibility forma 6.Design assumes NO beating at all supporta Mown.Shim or wedge if p EXPIRES:06/30/2017 fabrication,hendling,shipment and installation components. 7.Design assumes adequate drainage is provided. July 18,206 S.The design Is fumlehed subject to the IMltatiol{set forth by 8.Plates shall be located on both faces of truss.end placed so their center TPVWTCA in SCSI.copse of which RP be(um/Red upon request. line coincide 04th Joint center lines. 9.Digits indloete size of plate in inches. MITek USA Inc./CompuTrus Software 7..7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1288(Mack) • L. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 8.0" IOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=22.4ft, 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), TOTAL LOAD = 45.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. DESIGN ASSUMES SHEATHING 4-10 4-10 TO ONE FACE ONLY 4 T 4 12 12 IIsi-4x4 12.00 177 N12.00 I► 11111\ Oi N 4111111111 - f / -, 4 5 srrimem...-- Cos GINEC 2 NJ cr 870 2PE 9r` JOB NAME : RT ENGLISH 6 PLEX - N1 Scale: 0.3898 `/p ,^ WARNINGS: GENERAL NOTES, unlauothemisenoted: -dV,�A OREGO O�� 1.Bulder end erection contractor should be advised of ale General Notes 1.This design Is based only upon the parameters shown and is for an individual 7 Truss: N1 end Warnings before construction commences. building component.Applicability of design parameters end proper a Z Dr4 compression web bradng must be Metalled where shown a incorporation et component la me responsibility of the building designer. FMB E R �� 3.Additional temporary bracing to insure stability during construction 2.Design end et IN the top bottom unlesschobraced to be laterally braced at �� is the respu�biaty or the erector.Additional permanent bracing of T continuous.sheathing eah respectively p sI.:ming(TC)nd/ot drywal BC O� L� DATE: 7/15/2016 the overall structure is me responsibility of the building designer. 3.Dc Impel bridging or lateral bracing required where shown a s H�� SEQ.: K2182347 4.Nc teed should be.pplledte 5fl9 asnmpsnant anti after.8 bracing end 5.4.InsNNnaaeumutmtion of truss a5the he..�b.bllry fthe n a nrespective contractor. n e enferr.nent, fasteners ere complete and at no time should any loads greater thenc TRANS ID: LINK design loads be applied to any component. 5��reror^er condition" ulensu supports u 5.CompuTrus hes no control over end assumes no responsibility for the °;„,°°°m^°° g° p� wedge EXPIRES:06/30/2017 ry fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. July 1 S,2016 6.This design is furnished subject to the limitations wt forth by e.Plates shall be located on both faces of truss,end placed so their center TPbWTCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center linea. 9.Digits Indicate size of plate in inches. MITek USA Inc./CompuTrus Software 7.6.7(1L)-E IN.For beak 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'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 91sBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR 1-2=( -6) 163 6-7=(-259) 228 2-6=(-578) 172 WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. 2-3=(-397) 97 7-8=( -58) 69 2-7=( -32) 208 LOADING 3-9=(-917) 112 7-3=( -30) 194 TC LATERAL SUPPORT <= 12"0C. UON. LL( /5.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-5=( -6) 163 7-4=( -70) 277 BC LATERAL SUPPORT <= 12"OC. TON. DL ON BOTTOM CHORD = 10.0 PSF 8-4=(-578) 218 OVERHANGS: 15.0" 15.0" TOTAL LOAD= 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 630V -217/ 217H 2.50" 1.01 KDDF ( 625) ** For hanger specs. - See approved plans LIMIPED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 2.0" -69/ 630V 0/ OH 2.50" 1.01 KDDF ( 625) REQT REMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTT)M CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND EOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.004" @ -1'- 3.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.005" @ -1'- 3.0" Allowed = 0.125" 4-07 4-07 MAX LL DEFL = -0.004" @ 10'- 5.0" Allowed = 0.083" f f MAX TL CREEP DEFL = -0.005" @ 10'- 5.0" Allowed = 0.125" 12 12 MAX TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed = 0.376" M-4x6 MAX TC PANEL TL DEFL = 0.142" @ 2'- 6.6" Allowed = 0.564" 12.00 N 12.00 4.0" MAX HORIZ. LL DEFL = 0.005" @ 8'- 11.5" Aa MAX BORIZ. TL DEFL = 0.009" @ 8'- 11.5" Design conforms to main windforce-resisting ' system and components and cladding criteria. • Wind: 190 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 . 11 111111111111111.111111.1111111111* -a, f1 M-5x8 rn o0 N O N N O i a N /- e M-1.' x3 M-1: x3 ..1 6.00 6.00 p. 12 12 b l l 4-07 4-07 1 9-02 y �•�Q,Ep PR pFFss c<5 04GINE�R Vp 87022PE �r JOB NAME : RT ENGLISH 6 PLEX - N2 Scale: 0.3996 'a� WARNINGS: GENERAL NOTES, unless otherwise noted: V+ :NI Truss: N 2 1.Builder and erection contractor Mould be advisee of act General Notes 1.This design la based onN upon the parameters shown and Is for an individualBATF REG N ti�O4J� and Warnings before conalruction commences, building component.Applicability of design g parameters and proper 2.2.4 compression web bracing must be installed.flere shown+. Incorporation of component is me responsibility of the building designer. /� ` 3.Additional temporary bracing b Insure at.1/y raring construction2.Design assumes the lop and bottom chords to be IeterahN braced at On MS E R ' \ 4 DATE: 7/15/2016 Is the respomlblNN of the erector.Additional permanent bracing of 2'5.5.and at 10'o.e.rsepectiveN unless braced throughout their length by G7 the overall structure Is the responsibility of the ht)ding designer, continuous sheathing such as plywood sheathing(TC)and/or drywall(B0). 3.24 Impact bridging or lateral bracing required where Mown♦.s s A r HER SEQ.: °218 2 3 4 8 4.No bad should be applied to any component unN gMr ell bracing and 4.Installation of truss Is the remonalblllty or the respective contractor. fasteners are complete and at no time should an bads greater than 5.Design names trusses are to be used in a nontorrsdVa environment, TRANS I D: LINK design loads be applied to any component, and are for"dry condition.'of use. 5.CompuTrus has no control over and manes no Mponsibllty for the 6.Deng assumes NY bearing at all supports shown.Shim or sedge If hbrteatbn,Iwntlling,shipment and Installation allomponente' 7.Design Names adequate drainage is provided. EXPIRES:06/30/2017 6.TVs design is furnished subied to the limitations sal forth by 6.Plates shall be located on both faces of truss,and placed so their center July 18,2016 TP WJTCA in SCSI,copies of which MG be tumisa0d upon request. linea coincide with joint center lines. MI7ek USA Inc./CompuTlUs Software 7.6'(1L}E 8.Digits Indicate size or plate In inches. io.For bask connector plate design velum see ESR-1311,ESR-rites(MITsk) TPachisific designLumber preparedandTrusfroms-BC computer input by TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=(-397) 115 4-5=(-214) 188 1-4=(-362) 141 5-3=( -43) 258 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE C 1.15 2-3=(-415) 137 5-6=( -58) 69 1-5=( -33) 208 6-3=(-362) 169 BC: 2n4 KDDF STANTR SPACED 24.0" O.C.9 KDDF STAND 5-2=( -26) 184 WEBS: 2xLOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 9'- 0.0" -64/ 413V -180/ 180H 2.50" 0.66 KDDF ( 625) 9'- 2.0" -64/ 413V 0/ OH 2.50" 0.66 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. kOND. 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/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.054" @ 4'- 7.0" Allowed = 0.438" MAX TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed = 0.376" MAX HORIZ. LL DEFL = 0.005" @ 8'- 11.5" MAX HORIZ. TL DEFL = 0.008" @ 8'- 11.5" 4-07 9-07 f '( Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-9x6 12.0017 . -,]12.00 Wind: 140 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, AC C (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), PII load duration factor=1.6, End vertical(,) are exposed to wind, Ak' Truss designed for wind loads in the plane of the truss oly. ILL M-3x9 M-3x4 s- ,,: i 111'114.111- 11411 illirt. -/ M-5x8 m o : I N N o : I cv N g iii M-1'.'x3 M-1.' x3 Q 6.00 6.00 12 12 * y y 9-07 9-07 �� p P R OFFS, y 9-02 ��'. c� NGINEE- /O R 'L, `' 870 2PE r JOB NAME : RT ENGLISH 6 PLEX - N3 Scale: 0.3496 N f!..1.! WARNINGS:derGENERAL.Tignisb, unless upon the -V -off OREGO q, c) 1.Bader nin a bets,contractor should be advised of all General Notes 1.This building o is hent,ased only pl upon p est n parameters ra shown entl h rop an Im1lNdual J w� � �A TYUSS' N3 ahavaamq.beretsconslNctbncommences, incorporation ncorpgcomponent,Anentislllyaldesignityoftandproper l' 2.2c4 compression web bradn must be Installed Where shown+. Design a s u of component Is the m chords ds to of the ally bra edalgner. ' a� g m 2 Design assumes the rep and bottom chords to be laterally braced at \�^ 3.Malone'temporary bracing b Insure stadlity during construction T o.c.end et 10'o.o.respectively unless braced throughout their length by S • `yy` *the responsibility of the erector.Additional permanent bracing of cont0uocs sheathing such as plywood sheathing(TC)and/or drywal(BC). �+ DATE: 7/15/2016 the overall structure la the reapnndbllity of the fist after designer. 3,2t Impact badging or bteral bracing required where shown++ S E K218 2 3 5 0 4.No bed should be applied to any component until a d all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, co and are for*dry condition"of use. TRANS ID: LINK deagnro.dabsePf4ledroeny m pone m. 8.Design aasumeamubearing etall supports shown.shim orwedge it EXPIRES:06/30/2017 5.Compares hes no control over and assumes no responsibility ter the necessary. p fabrication.handling,shipment end indesmea allailan of components. 7.Design auedequate drainage is provided. July.t 18,2016 6.Thio design Is furnished eubfed to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPNNfCA In SCSI.copies of which vAl be mmlahea upon request. Anes coincide with joint center lines. 9.Digits Inctcate sire of plates In inches. MITek USA,Ina./CompuTrUS Software 7.6.7(1L)-E 10.For basic connector plate design values ase ESR-1311,ESR-1988(Wilk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF C1TIOR TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF R1BTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. 2-3=( 0) 71 2-9=(0) 0 2-3=(-67) 33 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT G= 12"OC. UON. LOADING L,( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. TOTAL LOAD= 95.0 PSF 0'- 0.0" -60/ 319V -19/ 72H 5.50" 0.51 KDDFPEIES)(C 625) 1'- 9.2" -39/ 26V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) L KITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL RI 2UIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOCTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AlI BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 9.00 7 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Sw ti _ ti c O 4 M-3x4 1-00 2-00 }PROVIDE FULL BEARING;,ts:2,9,3 ._‘.461N4-4,, 4c^ 870 2PE „„, 9� JOB NAME : RT ENGLISH 6 PLEX - ISJ1 Scale: 0.6696cV N WARNINGS: GENERAL NOTES, unless otherwise noted: Truss y/ Truss: I S J 1 1.Builder and erection contractor should be advlee II of alt General Notes 1.This design Is based only upon the parameters shown and h for en individual ' '0 OR EG O 1,9 and WeeInga before conehustion commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing moat be Installed mere shown c. incorporation of component Is the roapanstb4ny of the bulking destgnef. 3,Additional temporary bracing to Insure stability d construction Destgn assumes me lop and bottom Maks to be laterally bread et .s l Is me responsibiRy of the erector.Additional per anent bracing of 2 o.c.and et 10'c.c.respectively unitise braced throughout melr length by O $44/3 � ` P� DATE: 7/15/2016 the overall structure N the rething designer. 2x continuous edging or W such as aplywoodcing re aired n ere shown+drywalt(BC). S u e�N responsibility of the b 3.2x Impact bridging Ie the eral bracing required where Move+♦ u SEQ.: K218 2 3 51 4.Na load shook be applied to any component ant ager all bracing and 4.Installation of truss is thresponsibility of the respective contractor. fasteners are complete and at no time Mould am lads greater than S.Deagn assumes susses are to be used In a noncorrosive environment, and are for-dry=nanionorree. TRANS ID: LINK design loads be applied teeny component, ` 5.CompuTrus has no control over and resumes no esponsbinty forma 8.Design assumes fou beadrp at al supports shown.shim or wedge If fabrication.handling,shipment and installation optomponente. T.osag�cease,.adequate drainage is provided. EXPIRES:06/30/2017 6.This design le furnished subject tothe limitations At forth by 8.Plates Mall be located on both faces of suss,and placed so their center July 18,2016 TP WJICA in SCSI.=pies of which wilt be fumieMC upon request. lines coincide vlh joint center linea. Wee USA,Ifk./CompUTrus Software 7.6 r(1t.}E 9.Digits Indicate else of pale in Inches. 10.For bask connector plate design values see ESR-1311,ESR-19118(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC 8-09-00 GIRDER SUPPORTING 25-03-04 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( -5) 100 6-7=(-1957) 2026 6-2=(-2220) 321 TC: 2x9 KDDF p16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-2217) 331 7-0=(-1957) 2026 2-7=( -666) 2359 BC: 2x6 KDDF STANDR LOADING 3-4=(-2217) 331 7-3=( -315) 1832 LL = 25 PSF Ground Snow (Pg) WEBS: 2x9 KDDF STAND 4-5=( -5) 100 7-4=1 -666) 2359 4-8=(-2220) 321 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 8'- 9.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 290.9)+DL( 252.7)= 543.6 PLF 0'- 0.0" TO 8'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" 0'- 0.0" -469/ 3203V -2000/ 2000H 5.50" 5.13 KDDF ( 625) 8'- 9.0" -469/ 3203V -2000/ 2000H 5.50" 5.13 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Single member as shown. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Hangers attached to the bottom chord will have 1.5" max. nail penetration. 1COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 9-09-08 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 4-04-08 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" 1MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 12 12 MAX LL DEFL = -0.020" @ q'- 4.5" Allowed = 0.261" M-9X6 Q 9.00 MAX TL CREEP DEFL = -0.044" @ 4'- 4.5" Allowed = 0.392" 9.00 MAX LL DEFL = -0.001" @ 9'- 9.0" Allowed = 0.067" 3 4.0" MAX TL CREEP DEFL = -0.002" @ 9'- 9.0" Allowed = 0.100" 111 MAX HORIZ. LL DEFL = 0.007" @ 8'- 7.3" MAX HORIZ. TL DEFL = 0.007" @ 8'- 7.3" ICOND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and compone:tTo;:::: dcladdingcriteria.Wind: 14 , h=21.6ft, 6.O,BCDL=6.0, ASCE 7-10, ( ights), EncCal Exp.:, MWFRS(Di r), load duration factor=l.6, M-9x6 End vertical(s) are exposed to wind, M-4x6 Truss designed for wind loads in the plane of the truss only. mi 0 1 oI N O III L1.1.11111111.11 INA u ® �Ig 6�� 7 M-3x8 M-8x10 M-3x8 y l y 4 4-04-08 -09-08 le y l-oo 8-09 1-00 1 `.-... �NGI E b c� 87022PE 9`. JOB NAME : RT ENGLISH 6 PLEX - LGIRD Sale: 0.4510 cV g WARNINGS: GENERALNGTEB, udssadherwl..notad: ., -off, OREGO n5 440 1.Binder and erection conirader ehedd be advised of al General Notes 1.TTt,Ia design is MeedApplicabilityenlupon th I parameters ramp ters shown ann and is br en Individual 7 r �O R E IR A Truss LGIRD and wamin9abemnwn.walw,commences. building component. a 9 p.rame proper 1) 2.204 campresion web bradng must be installed where shown�. Incorperotion of camponent lathe rosponsl6llly or the building dastgner. O (� 2 Design nau,nee the top and bottom dwrds to be laterally braced al ^ ``- 3.Additional r.el bmporory bndtp el Insure aladltiy during construction e 7 o.e.and at ICYec it,e.reapedively unless braced throughout their length by J' ' HE ¢` Is Um respondN%y of the erector.Additional permanent bracing of wntinuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). �+ DATE: 7/15/2016 the overall structure la the responsibility of the building designer. 3.Di Impact bridging or lateral bracing required where shown 9 4.No bad should be applied to any component until after all bradng and 4.Installation of buss Is the reontebllty of the respective contractor. SEQ.: K218 2 3 5 2 fasteners are complete and at no time should any bads greater than 5.Design eseumes trusses are to be used in a non-corrosle environment, and ere for'dry cendnlon'of use. TRANS ID: LINK design loads be applied toany oersndeeear 8.Design assumes fulbearkgatansupporisshown.Shim orwedge it EXPIRES:06/30/2017 5.CompuTua hes no control over and no responscomponentsity. neceas.ry. July 18,2016 fabrication.handling,ehipment and Installation of components. 7,Design assumes adequate drainage Is prodded. 8.This design is furnished sub)ed to the limitations set farm by 8.Plates shag be located on both face.of lues,and placed so their center TP9VJTCA In SCSI,caplaa of*doh call be Welshed upon request. Ines a e with IMM 9.Digits Indicate Woof dale in nInches. MiTek USA,Inc./CompuTrUS Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 163 6-7=(-2256) 2253 2-6=1-1069) 851 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-1571) 1353 7-8=(-2256) 2253 2-7=(-1475) 1623 3-4=(-1571) 1353 7-3=( -982) 1132 LOADING 4-5=( -6) 163 7-4=(-1475) 1623 TC LATERAL SUPPORT <= 12"OC. UON. LL( '<i.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8-4=(-1069) 851 BC LATERAL SUPPORT <= 12"OC, DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 15.0" 15.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -828/ 1123V -2000/ 20009 2.50" 1.80 KDDF ( 625) 9'- 2.0" -828/ 1123V -2000/ 2000H 2.50" 1.80 KDDF ( 625) *` For hanger specs. - See approved plans LIMID STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g (- psf) uplift at 24 ^oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.004" @ -1'- 3.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.005" @ -1'- 3.0" Allowed = 0.125" 4-07 4-07 MAX LL DEFL = -0.004" @ 10'- 5.0" Allowed = 0.083" f f f MAX TL CREEP DEFL = -0.005" @ 10'- 5.0" Allowed = 0.125" 12 12 MAX TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed = 0.376" M-4x6 MAX TC PANEL TL DEFL = 0.142" @ 2'- 6.6" Allowed = 0.564" 12.00 1Q 12.00 4.0" MAX HORIZ. LL DEFL = 0.037" @ 8'- 11.5" IC MAX HORIZ. TL DEFL = 0.040" @ 8'- 11.5" 'COND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 M-3x5 f 4,e. Aftlimmummommins4 _, o M-5x8 n 0 N I O N I _ O N �� I N f M-'3x8 M-3x8 .Q 6.00 6.00 12 12 1 y 1 4-07 4-07 1 9 oz 1 k.�'` D PR OFFS 1..5 NGIN �,4 cSji 2 ` " 870 2PE yr' JOB NAME : RT ENGLISH 6 PLEX - NDRAG F Scale: 0.3496 N N WARNINGS' GENERAL NOTES, unless otherWlse noted: Truss: N DRAG 1.Builder and erection contractor should be advlse4 of ad General Notes 1.This design Is based only open the parameters Mown and la ror an Individual '�y SAT OR EG N ti� �/� and Warnings before construction commences. building component.Applicability of design parameters and proper 7 (\ 2.]z1 compression web bracing muq be mstalbd Jame shown+. incorporation of component la the responsibility of the building designer, .� �A I�ER �� `'�I 3,Additional temporary bracing to Insure stability dialog construction 2.Dsalgn sesames ms top and bottom chords to be laterslty braced at 'V, is the responNbilly of the erector.Additional penaneM bracing of 7 o,and elf 0'o.c,respectively unless braced throughout their length by DATE: 7/15/2016 ms overall sin+ire Is the responsibilityOrme bulking assigner. continuous eheathirp such a,plyvmod,heathing(TC)and/or drywan(BC)cm. is ^ H E�\4' 3.2t Impact bridging or lateral bracing required d.mere shose r1 SEQ.: K218 2 3 5 3 4.No load should be applied to any component alit tater Ohms all bracing and 4.InpalatIoOhms Is the responsibility or the rsntrspectNe coactor. fasteners are complete and at no time souk am mads greater than 5.Design assumes busses are to be used in a non-conoerve environment, TRANS ID: LINK design wads be applied to any compo nerd. and era rsr'dry condition"of coo. 5,cempuTm.M,no cod oI ocan and assumes no aapenarotl ty for me 1.Desi e,un bearing at al supports shown.shim or wedge n EXPIRES:06/30/2017 r bdcanon,handling,shipment and mat.Ilation oroamponents. T.Design assantes adequate drainage Is provided. 8.This design N furnished subject to the limitations M forth by S.Plates shat M located on both faces NUN..and placed so their center July 18,2016 TPVWTCA In SCSI,copies of which will be rami. d upon request. lines coincide ash Joint center lines. 1 L MiTek USA,Inc./CompuTrus Software 7.6 7 g.Diggs wdiwle sirs of plate In inches. ( )'E I0.For basic connector piste design values see ESR-1311.ESR-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-02-00 GIRDER SUPPORTING 25-03-09 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-163) 211 4-5=(-257) 772 1-4=( -132) 61 2-6=(-1694) 921 9 R; 2-3=(-163) 211 5-6=(-257) 772 4-2=(-1694) 421 6-3=( -132) 61 WEBS: 2 x 9 KDDF BC: 2x8 KDDF 1&BTR 5-2=( -395) 2782 TLOGrIuG 2x4 KDDF STAND A; LL = 25 PSF Ground Snow (Pg) 2x4 KDDF STUD B TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA BC SNIP LL( 290.9)+DL( 252.7)- 593.6 PLF 0'- 0.0" TO 9'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -576/ 2812V -290/ 290H 5.50" 9.50 KDDF ( 625) TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. DON. BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE 9'- 2.0" -576/ 2812V 0/ OH 5.50^ 4.50 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Single member as shown. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. Hangers attached to the bottom chord will have 1.5" max. nail penetration. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.037" @ 4'- 7.0" Allowed = 0.275" M-5x8 MAX TL CREEP DEFL = -0.082" @ 4'- 7.0" Allowed = 0.912" ** For hanger specs. - lee approved plans M-1.5x3 M-1.5x3 MAX HORIZ. LL DEFL = -0.003" @ 8'- 10.5" MAX HORIZ. TL DEFL = 0.004" @ 8'- 10.5" - - Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. a, o o I I I I I� a* M-7x12 M-4x12 M-7x12 y 9-02 j 5��r1G,PNEE-„ p 2 �444 17 87022PE JOB NAME : RT ENGLISH 6 PLEX - NGIRD Sale, 0.3744 ti WARNINGS: GENERAL NOTES, uNeo otheepae noted: -7.4%�A�, OI�C f O �Q Q� 7.Buildercain aro ler..w.wid daub be advised of el General Notes I.building compo anent.Apppl eablty of n the design paramerameters ewn ters and is for an nd proper ImNNdualh 1�1 C�w T taus S: NGI RD and wanting•hebre conal udbn commences. Incorporation of component Is the responsibility of the building designer. lb `44,13 E F 1� Q� 2.2x4 compredon web bracing mud be Installed where shown*. y Design assumes the top end bottom chords to b•laterally beamed at O S.Additional temporary bracing to Insure stability dodo"conebuctbn oaks end at 10'oaks respectively unless braced throughout their length by S Is Ma respondbRly dew foredo,Additional permanent bracing of continuous sheathing such as plywood sheathing(7C)end/or drywag(B0). /q, H Err% DATE: 7/15/2016 the overall structure h the reeponsibMtiy of the building designer. 3.2a Impact brtdgino or latent bracing required where shown*a SE K2182354 4.No load should be applied toenycomponentuntil alter all bredngand 4.Installaenof umrus.:Cthe eer.�nbilityoused m.nwaps06.sn000rnem, Q•: rasterbre are compels end at no time should any bees greater then and an for"My condition of use. TRANS ID• LINK dedgnbads beapplied eentoany component. 6.Dedgnassumes flbearing at all supports shown.Shim orwedge if EXPIRES:06/30/2017 5.compuTros hes no comm over and assumes no responsibility ler me neeeseary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. July 18,2016 8.This design h furnished subject to the Ibnitetiuns of forth by S.Plates shall be located on both faces of truss,and paced o their center TPIIWTCA In SCSI,codas of which will be furnished upon request. lineB.Dies coincide dsr)e:t centercleelines. nces MiTek USA Inc.ICompuTrus Software 7.6.7(1L)-E II.For balk connector plate dadon values see EBR-1311,ESR-1688(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 1.0" 1COND. 2: Design checked for net(-7 psf) uplift at 24 "oc TC: 2x4 RIDE #16BTR LOAD DURATION INCREASE = 1.15 spacing. BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND; 2x4 KDDF #1&BTR A LOADING Design conforms to main windforce-resisting LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF Wind: 140 mph, h=23.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), LL = 25 POE Ground Snow (Pg) load duration factor=l.6, End vertical(s) are exposed to wind, M-1.5x9 or equal at non-structural LIM'TED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads vertical members (uon). REQt REMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOT^JM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 6-04-07 5-08-09 T T T 12 M-1.5x3 5 9.00 1011/ -V 1,1-3X6, ice 0 to 0 m .+ ti a t A0 MFI 1 O M-165x3 M-1x6 M-3x4 y y ^ y 6-02-11 E-lo-os c, 0 P R Opp,, y0-03 G�� G\j �� 1-00 /12-01 )4. C? � �T % � 9Q8702PE r JOB NAME : RT ENGLISH 6 PLEX -a P1AFW Scale: 0.2716 '^ ^. WARNINGS: GENERAL NOTES, unless otherwise noted: N *� Truss: P 1AFW and Warnings before coBuilder and erection ntractor nstrudb000mmeuld be s `btl of aft General Notes building oomThis design ls based ponen.Applk billty of design paraupon the parameters meters and w and proope individual �A� OR EG N tLO/��/� 2.Bad compression web bredng must be Installs where shown«, Incorporation of component Is the responsibility of the building designer. e.5-11 S.44 E R �l` \� 3.Additional temporary bracing to Insure stabilMi tiring onshucllon 2.Design assumes the top and bottom chords to be laterally braced at 'y' le the responsibility of the erector.Addbianal parnenent bracing of T o.c.and et 1tl o.c.respectively anises brood throughout(heir length by DATE: 7/15/2016 the overall structure b the responsibility of theist/tiding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). on A, H��\ 3.In Impact bridging or Petered bracing required where shown.. �l SEQ.: K2 18 2 3 5 5 4.No load should be applied to any opponent pin after ell bracing and 4.Installatkn of truss is the respunstblily of the respective contractor. fasteners are compete and at no time should City loads greater than 5.Design assumes trusses ere to be used in a nenroorroeoe environment, TRANS ID: LINK design loads be applied to any component, and are kr"dry condition"of use. 5.CompuTrus has no control over end assume,r o responsibility for the 6. Design apnea HI bearing ai all support.shovm.Shim or wedge if EXPIRES: 06/30/2017 fabrication,handling,shipment and installotior)(components. 7.Design assumes adequate drainage is provided. I I I.f H X20.1 1 6 8.This design is furnished subject to the limitatioda set forth by 8.Plates shall be looted on both faces al truss,and placed so their anter TPIN TCA in SCSI,copes of which will be Middled upon request. Ines coincide with Joint center lines. MiTek USA,Inc./CompuTms Software n97(1L}E 9.Digits indicate size of pate In bwhes. 70.For beak connector plate design values sae ESR-1311.ENR-1788(Wink) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 20'— 11.0" OND. 2: Design checked for net(-7 psf) uplift at.24 "00 spacing. TC: 2x4 KDDF 01SETR LOAD DURATION INCREASE = 1.15 'COND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. WEBS: 2x4 KDDF STAND; Design conforms to main windforce—resisting 2x4 KDDF #1&BTR A LOADING system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=24.9ft, TCDL=6.0,BCDL=6"0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC, UON. TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, NOTE: 2x4 BRACING AT 24.0C UON. FOR Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span ous. M-1.5x4 or equal at non—structural vertical members (won). 2-10-03 6-07-10 11-05-03 T T 2-08-03 6-11-11 5-05-13 5-09-05 4 T 4 T 4 12 12 9.00 177 Q 9.00 M-9x6 M-7x8 �'r �b M-3x4 I, 1 f— y, M-3x6 I', 0 ti � A ; � M-7x8 � li u. o cu Ca 01 I 4iiil 6 M-31x10 0.25"e M-3x6 10 M-3x5 DIM-9x9 M-5x6(S) �� p P R OFFS J. l J. y2-06-07 y 7-04-15 5-05-13 5-05-13 C ' 04 GIN EF,9 S/p-9 l l 20-11 87022PE r" JCB NAME : RT ENGLISH 6 PLEX - P1BFW Scale: 0.2053 N �`J� k. WARNINGS: GENERAL NOTES, unless olherwise noted: tf �' GREG N (�O ^( 1,Bidder and erection contractor should be aMleed of all General Notes 1.Ibis design la based only upon the parameters shown and Is for an Individual 7 y Truss: P1BFW and Warnings before construction commences. bulking component.Applicability is th of design parameters and proper �C1 �MQ E a �� Q.) 2.2t4 compression web bracing must be motel ed where shown*. Design assuIncorporatiomes a component b the responsibility dwrdstoor the bulking designer. 3,Additional temporary bracing to insure stability during construction 2.Design asaumss ma top and bottom chorda to be laterally braced al O C1 lathe respunsiNlty of the erector.Additional permanent bracing of T continuous end et esICY e.c.rsuch as ply god s braced(TC)a d/r th al(B).by r. He.'?' ‘'..,e�1` conMuous eheaming such as plywood s braced t rou and/or drywel(BC). /G' H C DATE: 7/15/2016 ms overall structure Is the responsibility of the bulking designer. 3.2<Impact bridging or lateral bracing required where shown** SE K218 2 3 5 6 4.No bad should be applied b any component until ager all bracing and 4,Installation Ohms Is the responsibility of the respective contractor. 4• 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, Design loads be applied to any component. and ere for"dry condition"of use. TRANS ID: LINK6.Design aawmesNIbearhgatal supports shown.Shlmorwedge it EXPIRES: 06/30/2017 • S.ComDuTrus has no control own and assumes no responsibility for the necewery. p fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. July 1 8,2016 S.This design is Nmlelwd subject to the Imitations set form by S.Plates shag he located on both feces of truss,and pieced so their center TPIWTCA in SCSI,copies of Mach MMI be furnished upon request. lines g Dieke indicate size joint of plate in Inches. MITek USA,Inc./CompuTtUs Software 7.6.7(10-E 10.For basic connector plata design values see ESR-1311,ESR-1960(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 PSF Wind: 190 mph, h=20.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration facter=l.6, M-1.5X9 or equal at non-structural End s dccial(s) are exposed to wind, vertical members (non). LIuTTED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BO'ti'OM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ANI BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 3-06 T 1' 12 9.00 M-1.5x3 4 3 CD O f•1 I — ` I 1 M-3x4 M-155x3 l 1 y 1-00 3-06 0-03 .SCC riEp P OFess �_Co NGI N EF9 �O 41t• 87022PE JOB NAME : RT ENGLISH 6 PLEX — P1CFW Scale: 0.5996 N WARNINGS: GENERAL NOTES, odea otherwise noted: ``- 1� Truss: P1CFW 1.Builder and erection contractor should be advt.*of all General Notes 1.This design is bead only upon the parameters shown and Is for an Individual Ss 'dT OR EG N ci) I" and Warnings before condrudbn commences building component.Applicability of design parameters and proper 2.2s4 compression web bracing mud be Installer,Mere shown«. Incorporation of component Is the responsibility of the building designer. �/+O Sii SER �\ �� 3.Additional temporary bracing to Insure stability wing construction 2 Design assumes the top end bottom drones to be laterally braced al �•,• 'I�' Is the responsibility of the erecter.Additional permanent bracing of o.c.and al 10'o.c.respedlaty unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A• H T^_ DATE: 7/15/2016 the overall structure Is the responsibility of the bgding designer. 3.Zr Impact bridging or lateral bracing required where shown«. r'�.+ SEQ.: K2 18 2 3 5 7 4.No bad should be applied to any component will after all bracing and 4.Installation of true la the responsibility of IM respective contractor. fasteners are complete and at no time should a y loads greater than 5.Design assumes trusses ars to be used Ina nen-corrosive environment, TRANS I D: LINK design bads be applied to any component. and era fordry condign'of use. 5.CempuTrus has no control over and assumes n responsibility for the S.Design assumes NA bearing al ale supports shown.Shim or wedge if EXPIRES: 06/30/2017 necessa, fabrication,handling,shipment and Installation ofc ma. 7.Design assumes adequate drainage Is provided. July 1 5,2016 8.This design is furnished subject b the limitation att tenth forth by 8.Plates shall be Rested on both fans of truss,and placed as their center TPI/WTCA in SCSI,copies of whih will be fumsfted upon request. Ines coincide with joint center lines. MiTek USA,Ina./Com UTfUs Software 7.;,7(1L}E 9.Digits Indicate siee of plats In inches. P Ie.For baste 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 37'— 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 'COND. 3: 150.00 PLF SEISMIC LOAD. I 2x4 DF 2900F Ti, T5 SPACED 29.0" O.C. BC: 2x9 KDDF #i&BTR Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND LOADING system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=25ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PIP (All Heights), Enclosed, Cat•2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, NOTE: 2x9 BRACING AT 24"OC UON. FOR Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. M-1.5x9 or equal at non—structural vertical members (uon)• 15-04-11 6-02-10 15-04-11 4 I 4 I 7-11-04 7-03-07 6-06-11 7-03-07 7-11-04 T 1' T I T 1' ]2 .` 1 2 M-4x6 M-6x6 Q 9.00 9.00F27 4 r 1r 4 M18HS-5x16(5) II M18H5-Sx16(S) 0.25" 0.25"1111111 . .. , � AIIHIIII\J,AIIAillklk , ..v ,.. eNIr O 1 M-195x3 M- x8 M- x6 M-1. x3 0 M-4x6 M-3x5(S) M-4x6 y y l l l l 7-09-08 7-03-07 6-11-15 7-01-11 7-09-08 y ��EP PROFFs y 17-00 1 20-00 \.�' NGlNEF,�, `S/ 1-00 37-00 1-00 �' 870 2PE 2.7_ JOB NAME : RT ENGLISH 6 PLEX - P2FW Scale: 0.1911 '^ N WARNINGS: GENERAL NOTES, urdaesotherwise noted: ,a NSA 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 -fs �, OR E G N rt, a(// Truss: P2FW and Warnings before construction wmmenae, balding companent,Applicability of design parameters and proper /' A 2..4 compression web bracing must be Intlalbd where Mown.. Incorporation of component is the responsibility of the building designer. �/'� `/�(�ER R '�\ P� 3.Additional temporary bracing to Insure stabllpy during construction 2.Design assumes the lop and bottom chords to be laterally braced et �,.0 O Is the responsibility of the erector.Additional permanent bracing I T o.c.and et 10'o.c.respectively unless braced throughout shalt length by S g o continuous sheathing such as plywood eheathing(TG)and/or drywal(BG), A• H EP DATE: 7/15/2016 the overall structure is the responsibility of the building designer. S 2x Impact bridging or lateral bracing required where Mown+ SEQ. : 1(218 2 3 5 8 4.No bad should ba applied to any component until after all bracing and 4.Intlalaliun of buss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.ledge assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loan be applied to any component, andaress"dry beibee ng at a. 5.GompuTrua has m control over and assumes no responsibility for the fie Design assumes full fees ng al all supporta shown.Shim or wedge II EXPIRES:06/30/2017 ry• fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. J U Iy 18,2016 6.This design Is furnished subject to the limitations set forth by S.Plates shag be bated on both feces of tons,and placed so their anter TPI,WTCA in BCSt,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits radiate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.Per bask connector plate design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIR146 SUPPORTING 9-02-00 FROM 26-00-00 TO 37-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOX] DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2-12=(-302) 3320 12- 3=( 0) 240 9-17=(-124) 1334 BC: 2x6 KDDF #1&BTR 2- 3=(-4348) 536 12-13=(-304) 3316 3-13=( -382) 184 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-3926) 602 13-14=(-224) 3046 13- 9=( -82) 242 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3750) 658 14-15=(-292) 3528 4-14=( -474) 278 TC LATERAL SUPPORT <= 12"OC. DON. TC DRIP LL( 50.0 -DL( 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-2974) 534 15-16=(-522) 9702 5-14=( -350) 2082 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0 I.DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-3952) 714 16-17=(-738) 5562 14- 6=(-1492) 328 BC UNIF LL( 89.6 I-DL) 91.7)= 181.2 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-4956) 880 17-10=(-740) 5576 6-15=( -220) 1192 OVERHANGS: 12.0" 12.0" 8- 9=(-6094) 1008 15- 7=( -482) 2798 @@ADD):: BC CONC LL+DL= 2812.0 LBS @ 25'- 4.5" 9-10=(-7248) 1098 15- 8=(-3380) 730 10-11=( 0) 70 8-16=( -684) 3666 _,..,- ( 2 ) complete trusses required. BOTTOM OHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-1094) 260 Attach 2 ply with 3"x.131 DIA GUN LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. nails staggered: THE BO'TOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA \n/ 9" oc in 2 row(s) throughout 2x4 top chords, LOCATIONS REACTIONS SIZE SQ.IN. (SPECIES) /)(�/(\ 9" oc in 3 row(s) throughout 2x6 bottom chords, 0'- 0.0" -396/REACTIONS3053V -276/ IONS 5.50" 9.89 KDDF ( 625) 9" o in 1 row(s) throughout 2x9 webs. 37'- 0.0" -819/ 5264V 0/ OH 5.50" 8.42 KDDF ( 625) @@ HINNGER BY OTHERS TO APPLY CONC LOAD(S)EQUALLY TO ALL MEMBERS. GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. --7 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.090" @ 25'- 6.2" Allowed = 1.203" MAX TL CREEP DEFL = -0.296" @ 25'- 6.2" Allowed = 1.809" MAX LL DEFL = -0.001" @ 38'- 0.0" Allowed = 0.067" • MAX TL CREEP DEFL = -0.001" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.022" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 36'- 6.5" 13-09 9-06 13-09 6-02-02 5-07-02 1-11-12 4-09 4-09 1-11-12 5-07-02 6-02-02 Design conforms to main windforce-resisting 1 T T T T e ,, 1' I 1 system and components and cladding criteria. 12 12 Wind: 190 mph, h=24.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.00 177 M-5x6 M-6x4 MM-7X6 Q 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), e N.„-4x6 load duration factor=1.6, M-3x4 End vertical(s) are exposed to wind, Truss designed for wind loads rn the plane of the truss only. M-3x4 +I + +IM-3x4 3 N 1, 0 0 . /e 1� 2 13 19 ' 'r 15 ' 16 17 1 o I M-3x5 M-1.5x3 M-3x4 0.25" 0.25" M-1.5x3 M-3x8 to o M-7x8(S) l l . M-7 y cs}�*26120 y y `�'`��N IN F�u.o GINE �y 6-00-06 5-05-06 2-05 9-02-0. 2-05 5-05-06 6-00-06 y y ,� R �i9 1-00 37-00 1-00 �' 87022P; v JOB NAME : RT ENGLISH 6 PLEX - P2GIRD , Scall 0.1400 • N WARNINGS: GENERAL NOTES, unless otherwise noted: ` h j j 1.Builder end erection contractor should be advises of all General Notes 1.This design h based only upon the parameters shown and is kr an individual -ss ''G OR G O N ", 4� Truss: P2GIRD antl Warnings before construction commences. building component.Applicability of design Aerometers and proper 2.204 compression web bracing must be!Walled eked.shown c. Incorporation of component is the responsibility of the bulking designer. /^� "'SER .l\ �� 3.Additions!temporary bracing to Insure stability NIng construction 2.Design assumes the top and bosom chords to be laterally braced al 1.•O I' Is the responsibility of the erector.Additional rlananl bracing of 2'o.c.end e1 10'ee a.c.respectively unless braced throughout their length by S Dc continuous sheathing such as plywood r p(TC)and/or drywsl(BC). V A. H E� DATE: 7/15/2016 the overall structure is the nepon.IbNty of the Ing deskner. 3.2x inked bridging or lateral bracing required kten shown e* I7 SEQ.: K218 2 3 5 9 4.No load should be applied to any component un0 after all bracing and 4.Installation ofInks Ink the are responsibility beeytl ft ae non-corrosive contractor. faeteners an complete and at no time should era loads greater than end are for"dry kisses of tob. TRANS ID: LINK design loads be applied to any component. 8.Desiassumes full bearing at all supports shown.Shimor wedge if Design ass 5.CompuTrus has no control over and assumes n responsibilityforme saaery. EXPIRES:06/30/2017 Nbdoaeon,handling,shipment and Installation a components. 7.Deign assumes adequate drainage N provided. July 18,2016 8.Tine design is furnished eubJed to the limitation est forth by 8.Plates shall be located on both feces of truss,and placed as their center TPIN4TCA in SCSI,copies of which wig be fumie'ed upon request. Inas coincide with Joint center linea S.Digits indicate size of plata in inches. MITek USA InciCompuTrus Software 7.e 7(1L)-E to.For bask cennedor plate design values sea ESR-1371,E513-1985(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-02-00 FROM 26-00-00 TO 37-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1fiBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2-12=(-302) 3320 12- 3=( 0) 290 9-17=(-124) 1339 BC: 2x6 KDDF #1iBTR 2- 3=(-4398) 536 12-13=(-304) 3316 3-13=) -382) 184 WEBS: 2x9 KDDF STAND LOADING 3- 9=(-3926) 602 13-14=(-224) 3096 13- 4=( -82) 292 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3750) 658 19-15=(-292) 3528 4-19=1 -479) 278 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-2974) 534 15-16=(-522) 9702 5-19=1 -350) 2082 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-3952) 714 16-17=(-738) 5562 14- 6=(-1492) 328 BC UNIF LL( 89.6)+DL( 91.7)= 181.2 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-4956) 880 17-10=(-740) 5576 6-15=1 -220) 1192 OVERHANGS: 12.0" 12.0" 8- 9=(-6099) 1008 15- 7=1 -982) 2798 @@ADOL: BC CONC LL+DL= 2812.0 LBS @ 25'- 9.5" 9-10=(-7248) 1098 15- 8=(-3380) 730 10-11=1 0) 70 8-16=( -684) 3666 -",-- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-1094) 260 Attach 2 ply with 3"x.131 DIA GUN LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. nails staggered: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 9" oc in 2 row(s) throughout 2x9 top chords, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) XX 9" oc in 3 rows) throughout 2x6 bottom chords, 0'- 0.0" -396/ 30538 -276/ 276H 5.50" 9.89 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 webs. 37'- 0.0" -819/ 5269V 0/ OH 5.50" 8.42 KDDF ( 625) ©@ HANGER BY OTHERS TO APPLY CONC.LOAD(S)EQUALLY TO ALL MEMBERS. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/360, TL-L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.090" @ 25'- 6.2" Allowed = 1.203" MAX TL CREEP DEFL = -0.296" @ 25'- 6.2" Allowed = 1.804" MAX LL DEFL = -0.001" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.001" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.022" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 36'- 6.5" 13-09 9=06 13-09 Design conforms to main windforce-resisting system and components and cladding criteria. T T 4 1 12 M-5x6 M-3x4 M-5X6 12 Wind: 140 mph, h=29.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.00 Q 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), Of lk load duration factor=l.6, M-3x4 M-4x6 End vertical(s) are exposed to wind, Truss designed for loads .` in the plane of the truss only. M-3x9 440 t + M-3x9 0 0 ti ., N. (a, E4 PROF I -3x5 M-1.5x3 M-3x4 0.25" 0.25" M-6x8 M-1.5x3 M-3x8 0l .`$(' `ss o y M-7x8(S) M-7x8(S) 2812# y �NG'NER /02 ��CI 37-00 870 2PE 9r" JOB NAME : RT ENGLISH 6 PLEX - P3GIRD Scale: 0.1660 N� >N WARNINGS: GENERAL NOTES, unless otherwpa noted: GREG N O��. 1.Builder and erection contractor Mould be advised or all General Notes 1.This design is based only upon the parameters shown and Is bran Individual Truss: P3GIRD and Wamin s before oonetnabn commend's. balding component.Applicability f design ten and �` g incorporation of component is Me roponNblHy o/the building deal n �Or) �i��a,�E R 2.2a4 comprossion web bndng must M installed where shown*. g designer. y1 3.Additional temporary bracing to Insure stability during construction 2.Design .11assumes the by aro bottom dross to be laterally brood et j� Is me responsibility of the erector.Additional permanent bracing of 2'os and al l O a.c..osh a.p unless braced throughout their length by O.0 a`_ DATE: 7/15/2016 Me overall sinwluro I,IM responsibility f the building de continuous sheathing such as plywood aheelhing(TC)and/or drywaq(BC). V He C�'�`_ ly o rp signer. 3,2v Impact bridging or lateral bndng required where Mown•• I-1 L SEQ.: K2 18 2 3 6 0 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the nspede contractor. fasteners are complete and at no time should any Toads greater than 5.Design assume.trusses aree Isto be M used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. end ere br'tlry condition.'of use. 5.Cumpullus has no control over and assumes no reaponstilm for the 8.Design NI bearing al al supports shown.Shim or wedge if p EXPIRES:06/30/2017 tebrketbn.handlbg,shipment and inatailation of components. 7.Design assumes adequate drainage is provided. July 1 8,2016 8.This design is furnished aub)ed to the limitations set forth by 8.Plates shall be boated on both feces of truss,and Maud so their center TPPWICA In BCSI,copba of which WI be furnished upon request. Ines coincide with Joint canter three. uTrus Software 7.6.7 1 L E 9.Digits iodiate We of plate In Indus. MITek USA,Inc./Com P ( (' 10.For bask connector plate design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOsib DURATION INCREASE = 1.15 1- 2=( -21) 18 8- 9=(-906) 390 8- 2=(-1247) 361 6-11=(0) 273 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=( -407) 289 9-10=( -97) 630 2- 9=( -297) 1049 WEBS: 2x4 KDDF STAND; 3- 4=( -304) 253 10-11=(-169) 1045 3- 9=( -91) 130 2x9 DF STAND A; LOADING 4- 5=( -675) 307 11- 7=(-167) 1097 9- 4=( -771) 290 2x9 KDDF #16BTR B LL( 25.0)-l4L( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -990) 323 4-10=( -97) 398 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1476) 275 10- 5=( -68) 255 TC LATERAL SUPPORT <= 12"OC. U011. TOTAL LOAD = 95.0 PSF 10- 6=( -503) 244 BC LATERAL SUPPORT <= 12"OC. UON. II = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) " Far hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -176/ 1148V -386/ 212H 5.50" 1.89 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 25'- 3.2" -178/ 1144V 0/ OH 5.50" 1.83 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ---I VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.039" @ 11'- 7.5" Allowed = 0.812" MAX TL CREEP DEFL = -0.072" @ 11'- 7.5" Allowed = 1.218" MAX HORIZ. LL DEFL = -0.019" @ 29'- 9.8" MAX HORR. TL DEFL = 0.024" @ 29'- 9.8" 2-03-04 9-06 13-06 -'1 '1 1' 12 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 7 .S\-,19.00 M-5x6 M-3x4 M-5X6 Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 41,7t-1 p (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 End vertical(s) are exposed to wind, 1.11 Truss designed for wind loads 1111111 F > in the plane of the truss only. M-3x4 B I co I hs. $ A M-1.5x3 0.4t5" M-1.5x3 M-3x41 M-3x8 �4-5x8(3) � Q,ED PRQFFsd' y 25 03=04 y ,�\� F.NG'N�ER 'O?/F_ �" 87022PE / r JOB• NAME : RT ENGLISH 6 PLEX - P4 Scale: 0.2310 N A WARNINGS: GENERAL NOTES, unless otherwise noted: -a�� / ^ '1�I Truss: P 9 1.Guider and erection contractor should be advised of all General Notes 1,This design N based only upon the parameters shown and Is for an individual 5 A O R E G O (15')O44/. and Warnings before construction commences building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installs where shown+. Incorporation of component Is the responsibility of the building designer. /'� A I ,s 1 2.Design assumes the lop and bottom chords to be laterally braced at >,,,• �'V/e 3,AddAbnal temporery bracing to Insure stability Curing construction T e.e.end at ig'a.c.respectively unless braced throughout their length by (� R ` Is the rasponstbilty of the erector.Additional p leanest bracing of continuous sheathing such es plywood sheathing(TC)and/or tlrywap(BC). OV ^ He. DATE: 7/15/2016 the overall structure Is the responalb8ty of the Wilding designer. 3.ix Impact bridging or lateral bracing required whore shown++ el I-A G. SEQ.: K2 18 2 3 61 4.No load should be applied to any component ug I after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fastener's are complete and at no time should cry loads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment, TREWS ID: LINK design bads be applied to any component. and are for"dry condEon"of use. 5,CompuTNs has no control over and assumes So responsibility for the 8.Design assumes Poll heedng at ail supports shown.Shim or wedge if EXPIRES:06/30/2017 necesy. fabrcetiun,handling,shipment and Installation 0 components. Design s 7.Designuwmeaadequate drainage laprovided.s, July 18,2016 8.This design is furnished wbJed M the Nmltellors cat forth by B.Plates shop be located on both feces of crux,and placed w their anter TPVWTCA N SCSI,copies of which w11 be funlhed upon request. lines coincide with Jolnl center lines. MiTek USA,Inc./CompuTrus Software 7 8.7(1L)..E 10.For gitsbeak indicate cnector p61f. p design Inches. see ESR-7371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. IC OND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x4 KDDF STAND Design conforms to main windforce—resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=25.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x4 or equal at non—structural Truss designed for wind loads vertical members loon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 13-09 9-06 13-09 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 'f 1 T f T T T 12 12 M-5x6 M-3x4 M-5x6 9.0017 q 5 6 Q 9.00 M-3x6 M-3x6 +8 +; ;+ I8 0 —1▪4 I 1 9100.25" 0.25"11 1 o M-15x3 0 M-1.5x3 M-4x6 M-5x8(S) M-5x8(S) M-4x6 D PROFF l 7-00-11 l 6-10-01 1 9-02-08 y 6-10-01 y \� V GINE Ss/ ER o — y l 37-00 2 1-00 ' $70 2PE '9r" JOB NAME : RT ENGLISH 6 PLEX - P5FW Scale: 0.2324 Nt. N 14. I,WBudder GENERALtiniNOTES, unless tithe pa mete: "Y -oT (DREG N cs ^"'S1 1.BuAder aiq erection contractor should be advised Mal General Notes I.This design N based only upon the parameters shown and is for an Individual (� Truss: P5FW and Waning.before construction commences. budding component.Applicability of design parameters and proper A 2.2.4 compression web bredng must be Installed where shown 4. incorporation or component h the reepondbllky of the building designer. /^� �jy[a e..n '`\ � 3.Additional temporary bracing to Insure stability during conslrudbn 2 Design assumes ms top and bottom chorda to be laterally braced at 1.O SER�1 b the responsibility f the erector.Additional permanent bracing r 2'o.c.end at 10 ase.reepedNety unless breutl throughout(heir length by 9 ly a perms g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ES A. i-leik DATE: 7/15/2016 the overall seudure Is the reeponaibXRy eche building designer. 3.2.Impact bridging or lateral bracing required where shown++ SEQ.: 218 2 3 62 4.No load should be applied to any component until after ad bradng and 4.Installation of truss la the responsibility of respedte contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes mosses are to be used in a non-corrosive environment, TRANS ID: LINK design loads beappledtoany eemponeM. I. and are for"thy full bearing supports If 5.Compulrushas neconwlover and assumes noresponaallityfor the ug„ary:m°° g• p°° �° EXPIRES:06/30/2017 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. July 18,2016 S.This design is furnished subad to the limitations set faith by 5.Plates shall be located on both faces of bus,and placed so their center TPIOMPCA In SCSI,capias of which wig be furnished upon request. linea coincide with joint center lines. 9.Digits Indicate sire of plate In inches. MITek USA Inc./CempuTrus Software 7.6.7(1L)-E 10.For bask connector pate design value.see ESR-1311,ESR-1933(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #10010 LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=(-555) 704 6-3=(0) 177 I BC: 2x4 KDDF 81013TR SPACED 24.0" O.C. 2-3=(-562) 300 6-4=(-555) 704 WEBS 2x9 KDDF STAND 3-4=(-562) 300 ' LOADING 4-5=( -7) 30 TC LATERAL SUPPORT <= 12"OC. UON. LL( 21.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -135/ 491V -1225/ 1225H 5.50" 0.79 KDDF ( 625) 8'- 2.0" -135/ 491V -1225/ 1225H 5.50" 0.79 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Vertical members (uon). REQUI\EMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.044" MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" 4-01 9_01 MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.044" ,� MAX TL CREEP DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" MAX TC PANEL LL DEFL = 0.019" @ 5'- 9.1" Allowed = 0.295" 4-09 ` 4-09 A MAX TC PANEL TL DEFL = 0.061" @ 5'- 9.2" Allowed = 0.443" 1 1 MAX HORIZ. LL DEFL = 0.006" @ 0'- 5.5" 12 IIsi}-4x4 12 MAX HORIZ. TL DEFL = -0.006" @ 0'- 5.5" 9.00 7 9.00 3'''.0" + Dn 'COND. 3: 150.00 PLF SEISMIC LOAD. I I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, .1' (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. Truss designed as a Piggyback.Structural truss is below. o0 2x4 stripping required at 24"oc where continuous bearing is 1 I shown.Join to bottom section of truss with 2-16d nails and top o z - 6 _ _o , section with 2-16d toenailed to stripping.Stripping spaced at M-3x9 M-1.5x3 M-3x4 c 2'-0"oc maximum.Connections are for vertical gravity loads only. (2)M-1.5X3 OR EQUAL AT UPRIGHTS. k el l 4-09 4-09 l-,1' l)' 0-02-03 :-02 0-02-03 �c� Ep PR Opp, ��N� ,NtYn G�NFE�4 i� 870 2PE 17 1--" JOB NAME : RT ENGLISH 6 PLEX - P5FWCAP Scale: 0.4858 (/)..e‘ � sN WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: P5FWCAP t.BuNderand erection contradarshoJtlbeadvla,tofall General Notes 1.This desgnlsbased only upon the parameters shown and isfor anindividual -y7 i) GREG N rV�444. end Warning.before construction commences. building component.AppllwblliN of design parameters and proper ER 2.2s4 compression web brain must be installed Mere shown.. mcorporallon of component lathe nsponsiblily of the building designer. �� /�-� �\ 3.Additional temporary bracing to Insure"lability NFig conatrudion 2.Design assumes me lop and bottom drama to be laterally bread al ^ 'V, (� la the reaponsiblNty of the erector.AddAloul perlanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by (,/ _�y` _ DATE: 7/15/2016 the overall structure Is the responsibility of the bidding designer. continuous sheathing or cold lateral b acing repNwood aired w ere s ownandr•tlryvnll(BC). S A. �,j L' 3.In tmpact tion of tru g or Ra bracing required the to pe shown t a �1 HEY" K2182363 4.No loadsareced be leleanloonyhmeeltsr attergall enWnhana 5.Dsignacof .trIsesaretobeoftheoncedoscontractor. fasteners are complete and at no nee should art loads greater than 5.Design aswmes trusses aro to be used In a non-corrosive snvbonmem, TRANS ID: LINK desbads be applied to any component. and are Nr condition" use. ign 5.CompuTrus hes no control over and assumes n rsapanaibngy for the 6.Design assumes mg bearing at al supports Mown.Shim or wedge If EXPIRES:06/30/2017 fabrication.handling,shipment and installation o components. eery. �a ,f 7.Design bee laded on<othl face is provided. JUIf 18,GO IV 8.This tlasign is furnished subject to the IlmilallanA sit forth by 8.Plates shall be loaded on both faces of truss,and placed w(heir unlet TPINYTCA in SCSI,copies of which will ba(milled upon request. Inas coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.E7(1 L)-E4.Digits indicate etre of plate in inches. F to.For basic connector plate design cakes see ESR-1311,ESR•t B85(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2-10=(-270) 1803 10- 3=( 0) 279 BC: 2x4 RODE 81813TR SPACED 24.0" O.C. 2- 3=1-2317) 402 10-11=1-271) 1802 3-11=(-513) 239 WEBS: 2x4 KDDF STAND 3- 9=(-1821) 439 11-12=1-235) 1498 4-11=(-136) 706 LOADING 4- 5=(-1326) 918 12-13=1-271) 1711 11- 5=(-262) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP 5- 6=(-1326) 418 13- 8=1-270) 1712 5-12=1-261) 112 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1821) 439 12- 6=(-136) 706 TOTAL LOAD = 45.0 PSF 7- 8=1-2317) 402 12- 7=(-514) 239 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 71 7-13=( 0) 279 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -259/ 1785V -279/ 279H 5.50" 2.86 KDDF ( 625) 37'- 0.0" -259/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/360, TL=L/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.085" @ 18'- 6.0" Allowed = 1.203" MAX TL CREEP DEFL = -0.173" @ 18'- 6.0" Allowed = 1.809" MAX LL DEFL = -0.002" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.045" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 36'- 6.5" 13-09 9-06 13-09 fi 7-02-07 6-06-09 fi 4-09 4-09 T 6-06-09 7-02-07 fi Design conforms to main windforce-resisting f f T T ' 1' , system and components and cladding criteria. 12 12 Wind: 190 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-5X6 M-3x9 M-5X6 Q 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 17 4 5 6 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 T + + -1- o + 0 o ri o ID S fi 12 13 N o IIM-3x5 M-1.5x3 0.25" 0.25" M-1.5x3 M-3x5 M-5x8(5) M-5x8(S) Y l y l l l 4j NGINEF /O 7-00-11 6-10-01 9-02-08 6-10-01 7-00-11 l l �� R 2'9 1-00 37-00 1-00 87022PE r` JOB NAME : RT ENGLISH 6 PLEX - P6 Scale: 0.1661 N N ,, WARNINGS: GENERAL NOTES, unless otherwise noted: . �" GREG N CLO N 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon me parameters shown and Is for an Individual �` ,cm Truss: P6 and Wamings before construction commences. building component Appllcablliy of design parameters and proper V z.2a4 compression web bhang moa be installed comers anon„ Incorporation orthe tpcomponent is the rcapo chords to otla a buildingbra designer. �f y�ER 1' P‘1 3.Additional temporary bracing to insure stain*during construction z.Deign names me top and bottom d,oras to b.laterally braced.t O Is the responsibility of erector.Additional permanent bracing of 2'o.c.and at ID o.c.respectively unless braced throughout their length by `V ty a continuous sheathing such as plywood aheamlag(TC)and/or drywelg0D(. A, H EPt DATE: 7/15/2016 me overall structure is the responsibility of me building designer. 3.2a impact bddgmg or lateral bracing required where shown.. SEQ.: K218 2 3 6 4 4.No bed should be applied to any component undo after all bredng and 4.m.talietion of buss is the responsibility 0/the reapectwe conredor. fasteners ere complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are astymy full be r' use. dg. 5.CampuTnas hoe no control over and assumes no responsibility for the 6.Dos nee NA beatl at Cl supports Chaos Shim or wedge d EXPIRES:06/30/2017 ssery. tebdcadon,handling,ahlpmsnt end Installation of components. 7.Design assumes adequate drainage Is provided. July 18,2016 6.This design is Banished subject to the limitations set forth by 8.Plates shall be located on both feces of Wu,and plead so their center TPWOTCA In SCSI,copies of which will be furnished upon request. lines coincide v8th Joint center lines. 9.Digits indicate sire of plate in ruches. MITek USA,Inc.ICompuTrus Software 7.6,7(11)-E 10.For basic connector plate design values see EBR-1311,ESR-1980(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #168TR LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=(-17) 195 6-3=(0) 177 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-341) 70 6-4=(-17) 195 WEBS: 2x9 KDDF STAND 3-4=(-341) 70 LOADING 4-5=( -7) 30 TC LATERAL SUPPORT <= 12"OC. DON. LL( 26.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -57/ 418V -71/ 71H 5.50" 0.67 KDDF ( 625) 8'- 2.0" -57/ 418V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.044" MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" 4-01 4-01 MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.044" MAX TL CREEP DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" f ' f MAX TC PANEL LL DEFL = 0.019" @ 5'- 9.1" Allowed = 0.295" 4-09 4-09 MAX TC PANEL TL DEFL = 0.061" @ 5'- 9.2" Allowed = 0.443" f ' .l MAX HORIZ. LL DEFL = -0.001" @ 7'- 8.5" 12 12 MAX HORIZ. TL DEFL = 0.002" @ 7'- 8.5" 9.00 IILL-4x4 Q 9.00 3 4.0" ( ,,( Design conforms to main windforce-resisting system and components and cladding criteria. r Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Truss designed as a Piggyback.Structural truss is below. 2x4 stripping required at 24"oc where continuous bearing is . shown.Join to bottom section of truss with 2-16d nails and top o 1 o section with 2-16d toenailed to stripping.Stripping spaced at 1 6 I 2'-0"oc maximum.Connections are for vertical gravity loads only. 0 0 M-3x4 Mr1.5x3 M-3x4 (2)M-1.5X3 OR EQUAL AT UPRIGHTS. l ,t 1 4-09 4-09 0-2y03 3-02 0-02-03 ��c.9,0) PROpp, .S.1 0.461 N4-4.5, ��R io29 C x8/7022 PE 1--- JOB -' JOB NAME : RT ENGLISH 6 PLEX - PCAP �� Scale: 0.9858 WARNINGS: " GENERAL NOTES, unless olhervise noted: `,- 1.Builder end erection contractor should be advlptl of all General Notes 1.This design Is based only upon the parameters shovel end h for an Individual -f' A OR E G(.5A/6611/ rye <U Truss: PCAP and Warnings before construction commences building oompxnent.Applicability of design parameters and proper w� ♦ `Q 2.294 compression web bracing must be Installs where Mown«. incorporation of component la me responsibility of the building designer. //� Fj�rNy E .\` N 3.Addeional temporary bracing b Insure stability*Ring consi1..1bn 2 Design assumes the top end bottom chords to be laterally braced el l.O OO 0A` Is the responsibility of the erector.Additions!permanent bracing of T o.c.and at til o.c.reepedWsly unless braced throughout their length by 3 �j `_ DATE: 7/15/2016 site overall structure hmero sibll of dl designer. continuous sheathing such as*mod sheathing(TC)end/or drywall(BC). V A. HE`` ePon Ay o u� "83.291mpad bridging or lateral bredng required where Mown«« 1 r-1 S EQ.: K218 2 3 6 5 4.No load should ba applied to any component d�after all bracing and 4.Installation dews le the respondblllty or the respective contractor. are fasteners acompete and at no time should dy loads greater than S.Design assumes Misses are to be used in a nonconoeNe environment, TRANS I D.• LINK design loads be applied to any component. and are for dry oondna r or use. 5.CompuTrus has no control over and assumes r responsibility for the N.Design sesames full bearing al all auppode shown.Shim or wedge If EXPIRES:06/30/2017 ua, fabrication,handling,shipment and instalfa5un components. T.patessh.assumes adequate onbodrainage loprosded e)UIy 18,2!)16 5.Ibis design is furnished subject to the Iimitetlo t forth by S.Platen shall be located on bath faces of truss,and plead w their anter TP WRCA In SCSI.copies of which will be fu ed upon request. litres coincide with)ohm center lines. 9.MiTek USA,Inc./CompuTrus Software 70.7(1L)-E W.Fl For bats sic cop nnector platecate aim of elIn d (MITek p sign values see EBR-7317,ESR-19138 ) i This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2-10=(-270) 1803 10- 3=( 0) 279 BC: 2x9 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-2317) 902 10-11=(-271) 1802 3-11=(-513) 239 WEBS: 2x4 KDDF STAND 3- 4=(-1821) 439 11-12=(-235) 1448 4-11=(-136) 706 LOADING 4- 5=(-1326) 918 12-13=(-271) 1711 11- 5=(-262) 112 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP 5- 6=(-1326) 418 13- 8=(-270) 1712 5-12=(-261) 112 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1821) 939 12- 6=(-136) 706 TOTAL LOAD = 45.0 PSF 7- 8=(-2317) 902 12- 7=(-514) 239 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 71 7-13=( 0) 279 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -259/ 1785V -279/ 279H 5.50" 2.86 KDDF ( 625) 37'- 0.0" -259/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.085" @ 18'- 6.0" Allowed = 1.203" MAX TL CREEP DEFL = -0.173" @ 18'- 6.0" Allowed = 1.804" MAX LL DEFL = -0.002" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.045" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 36'- 6.5" 13-09 9-06 13-09 4 4 1 4 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 Design conforms to main windforce-resisting T f 1 f 1 1 ,r system and components and cladding criteria. 12 M-5x6 M-3x4 M-5x6 12 Wind: 190 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.00 F77 4 5 6 Q 9.00 (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-3x4M-3x4 3 + + 0 0 a, 4 B Mf Alli it . -Yc 10 11 'f ' 12 13 ^8 0 o' M-3x5 M-1^5x3 0.25" 0.25" M-1.5x3 M-3x5 1o A�p t M-5x8(5) M-5x8(5) `I ,o) PR OFFS l y l l l l c;� �NGI N E,"R LS/q� y 7-00-11 6-10-01 9-02-08 6-10-01 7-00-11 l l 1-00 37-00 1-00 ¢- $70 2PE pr JOB NAME : RT ENGLISH 6 PLEX - PHIP Scale: 0.1661 ,^ CV WARNINGS: GENERAL NOTES, unless otherwise noted: '+j V'C ril t1 ^p V 1.Builder and erection contractor ahold be advised or ail General Notes 1,This design Is based only upon the parameters shown and A for an Individual ' 'O), OREGON Aye OGV Truss: PHI P and Wamings before construction commences. building component,Applicability of design parameters end proper 2.204 compression web bracing mug be installed where shown«, Incorporation of component Is me responsibility of the building designer. /^� �M P� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap and bottom chords to be laterally braced at l.' -r",(7 ER Is the rasponstbrHy of me erector.Additional pennenaM bracing of 2'continuous and at f P hlno.cexon a.sty unless braced throughout their length by DATE: 7/15/2016 the overall stnrdure A R.re eibA f the building designer. condnuous Maathlnn such es sting isplywood sheathing(7C)and/or drywe%(BC). �.a A. A_,J i=. Won ray o 3.2x Impact Mdging or lateral bracing required where shown++ �l I-7 L SEQ.: K018 2 3 6 6 4.No load should be applied to any component win after all bracing and 4.Installation io laa hthe e resarepo used Insme eibthe .pecthcontractor. fast4. fasteners are complete end at no time should any loads greater than en nomas I TRANS I D• LINK design loads be applied to any component. and are fodry condition"of use. 6.Cempurnn has no control over and essumes no responsibility for the 8.Design"sadness Nn bearing at al supports Mown.Shim or wedge If EXPIRES: 06/30/2017 salary fabrication.handling.shipment end Installation of components. 7.Design assumes eded on beth face io prodded. July 1 5,2016 8.This design p furdehad ardent to the Hmketbns set forth by S.Plates shall be located on both faux of truss,and places w Mak timer TPW BTCA In BCSI,copies of which w1A be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sin f plateIn Inches. MiTek USA,InciCom uTrus Software 7.6.7(1L)-E 10. For basic connectorplate design values see ESR-7377,ES13-1888(MITek) ) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -7) 30 2- 9=(-86) 297 9- 3=(0) 143 BC: 2x9 KDDF #16BTR SPACED 29.0" S.C. WEBS: 2x9 KDDF STAND 2- 3=(-936) 171 9-10=(-86) 287 6-10=(0) 143 3- 9=( 0) 0 10- 7=(-92) 297 LOADING 3- 6=(-287) 151 TC LATERAL SUPPORT <= 12"OC. UON. LL( :5.0)+DL( 10.0) ON TOP CHORD = 35.0 POP 5- 6=( 0) 0 � BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-436) 171 TOTAL LOAD = 45.0 PSF 7- 8=( -7) 30 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMIT:D STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. O'- 0.0" -91/ 418V -37/ 37H 5.50" 0.67 KDDF ( 625) OVERHANGS: 8.0" 8.0" 8'- 2.0" -91/ 418V 0/ OH 5.50" 0,67 KDDF ( 625) BOTTOj11 CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND IIDTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Unbalanced live loads have been considered for this design. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I 3-07-11 0-10,10 3-07-11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 f f - f ,f MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.044" MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" 2-09-11 1-06 0-10'10 1-06 2-09-11 MAX LL DEFL = 0.014" @ 5'- 10.0" Allowed = 0.242"` 1 f I - f f >( MAX TL CREEP DEFL = -0,018" @ 5'- 10.0" Allowed = 0.362" MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.044" MAX TL CREEP DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" 2-09 2-09 1' 1' 1 T MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.5" 12 12 MAX HORIZ. TL DEFL = 0.003" @ 7'- 8.5" 9.00 7 9.00 4 5 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-4X6 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 6 load duration factor=l.6, Truss designed for wind loads �� N4141114'. in the plane of the truss only. ' N Truss designed as a Piggyback.Structural truss is below. Al 4-05+11 2x4 stripping required at 24"oc where continuous bearing is * o shown.Join to bottom section of truss with 2-16d nails and top o 1 ,� I I section with 2=16d toenailed to stripping.Stripping spaced at 0 9 10 'moi o 2'-0"oc maximum.Connections are for vertical gravity loads only. M-3x9 M-3x5 M-3x5 M-3x4o (2)M-1.5X3 OR EQUAL AT UPRIGHTS. 1 . . 1 2-07-15 4-02`)3 2-07-15 0-02-03 8-07 0-02-03 p PROFFssw�\ �NGIN�F6) /102(7-"cr,..c, 87022PE 9r' JOB NAME : RT ENGLISH 6 PLEX - PHIPCAP Scale: 0.4608 WARNINGS: u GENERAL NOTES, unless°theM/se noted: Truss: PHIPCAP 1.Builder and erection contractor should be advises 01.1 Goserot Autos 1.This design is based only upon the parameters shown and Iafor anindividual c%T OR EGO rt,:';* 041 end Warning.before con.trudion commences. building component.Applicability of design parameters and proper Z.2a4 compression web bracing must be installed where shown+, Incorporation of component la the reeponelbll y of the building designer. 'E $A I�E R �l` 3.Additional temporary bracing h Insure stabll80�g construction 2 Design assumes the lop and bottom chards to be laterally braced al 'y/ \*"'j� Is the responsibility of the erector.Additional PeRament Waning of 2'o.k.and at es a.c.rospedNety unties braced throughout mak length by O_(1 �T' DATE: 7/15/2016 the overall structure le the n continuous sheathing such as plywood sheathing(TC)and/or drywep(BC). V u�� responsibility of the O�Iding.5 Weer. 3.2t Impact bridging or lateral bradng required where shovel++ a. f-7 SEQ.: K2182367 4.Na load should be applied to any component uM after all bracing and 4.Installation of tans is the responsibility of the respective oonlrador. fastenere are complete end at no time should err loads greater than 5.Design swum.busses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are for"dry condition'of use. 5.Compuirus has no control over and assumes lid nepon.IMlity for the e.Design assumes rue bearing at all supports shown.suint or wedge If EX P I R ES:06/30/2017 fabrication.handling,shipment end Instelletbn necewry. gcomponente. 7.Design assumesadequatebareinageispremded, July 18,2016 6.This design Is furnished subject to the Ilmllationa let forth by B.Plates shall be fended on both faces of truss,and placed so their center TPWVTCA In BCSI,copies of Mich w@ be!milted upon request. lines colndde with joint center lines. 9.Digits indicate size or piste In Inches. MITek USA,Inc,/CompuTrus Software 7.hs(1L)-E 10.For beak connector plate design values see ESR-1311,ES12-1986(MITek) ir. • Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION1 Failure to Follow Could Cause Pro ert 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths p y /4 I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury �E. Dimensions are in ft-in-sixteenths. 11404,. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For co"/T e4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I bracing should considered. 2 O U O U 3. Never exceed the design loading shown and never �- stack materials on inadequately braced trusses. a- ILIIPIIII're ° 4. Provide copies of this truss design to the building II For 4 x 2 orientation,locate -e C6-7c5s designer,erection supervisor,property owner and plates 0-'na' 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1 311,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 SYP represents values as published specified. �! Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but NMI all 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. ® number where bearings occur. Min size shown is for crushing only. MIE 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. w all prtionf s e ( o ,wdes Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. j [ (B BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013