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Plans (45) /UST,-oO--Go1/$' /3/74 SI.; 46rig-i i c T. min C (/-1frt 0/2-0047 l3l71_.. Sty 4-err -IHr Trfr l&° MS7—J-,C)/? /2O r 2_02__- S w /Noe tHr T` l �Lt :00 00�,21 / 14c) Tr MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL16-320_UPPER Fax 916/676-1909 POLYGON 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: R47865044 thru R47865058 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. 7GI NE�cR 87022PE v� N � "Cj, OREGON 'E ' N G15ER A. HEsi;� E TES: $6/ 0/2' July 15,2016 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON PL16.320 UPPER F01 Floor 2 1 R47865044 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:18:31 201E Pago.1 ID:SeV?tdJYi Iz0X2xysiFD VpzsmUO-7xjR7kAFM WAoxpdCo?sTgF2HV_wX2k?gdLgomzyxoFs 1-9-12 I 2-6-0 I Scale=1:18.2 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 e 0 d o e 8 7 34= 3x4= 3x4= si 0--i� 9-8-4 I 9-6-12 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 0.16 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/TPI2007 (Matrix) Weight 47 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 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(Ib)or less except when shown. TOP CHORD 2-3=688/0,3-4=-688/0 BOT CHORD 7-8=0/430,6-7=0/536 WEBS 4-6=626/0,2-7=0/300,2-8=557/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��Q,ED P R OFFS ct7 -3 4' 87022PE 9T N yN r OREG N qo A4.1H °S a. HEc EXPIRES:06/30/2017 July 15,2016 I ' design ter• WARNING-Verify gn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a ...; a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent bucking of esdividual truss web and/or chord members only.Additional temporary and permanent bracing k"fie is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the [ Il fabrication,storage,delivery,erection and bracing of tenses and truss systems,see ANSI/TPI1 Qealfy CrNerla,DS8-89 and BCSI Building Component 7777 Greenback Lane Safely Informaton 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 R47865045 PL16-320_UPPER F02 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.640 s Apr 19 2016 MiTek Industries,Inc.Fd Jul.15 12:18:32 2016 Page 1 I D:5eV?tdjYi lzOX2xysiFDVpzsm UO-b7HgK4Bt7gJfZzCP MjNiDSbS9OEBn7Qzs?aMl PyxoFr I °-9-4 I 2-6-0 Scale:1/2"=1' 1.5x3 I I 4x8= 1.5x3 I I 3x4= 1.5x3 I I 3x5= 1.5x3 I I 1 2 3 4 5 6 7 0 0 03 � 11 10 9 8� 4x4= 4x8= 3x8= 3x5= 13-9-4 (1-1111 13-7-12 Plate Offsets(X.Y)- 111:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl 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 0.26 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1028/0,3-4=-1028/0,4-5=1282/0,5-6=-1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=-973/0,6-9=0/523,4-10=349/0,2-10=0/822,2-11=680/0 • NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. D PROFFss � � ANGiNEF•T X02 8 1 2PE /9� y\ . OREGO ti OCL OS A- HO; EXPIRES:06/30/2017 July 15,2016 s I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mire's®connectors.This design is based only upon parameters shown,and is for an individual bulding component,not111111 a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overal building design.Bracing indicated is to prevent buckling of individualtruss.web and/or chord members only.Additional temporary and permanent bracing , Ml;Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,051-89 and BCSI BuIlding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865046 PL16-320_UPPER F03 Floor 22 1 Job Reference(optional) Pacific Lumber&Truss Co., -Beaverton,Oregon - 7.640 s Apr 19 2016 MTek Industries,Inc.Fri-lbl 5512:70.322016 Page 1 D:SeV?IdjYIz0X2xysi FD VpzsmU O-b7HgK4Bt7gJFZzCPMj Ni DSPS5.OEcnBJzs?ant l PyxoFr I 2-1-4I 2-6-0 I Scale=1:26.3 1.5x3 II 4x6= 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 e e I.7 Alb.. _ - _ -411111111111111111111%11%si%_ .400/11111.11111111111111111111111111111111111111.- -.111111111111111111111111111111114%44%‘. 0 m be l.1 s� e e 1�w/1 10 9 6 3x5= 4x8= 3x8= 3x5= 0-1118 15-1-4 I 0-1-8 14-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 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.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=659/0-1-8,11=659/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1418/0,3-4=-1418/0,45=1476/0,5-6=-1476/0 BOT CHORD 10-11=0/811,9-10=0/1620,8-9=0/931 WEBS 6-8=1086/0,6-9=0/636,2-10=0/709,2-11=995/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��E O P R OFFss �5 �NGI NE<cR /O 2 2t 870 2PE /fir- y A), OREGON (15)Qui �O ''"SER \� On A. HEY, EXPIRES:06/30/2017 July 15,2016 I __ AWARNINGv Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. • Design valid tor-use only with Mriek®connectors.This design is based only upon parameters shown,and is for an individual bulging component,not a truss system.Before use,the budding designermust verify the_appricabOiily of design parameters and property incorporate this design into the overall - building design.Bracing indica"ed-rcto eventbuckGng`ofindrviduafrusxweb-.and/or chord members only.Additional temporaryand permanent bracing mew, ,- -„ ,n.. ',., ,'k'-°-. r '',-s 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/Tell Ovally Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safety Informaton available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865047 PL16-320_UPPER F04 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon - • 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:18:32 2016 Page 1 I D:5eV?tdjYi lzoX2xysiFDVpzsm UO-b7HgK4Bt7gJPZzC PMj Ni DSbS BOFNn79zs?aM IPyxoFr 4-4-9 26.0 1 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 • a a 11 10 9 8k 5x5= 4x8= 3x6= 3x4= 011-0113-4-0 I 0.1- 13-2-8 Plate Offsets(X,YI-- 111:Edde,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl 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=0/486,4-10=-387/0,2-10=0/855,2-11=670/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PROPP ��5 �NGiNEF9 /� 2 44 -7 87022PE N fiti� Alj, OREGO 44/ 9C' AMBER �1 � `s A. HEY'. EXPIRES:06/30/2017 July 15,2016 i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47173 rev.10/032015 BEFORE USE. Design valid for use only with M?ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before rue,the building designer must verify the applicability of design parameters and properly incorporate thisdesign into the overall buffing design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing `° --k A�T�1•" is aNways required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the IMI 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify 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 Heiahts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865048 PL16-320_UPPER F05 Floor Girder 2 1 ,Job Reference(optional) Pacific LurOttei&Truss Co., - Beaverton,Oregon 7,640 s Apr 19 2016 Mi T ek Ir,idusYnes;Inc:Fri'Jul 15 72:18:33 2016 Page 1 ID:5eV?tdjYilzoX2xysiFDVpzsmUO-4KrCYQC Wu7RWB6nbwQwdg7X4oWOWXs75fJvrryxoFq 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 7 e e e -e e 0 � / a `exvo X\ 10 9 �8 4x8= 4x12= 4x10 = 4x10= I 15-1-4 I 15-1-4 Plate Offsets(X.Y)— 11:Edae.0-1-81,18:Edge,0-1-81,111:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid 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/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(tlat) 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=-045/0,2-10=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 63-0,88 lb down at 7-103,88 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 _vot P R QFF Uniform Loads(plt) s Vert:8-11=8,1-7=80 3\ �NGINEF9 W0 Concentrated Loads(lb) �� 4- Vert:6=-88(F)3=88(F)2=192(F)12=-93(F)13=88(F)14=88(F)15=-88(F)16=88(F)17=-88(F)18=-192(F)19=-95(F) Cc 8 • 2PE c-- /r/ i 5."Cr NEAT OREGO ti 4, 9O AMBER A Or, A. HE�NP EXPIRES:06/30/2017 July 15,2016 4 I '>1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. . .Design valid for use only with',Rieke,connectors.This design is based only upon parameters shown,and is for an individual building component,not _ a truss system..Before use,the bulding designer must verify.the applicability of design parameters and properly incorporate the design into the overall _ -- ■�y1� ,P . .. -.building design:&acing indicated is lowpreverrt buckling o##individual truss web and/or chord members only.Additional temporary and permanent bracing tsitit, ,� . MIT k . ^ .. is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the iX1i 1 R. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSI-89 and ICSI 8uOding 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 R47865049 PL16-320_UPPER F06 FLOOR GIRDER 2 1 �, __ Job Reference(optional) • - - Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:18:33 2016 Page 1 ID:5eV?tdjYiIzoX2xysiFDVpzsmUO-4KrCYQCWu7RWB6nbwQuxlg7dgobJWcA75fJvrryxoFq 1-10-4 2-6-0 I Scale=1:25.7 3x4 II 3x5= 1.5x3 I1 3x4= 1.5x3 II 3x4= 3x4 II 1 2 3 4 5 6 7 • • e e • o 1 V-441111141114114141111111114114111141411411411t - -11110 - cos e e • I 'aln. 10 9 3x6 = 3x6= 3x6= 3x6= I 15-1-4 I 15-1-4 Plate Offsets(X,Y)— I1:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl L/d 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=-262/262,2-3=957/163,3-4=-957/164,45=1006/150,5-6=-1006/150, 6-7=-348/348 BOT CHORD 10-11=251/634,9-10=144/1068,8-9=-229/734 WEBS 6-8=-858/275,6-9=-304/615,4-9=411/388,4-10=-432/373,2-10=-293/674, 2-11=730/221 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 122 lb uplift at joint 11 and 122 lb uplift 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. �� PR OFFss �`cs.. :°: P� r i CV y SAT OR e.GON qd Q4/ 9b 'IBER11 OS a- HEY, EXPIRES:06/30/2017 July 15,2016 4 I •.e. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-7473 rev.10/032015 BEFORE USE. ` Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and isfor an individual budding component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate the design into the overall - ,:'. .; . ,.budding design.-Bracing indicated'to prevent buckling of individual truss web and/or chord members only.Additional-temporary arxt,pemranent bracing' ' A GR A'T l is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Wale fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPR1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865050 PL16-320_UPPER F07 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon - - - - 7.640 s Apr 19 2016 MiTek Industries.Inc.Fri Jul 15 12:18:33 2016 Page 1 ID:5eV?tdjYilzoX2xysiFDVpzsmUO-4KrCYQCWu7RWB6nbwQuxIg7d1 odOWgX75fJvrryxoFq 1 0-11-4 I 2-6-0 I 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:11.3 II D'ILIII II IAEIIIIIIIIIIkhhh ILIIII r 5 =' 44 3x4= 3x4= dil 3-8-4 I 1 3-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d 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 Ina 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. ca�\ �NGI NEER 0/,, � 9 ¢ 87022PE 1--- / yNN �A)., OREGO 95)0� �On FMBER \\ S A. 1-lec EXPIRES:06/30/2017 July 15,2016 I IIMIUMMI®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not r a truss.systern.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ., vi building desgn:gracing indicated 6 to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing,,n4/s s ti r:.,MiT�k' . is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iMl Al fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M11 Quality Criteria,DSS-89 and RCM Sueding Component 7777 Greenback Lane Safety Informalion available from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865051 PL16-320 UPPER F08 Floor 14 1 -- ----- .Job Reference(optional) Pacific Lumber 3 Truss Co., Beaverton,Oregon -- - ." - - """ " 7.640 s Apr 19 2016 MTek Industries,Inc.Fd Jul 15 1218:34 2018 Page 1 - ID:5eV?tdjYilz0X2xysiFDVpzsmUO-YWOalmC8fRZNoGMnU7PAItgnEC_oF7eGJJ3SNHyxoFp I 2-6-0 I 0-11-12 1 1 0.6-12 4v4i= 1 1.5x3 II 2 3x4= 3 3x4 II q Style=1:11.2 •J • / • c 2 \ . / 7 S 5 1.5x3 I I 3x4= 4x6 = 3-10-42 I 3-7-4 318-1{ I '6-6-8 I 3-7-4 1-6 0-8-4 0-1-8 Plate Offsets(KY)— 14:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, 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=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(lb)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 4-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(Of) —80 Concentrated Loads(Ib) F�' �} P R OFF `fGtS Nco Vert:4=-125(F) �,N.7 �GGI NEF9 `r�p9 44.1 8 • 2PE f cv y fi1'. OREGO �o O�� 'po F�LjE3ER '0 r OS A- Hec, EXPIRES:06/30/2017 July 15,2016 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.10/032015 BEFORE USE. Mil. Design valid for use only with MTeki 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.preperly incorporate this design into the overall 'r building design:Bracing indicated is to prevent buckling of individual truss web and/or chord memberronly.'Additional temporary and permanent bracing - MrTek" 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/1811 Quay Criteria.DSB-89 and*CSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cerus Heights.CA 95610 Job Truss Truss Type City Ply POLYGON R47865052 PL16-320_UPPER F09 Roor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - _- 7.640 5 Apr 19 2016 MTek Industries,Inc.Fri Jul 15 12:18:34 2016 Page 1 - ID:5eV?tdjYilzOX2xysiFD Vpzsm UO-Y WOaImC8fRZNoGMnU7PAItgnJC_3F7ZGJJ3SN HyxoFp 2-6-0 I 0-5-12 I I 0-6-12 4r41= 11.5x3 II 2 4x4 = 3 3x4 II 4 Scale=1:11.3 • 7 5 1.5x3 II 3x4= 4x6 34-4 3-141 -0-8 4 3-1-4 ' 1. I 0-8-4 0-1-8 Plate Offsets(X,Y)— 14:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 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 or 4-0-8 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(lb)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 3-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(p11) Vert:5-7=8,1-4=80RD P ConcentVert:4 rated 0125(F)ads ) �NGI NEF��i02 , 87022PE r- • N CV CN`, OREG•N ti9 At/ 'yBER N �O OS A. He?, EXPIRES:06/30/2017 July 15,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE rev.10N32015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,andis for an individual building component,not a truss system.Before use,the building designer must verify the appfcabity of design parameters and properly incorporate thisdesign into-the.overall r - building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Addifionoltemporaryrand-permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,defrvery,erection and bracing of trusses and truss systems,see ANSI/r11 Qoalty Criteria,DS11-89 and 8051 Sodding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865053 PL16-320_UPPER F10 Floor 4 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - -.------ - -- - - - 7.640 s Apr 19 2016 MTek Industries,Inc.Fd Jul 15 12:18:35 2016 Page 1 - - ID:5eV?tdjYilzoX2xysiFDVpzsmUO-Oiyyz5DmQIhDQQx 1rxPr5DzUbKA_avPYzoOvkyxoFo I 45-4 I 2-6-0 I 1 1.5x3 II 2 4x4 = 31.5x3 II Scale=1:11.3 J _ ocg :,,, / 5 4x4= 3x4= 1--: 3-2-4 3-0-12 I �1 Plate Offsets(X,Y)— f5:Edae,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 0.17 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(lb)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. R r,FRE� P Opp 87022PJ i cv 7 cvk , OR GON rte AjOil/ 9�, F'4jgER A' OSA H - EXPIRES:06/30/2017 July 15,2016 i r r®WAR ...— A WARNING NING-Verify design parameters and READ NOTESON THIS.AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE ' - Desiign valid for use only with MiTek9 connectors.This design is based only upon parameters shown,and is for an individual balding component,not a truss system.Before use,the building designer must verify the-applicability of design parametes.ond property incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual tarssweb-and/orchordzsemmHire beonty.Additional temporary and permanent bracing T er k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,D5B-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 Clens Heights,CA 95610 Job Truss Truss Type iQty Ply POLYGON R47865054 PL16-320_UPPER Fl1 Floor 22 1 Job Reference(notional) Pacific Lumber 8 Truss Co., Beaverton,Oregon - --" - - 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 1512:18:35 2016 Page 1 ID:5eV?tdjYilzoX2xysiFDVpzsmUO-Oiyyz5DmOIhDQQx 1rxPr5DzKbGO_VxPYzoOvkyxoFo I 1-11-4 I 2-6-0 I Scale=1:26.0 1.5x3 I I 4x6= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 Yt e e e O e a e e 1711 10 9 6 3x5= 4x8 = 3x8= 3x5= 0-1118 1411-4 I 0.-8 149-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress 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 puriins, 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. � _to PROFFs ��;5 tNGIINEFR cS'/029 870 2PE N eiC‘Aj, OREGON coo _14/ 'Ao tc t3ER 1� r �`s A. HECk EXPIRES:06/30/2017 July 15,2016 a a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/I-7473 rev.10/032015 BEFORE USE " - Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for on individual building component,not1111111 - a truss system.Before use,the building designer must verify the applicability of design parameters andproperty incorporate this design into theoverall building design.Bracing indicated is to prevent buckling of individual truss web and/or chordmernberronly.-Additional temporary and permanent bracing - MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality CrIeria,051-89 and ICSI Balding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865055 PL16-320 UPPER F12 Floor 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - ' 7.640 s Apr 19 2016 MiTek Industries,Inc Fri Jul 15 12:18:35 2016 Page 1 - ID:5eV?tdjYIz0X2xysiFDVpzsmUO-Oiyyz5DmQIhDQQx 1rxPr5DzTbl2_W3PYzoOvkyxoFo I 0-10-0 1 1 2-6-0 Scale=1:19.7 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 4x4= 2 3 4 5 6 e • e e e 10 4x5= 3x5= 7 1.5x3 II 3x4 = I 11-4-0 I 11-4-0 Plate Offsets(X,Y)— I1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=501/0,1-2=309/0,2-3=-309/0,3-4=927/0,4-5=927/0 BOT CHORD 8-9=0/795,7-8=0/656 WEBS 5-7=766/0,5-8=0/315,3-9=567/0,1-9=0/584 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <C�EO P R orFus _kJ 7"ENGINEER io29 87022PE N rN y -0?, OREGSN ti�,11/ 9C, FM$EFV\ OS A A. Rs0P EXPIRES:00012017 July 15,2016 4. 1 MUM ®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 Mirek®:connectors.This design is based only upon parameters shown,and is for an individual building component,not 11111 _« ,. a truss system.Before use,the building designer must verify theapplicabllity.of desigcparometers and properly incorporate this design into the overall _ building design.Bracing indicated is to prevent buckling of:indMduaktruss web:and/or chord members;only.Additional temporary and permanent bracing MI;Tek '' a 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/rPll Quality Criteria,DSII-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865056 PL16-320_UPPER F13 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:18:36 2016 Page 1 ID:5eV?tdjs iIz0X2xysiFDVpzsmUO-UvWKAREOB2p42aVAbYSeN118Q?Y3jg5ZndYZSAyxoFn 1 1-2-12 i 1-10-0 I I 1-8-8 1 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 o e • Ne e N. e e NN:Z"1" a / _ e a 13 e 12 11 5x8 = 6x16= 3x5= 4x10= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,V)— II:Edae:0-1-81.H0:Edoe.0-1.81.f14:Edue.0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2457/0,34=2458/0,45=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(pit) Vert:10-14=8,1-9=80 Concentrated Vert:3=-825(F)) �<CY'co G,NE��.o �� Wo �' 29 87022PE r" � ySATOREG N ryo14. . 9O °,y$ER Al �s A. He?, EXPIRES:06/30/2017 July 15,2016 1 I Ilio ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design void for use only with Mitek®connectors.This design is based onFy upon parameters shown,and is for an individual building component,not „ a truss system..Before use,the bulding designer must verify the applicability of design parameters and property incorporate this.design into the overall building deign.Bracing indicated is to prevent bucking of individual tens web and/or chord members only.AdditionaLtemporary and permanent bracing MI 1T ek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery.:erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,058-89 and IICSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 Ni.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865057 PL16-320_UPPER F14 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 1218:36 2016 Page 1 ID:SeV?tdjYi Iz0X2xysiFDVpzsmU O-UV W KAREO B2p42a VAbYSeN 115G?acjwRZndYZSAyxoFn 1-8-4 I 2-6-0 Scale=1:25.4 3x4 I I 4x8= 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 e • e e • 0 • e- a 10 9 • 4x6= 4x10= 4x8= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)— (1:Edge,0-1-81,18:Edge,0-1-81 LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.36 Vert(TL) -0.11 9-10 >999 360 BCLL 0.0 Rep Stress Ina' NO WB 0.48 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code 1BC2012/TPI2007 (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 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=857/0-5-8,8=760/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=1712/0,13-14=-1712/0,3-14=1712/0,3-15=1712/0,4-15=1712/0,4-16=-1769/0,5-16=1769/0, 5-17=-1769/0,6-17=-1769/0 BOT CHORD 10-11=0/902,9-10=0/1970,8-9=0/1121 WEBS 6-8=-1301/0,6-9=0/756,4-10=-300/0,3-10=308/0,2-10=0/946,2-11=-1184/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 lb down at 3-11-8,129 lb down at 13-3-0,100 lb down at 0-8-9,95 lb down at 2-3-12,89 lb down at 5-6-2,89 lb down at 7-1-5,and 89 lb down at 8-8-8,and 89 lb down at 10-3-11 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) QED PR OFF Vert:8-11=5,1-7=50 tS Concentrated Loads(Ib) Co��C,-, (Gl`,G'NE�i4 c$'/04_ Vert:4=-89(F)12=100(F)13=95(F)14=129(F)15=-89(F)16=89(F)17=-89(F)18=129(F) 87022PE N y % OREGO cp.Au 'FOF41ER1� Or, A. HEY' EXPIRES:06/30/2017 July 15,2016 i t ®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 MEeb&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.-.Bracing indicated is to::.prevent-buckfing.ofindividual Inns web and/or chord members only.Additional temporary and permanent bracing MiTek` - ' - - ' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865058 PL16-320_UPPER F15 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MTek Industries,Inc.Fri-Jut 15 12:18:37.2016 Page 1 ID:5e V?tdjYi lzoX2xysiFDVpzsm UO-y54j NnFOy Mxxgk4M9GztwW IJ_Pz_SSai?H H6_cyxoFm I 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 c, 0 ce aS X e e 8,/ 7 3x5= 3x4= 3x4= 1 9-4-4 I o-1 9-2-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. (lb)-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. ��5 ',NGINEFR /� 2 4c 87022PE yr ycl%Aj, OREG•N ryo �H 'P03ER \\ ' OtijS A. Hec", EXPIRES:06/30/2017 July 15,2016 4 ith-- ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M/F7473 rev.10/072015 BEFORE USE. .. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual bulding component,not •r a truss system.Before use,the building designer must verify the applcablity of design ppramelers.and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web,and/or:chard members.only...Additional temporary and-permanent bracing Mire IC 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/IPI1 Quoit'Criteria.051-89 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 Heiohts.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) offsets are indicated. Damage or Personal Injury raMDimensions are in ft-in-sixteenths. Apply plates to both sides of truss 12 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onalorX-bracin dia TOP CHORDS g g,is always required. See BCSI. 1 C1-2 C2-3 2. Truss bracing must be designed by an engineer.For 0-/16" 1111117Aide 4 wide truss spacing,Individual lateral braces themselves may require bracing,or alternative Tor ., p bracing should be considered. 111_ PO . Never exceed the design loading shown and never � 5 3stack materials on inadequately braced trusses. iO 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate Cls C6-7 Cs s designer,erection supervisor,property owner and plates 0 '/Id' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,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 �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,If no ceiling is installed,unless otherwise noted. • BEARING established by others. 15.Connections not shown are the responsibility of others. IIndicates 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. M• reaction section indicates jointIII=II number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Mail 1 18.Use of reen or treated lumber ma , g y pose unacceptable ► environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 1111 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ■ ;± BCSI: Building Component Safety Information, 20.Design assumes manufacture In accordance with { Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: RT ENGLISH STEP 4 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: K2185680 thru K2185728 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. Dl'Rflxes,c NGIN��c ©24,4 9 4 89200PE 74_ OREGON bi 4, t,0 14 2° 4 E* R/11-t- /� July 18,2016 Baxter,David 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" MOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #15BTR 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=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 = 45.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Sable end truss on continuous bearing wall UON. 0-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 5-00 5-00 4 T T 12 12 I(M-4x4 12.00 7 3 \I 12.00 /111 \ �► o 1 M-3x4 M-3x4 fi k )* y p 1-00 10-00 1-00 NkcjG0N c:I :9200P r JOB NAME : RT ENGLISH STEP 4 PLEX — Al / 410.19 Scale: 0.9072 IOW .�10 /'y. WARNINGS: GENERAL NOTES, unless°thanes.noted OREGON /'y I. t.Budder and erection contractor should be advised of al General Notes 1.This design la based onty upon the parameters shown end I.for en individual J OREGON 1(/ Truss: Al end Warnings before condo/den commences. building component.Appllaebllfy of design parameters and proper �I Vv 2.2x4 eompnssbn web bntlng nun be Installed where shown.. Incorporation of component Is the responsibility of the buckling deep., l+"<) q�r 14 2( \- "A 3.Additional temporary bracing to insure daddy during constnciion 2 Destgn assumes the lop end bottom chole.to M laterally braced et Y L �(� Is IM responsibility of the erector.AddXronel permanent bracing of 7 0.°,and at 10 o.c respectively unless braced throughout Meir length by /�/,�" T- DATE: 7/18/2016 Ste overall structure is the nepannblity of the building designer. 3.Zr Impact bridging or lateral as brad bracing plywouired od r1'C�t o:• tlrywel(BC). '"/, I C3 1 �, SEQ.: V218 5 6 8 0 4.No toad Would be applied to any component until after all bncirg and 4.Installation of trees Is the reepnnnbillty of the reepedce contractor. L fasteners an complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-°°mews.nnnnment, design leads be applied to any component. end are for"dry condition"of use. TRANS ID: LINK I.Design assumes eel bearing al aleupporb sawn.Shim or%edge 11 5.OompuTnu Ms no control element and assumes no responsibility for the .lip,Ge�� 6EXPiRES: 12/31/2017 fabrication,handling, ent and Installation of components. 7.Design assumes adequate drainage Is provided. IUIy 8.This design Is furnished ambled to the limitations set forth by 8.Plates Mal be located on both faces inns,and placed so their center IV TPW/TCA in SCSI.copies of Which well be furnished upon request. lines coincide with joint center Dins. 9.Dight Indicate sirs or plate in Inches. MiTek USA,Inc./CampuTrue Software 7.6.8(1L}E 19.For beak connector plate design values see ESR-1311.EBR-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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1fiBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-1245) 1552 3- 9=( -414) 342 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1275) 628 7- 8=( 0) 0 8- 9=1 0) 65 WEBS: 2x4 KDDF STAND 3- 4=( -896) 349 8-10=( -7) 10 9- 4=( -226) 568 LOADING 4- 5=( -867) 297 10- 6=(-1028) 1392 9-10=(-1054) 1431 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIE 5- 6=(-1332) 614 9- 5=( -627) 489 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -304) 371 TOTAL LOAD = 45.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -389/ 1109V -2000/ 2000H 5.50" 1.77 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -390/ 1107V -2000/ 2000H 5.50" 1.77 KDDF ( 625) M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (coon). BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP *" For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 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" 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" @ 4'- 2.3" Allowed = 0.474" 4-00-05 3-10-13 4-03-09 4-10-05 MAX HORIZ. LL DEFL = 0.024" @ 0'- 5.5" 1 1' '1 1' 1' MAX HORIZ. TL DEFL = -0.030" @ 0'- 5.5" 12 12 M-4x6 12.00 17. 12.00 I 1 4 O COND. 3: 2000.00 LBS SEISMIC LOAD. M-3x 95 M-*104-3x5 ( Design conforms to main windforce-resisting j� 3x5 system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5X4 \\M-1.5X4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), loaddurationfactor=l.6,M-3XTruss designed for wind loads 4'.1. 0 M-1.5x3M-3x5in the planeofthetruss only. M-3x9 M-3X5 3f'ITruss designed for 4x2 outlookers. 2x4 let-ins � of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-1.5x9 outlookers must be cut with care and are permissible at inlet board areas only. m 4,,, 11111114410. M-3x5 I'/I ,', , r M-3x4 9!iII q 7 8 10 *'6 0 M-1.5x3 M-3x5 M-3x4 1 0 M-5x8 y y l l 7-11-02 4-03-09 4-10-05 i l-o 7-07 9-06 d P V,' (4 yy y GINEen /© dr.,.- 's 7-09-06 0-02-06 9-03-10 y y 17-01 ,_44..0 89200PE r- JOB NAME : RT ENGLISH STEP 4 PLEX - B1 ...41prap....-- Scale: 0.2074 ison„ 4�,5(,,.,, WARNINGS: GENERAL NOTES, unless otherwise noted. �.a� /1I'!Cl"�O A I />-` t.Builder and erection contractor Mould be advised of al Generel Notes 1.This design h based only upon the parameters shown and is for an individual 7� OREGON fie✓ Truss• B 1 and Warnings before concoction commences building component.Appllubllity of design parameter end proper /� Z.Dt4 compassion web bracing mud be installed where ehovm�. incorpnratlon of component is the respendbtky of the building designer. �� ,:!1'. 7 Y -e w ZV� 3.Additional temporary bracing to hues stability during construction 2.Design assumes the tap and batten chorda to be laterally bnutl et 1"� �y Is them oodbiW f the erector.Additional permanent bracing of continuous sheens.AIch as lyunless bracedthroughoutrinklength(. RIO- DATE: 1Q sp y o perms g Z o.c.od teething est ea elylwod slbraced thrC)and/or air length b 7/18/2016 the overall do lure h the reapondbulry of the building designer. 3.Di loped bridging or steal bracing required where shown c SEQ.: K2 18 5 6 81 4.No sad should be applied to erg component until ager all bracing and 4.Installation of truss is the responsibility of the respedWe contractor. fasteners aro complete and at no time should any sada greater than 5.ledge assumes to ssse are to be used inc non.orrosNe environment, and TRANS I D' LINK dee,a loads be apgsd to any component. Design assumor"dryes condition"acing use. ry.1 �1/1 5.CompuTrus hes no control over and assumes no responsibility for the a.Design eesumes M bearing at all supports Mown.Shim or wedge If EXPIRES: /�7 I,Gl1� fabs design handling,hcrniMipmerd end le limittIonations os components. 7.Design assumes el adequate draboth toee is rusts d. July 1$,20 1 V 8.This design Is Nmitad subJed s the Ilmlhisna set forth by 8.plates shall be located on both leas of truss,end plead so their comer TPIM/ICA in BCSt,copies of which all be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CompuTtus Software 7.6.8(1L)-E ta.For basic connector plate design values see ESR-1311,659-1988(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 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 9=(-124) 593 3- 9=(-236) 225 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-811) 223 7- 8=( 0) 0 8- 9=( 0) 65 WEBS: 2x9 KDDF STAND 3- 4=(-633) 240 8-10=( 0) 5 9- 4=(-226) 496 LOADING 4- 5=(-647) 255 10- 6=( -81) 513 9-10=( -80) 527 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-857) 179 9- 5=(-282) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -40) 130 TOTAL LOAD = 45.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -123/ 897V -223/ 236H 5.50" 1.43 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 KDDF ( 625) REQUIREMENTS OF IBC 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: net(-7 Design checked for g (- 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" 7-11-02 9-01-14 MAX LL DEFL = 0.014" @ 7'- 11.1" Allowed = 0.539" 4 f f MAX BC PANEL TL DEFL = -0.068" @ 4'- 2.3" Allowed = 0.474" 4-00-05 3-10-13 4-03-09 4-10-05 MAX HORIZ. LL DEFL = -0.008" @ 16'- 7.5" 1' 1' 4 1' 1' MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" 12 12 M-4x6 12.00 7 N12.00 4.0" Design conforms to main windforce-resisting 4 ,/..,/ system and components and cladding criteria. A\ Wind: 140 mph, h=29.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 11100m_3x4 t m 0 1 r'M-3x9 0 9 11�T -_.}(moo ,y 78 10 *.6 M-1.5x3 M-3x4 M-3x4 1 0 M-5x8 l l ,1 l 7-11-02 4-03-09 4-10-05 Y l l l 1-00 7-07 ll 9-06 l y 7-09-06 0-02-06 9-03-10 y ��\ GI 4-.-,p 17-01 AJ -Tr . 89200PE 1."" JOB NAME : RT ENGLISH STEP 4 PLEX - B2 Scale: 0.2074 WARNINGS: GENERAL NOTES, unless othervdee noted: OREGON ([, 1.Builder and erection contractor old be advised of al General Notes 1.This design Is based only upon the parameters shown end is for an Individual Truss: B2 and Warnings before constrodinn commences. building component.ApplkaNliy of design parameters and properya 2.2x4 compression web bracing must be installed where Mown*. incorporation of component k me responsibility of the building designer. �/ 14n 3.Additional temporary brscbg to Insure stability during construction 2.Design assumes the tap and bottom MONS to be laterally braced al 4 is the respontlNBy of the ender.Additional permanent bracing of 2 o.c.end at 10.e.c.respectively unbss braced throughout their length by DATE: 7/18/2016 the overall structure limen sibs of buildingM continuousImpactahgingl en suerlbach as wg required where seers•drywe8(BC). '''!�r L'S("1 1 L .poo myo designer. 3.20Impactbridging or lateral bracing vbara snow„,. R 4+ SEQ.: K218 5 6 8 2 4.No load should be applied b any component until after an eradng and 4.Installation of truss Is the responsibility or the respective contractor. fasteners are complete and at no time ahold any loads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment• and are for"dry condition"of use. TRANS I D: LINK design bade he applied to any component. 5.compurme has no cormol over and assumes no responsibility forth. 6.Design assumes NI bearing el all supports shown.Shim or valga if EXPIRES: / 1/2 017 necessam fabncat n.,handling•shipment ands Ind/Oon of components. 7.Design assumes adequate drainage Is provided. July Iy 18,2016 8.This design is furnished subject to the limitations eat forth by e.plates shall be located on both faces of truss,and placed se their center V L TPVWTCA In SCSI,copies of which MI be furnished upon request. Ines coindde sem joint center Innes. 9.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988 Mock) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-00-08 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=(-5346) 870 1- 9=(-588) 3498 9- 2=( -278) 1936 5-19=(-2122) 362 BC: 2x6 KDDF #16BTR 2- 3=(-3828) 724 9-12=(-584) 3480 2-12=(-1260) 312 14- 6=( -714) 4456 WEBS: 2x4 KDDF #16BTR; LOADING 3- 4=1-3808) 728 10-11=( 0) 0 11-12=( -90) 628 15- 6=( -208) 1326 2x6 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-5298) 904 11-13=( -2) 24 12- 3=( -958) 5046 6-16=(-5518) 909 TC UNIF LL( 50.0)+01.) 20.0)= 70.0 PLF 0'- 0.0" TO 19'- 0.5" V 5- 6=(-5650) 996 13-14=(-922) 5884 12- 4=(-1772) 418 16- 7=( -68) 26 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 945.6 PLF 0'- 0.0" TO 19'- 0.5" V 6- 7=( -99) 54 14-15=(-419) 2728 12-13=( -558) 3872 BC LATERAL SUPPORT <= 12"OC. UON. 7- 8=( 0) 0 15-16=(-414) 2728 4-13=( -378) 2190 ADDL: BC CONC LL+DL= 597.0 LBS @ 17'- 1.0" 13- 5=(-2834) 510 Jr ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Attach 2 ply with 3"0.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) nails staggered: 0'- 0.0" -808/ 4954V -203/ 252H 5.50" 7.93 KDDF ( 625) XXXX 9^ oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 19'- 0.5" -884/ 5911V 0/ OH 5.50" 8.66 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs, 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 0-03-12 ,fvf VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 7-11-02 6-07 4-06-06 MAX LL DEFL = -0.062" @ 11'- 3.5" Allowed = 0.604" MAX TL CREEP DEFL = -0.193" @ 11'- 3.5" Allowed = 0.906" 'f ,f f ,f 4-03-01 3-08-01 3-02-10 3-04-06 2-06-14 1-07-12 MAX HORIZ. LL DEFL = 0.016" @ 18'- 7.0" f 1' f f 1 1' 1 MAX HORIE. TL DEFL = 0.029" @ 18'- 7.0" 12 12 M-4x6 12.00 V 12.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 3 477 N Wind: 190 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x5 in the plane of the truss only. M-3x5 z rr M-5x6 M-1.5x3 ALM-9x10 6 78 -,M-5x10 Ilei f 0 �! I y.11I�Y�iil 0 I M-3x6 i z1111 I ��.JI,w oO 0 0 i m4�J__ CO I nil 13 14 - 15 - 16 -1 M-1.5x3 M-4x10 M-4x6 M-3x8 M-7x8 M-4x6 1 , , , , 547# 1 4-01-05 3-09-13 3-04-06 3-06-02 2-03-06 1-11-08 1 1 1 1 7-07 11 11-05-08 1 061 7-09-06 0-02-06 11-03-02 4s!(, �GI ,, 19-00-08 4y -3'� 89200PE 1- JOB JOB NAME : RT ENGLISH STEP 4 PLEX - BGIRD -,414111,4107. Scale: 0.2016 WARNINGS: GENERAL NOTES, unless other/Aso noted: • OREGON t., Truss: BGIRD 1.Builder and erection contractorshould be advised of al General Notes 1.Thisdesign la based only upon the parameters show,and h for an hdlvldual and Warnings before construction commences. building component.Applicability of design parameters and proper ,�.. `" \� J` 2.2v4 compression web bndng must be Installed where shorn s. Incorporation of component Is the responsbllly of the building designer. 2^ 4 ry 1 4 n°��" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be 1"tenily breed at '�,/ l L Is the responsibility of me erector.Additional permanent bracing of 2'o.c.and at 10 a.c.respedaely unless braced throughout their length by DATE: 7/18/2016 the overall etrudure la the responsibility of me building designer. 20 Impact sheathing sten b plywood mirequired uir a Mere s andror tlrywail(BC) !/ w 1"1 I1 3.In Impact bodging i.lateral praang ity of the reaped shawl a 1-1 L S EQ. K218 rJ 683 4.Nahadshould complete applied many component aafter all eorinhand 4.DesigntseofwasIsthe responsibilityto ds ttimeanygreaterthanbe In.nontiornee..nannm.m, TRANS ID: LINK design loads beappliedtoanycompnnent. ena.reroraryandean of use. 5.CompuTrus has no control over and.seumee no responsibility forme 8.Design assumes foil ledadng at ail supports shown.Shim s,wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and Inealletln of components. 7.Design assumes adequate drainage h provided. July 1°,2016 6.This design la furnished subpd to the limitation set forth by 8.Plates shall be mated on bath faces of truss,and placed so heir center TPkWTCA In BCSI,copies of which will be furnished upon request. Ines coincide with Joint anter lines. MITek USA arse./Com UTfVs Software 7.6.8 1 L E 9.Digits Indicate Nee of plate In Inches. P ( (. 10.Far beac 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 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=1-126) 112 1-4=(-43) 48 2-4=(-149) 195 BC: 2x8 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -16) 8 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. 0014. LL) 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -57/ 475V -45/ 87H 5.50" 0.76 KDDF ( 625) 3'- 6.0" -109/ 557V 0/ OH 5.50" 0.89 KDDF ( 625) .• 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 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 BOTTOM CHORD CHECKED FOR 10PSF 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" 3-02-09 0-03-12 1' 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 17 Wind: 190 mph, h=20.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 3 End vertical(s) are exposed to wind, Truss designed for wind loads 02 in the plane of the truss only. 400 1 �O �I I M-3x4 M-3x8 +7178 l ), 3-02-09 0-03-12 y 1 p 3-06 {y f�ll.©pk, co ‘AGiN4. -57 89200PE r" JOB NAME : RT ENGLISH STEP 4 PLEX - CGIRD / Scale: 0.5225 AS /�� WARNINGS: GENERAL NOTES, unless otherwise noted 4 til... 1.Bulkier and median contractor should be advised of all General Notes 1.This design Is based only upon the parameters shovm end Is for an individual ' OREGON Y '[f Truss: CGIRD and warnings before construction commences. building componentApplicability of design parameter"and proper a ` 2.2o4 compression web bracing must be metalled where°horn o. incorporation of component I°the responsibility of me building dealgner. v'© " ) 14 r1° 4 3.Additional temporary bracing to Insure stability during constructiono.2.Design assumes the top end bottom chords to be laterally braced el Y L RUN responsibility of the mod°,Additional permanent bracing of Y continuous and et f 0 o.crespectively es unless braced(TC)and/or rtdryeir langur). cs Imps to bridging sheathing such I b*wood required a where a xn drywsl(Sc). lL3l DATE: 7/18/2016 the overall structure is me rssponNbgny of the building designer. 3.2e Impact budging or lateral brsdng regwrsa where mown.. SEQ.: K218 5 6 8 4 4.No bad should be applied to any component until alter ell bracing end 4.Installation of truss r apo ebul„ty ett ^ee^��Ncontractor. fasteners are compete end at no time should any loads greeter then Design assumes ere to be TRANS ID: LINK design beds be applied to any component. B en are or'tlry Nlbof ut oShim or hedge11 5.CompuTrus beano control over end nem.no reepoagNltly for the Design°ft1m°° bearing°alw supports*town. EXPIRES: 1231/2017 necenary. febrlwibn,handling.Shipment and InetelMibn of components. 7.Design assumes adequate drainage is provided. July 1 H,2016 8.This design is furnished subject to the IlmNibns set fort by 5.Plates shag be bated on both faces of busq end placed w melt center TPIANTCA in SCSI,copies of which MI be furnished upon request. Ines cnlndde with Joint anter linos 9.Digits indicate size of plate in inches MITek USA,InciCompuTrue Software 7.6.8(1L)-E IS.For bask connector plate deNgn values see ESR-1311,ESR4OB8(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 21'— 2.0" kOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 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 Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. DESIGN ASSUMES SHEATHING TO ONE FACE ONLY 11-07-11 9-06-05 21-02 12 12 9.00 7 SIM-4x4 Q 9.00 ,ii 111(1111111111111111h o 7 4sionimi o 4 6 '—' k y y , —006-11-08 14-02-08 "\� GIN ,/p.c� ( °R .1-00 21-02 444 9 :9200P <"' JOB NAME : RT ENGLISH STEP 4 PLEX - D1 / . Scale: 0.2473 QM WARNINGS: O.This design unteuontheparametnoted. 7G OREGON 4 D1 endWrner ng beon recoti.dorsnoutsbenant. oraXGan.rolNotes Thisinges pbe»d ppluponrhopsmemil shown Truss: and Warnings before construction commerwee. buildincorporation component.A neat is slth of design ply of t ere and proper 2.254 comprenlen web bredng must be installed where shown v. Incorporotlon of component lathe roaponstbl8y of the building designer. /a^ "1).- � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and b08om chords to be laterally baud at '�,/ ♦♦ LI. N the responsibility of the erector.Additional permanent bracing of conT ntin and of sa o n.respectivelyaspsi unless.h raced throughout their length 44E'R MO- DATE: 7/18/2016 the overall structure is the responsibility of the building designer. Impa t edging sr such as acing e a where C)and/or tlrywaX(BC). '^r 3.25 Impact bndglne or tram bracing required where mown.. SEQ.: K218 5 6 8 5 4.No bad should be smiled to any component until sear all bracing and 4.Installation of truss Is the responsibility or the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design eesumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. end are for'Wry condBsn°of use. • 5.CompuTrus has no control over and assumes no responsibility ler the 8.Designco .asoma NX bearing at all supports shown.Shim or vredge If EXPIRES: [y C L+` .1 yy/ry /ry ry.4•7 awry. G.1AQX RCt] I L/a] tLll t[ fabrication,handling,ed subject and installation of components. 7.Design assumes adequate drainage is provided. July 1 S,20 1 6 B.This design h furnished subject to the limitations set forth by B.Plates shall be bated on both faces of trop,and placed so their center TPIANICA in SCSI.copies of which oil be furnished upon request. lines coincide with NO center tins. Wee USA Inc./Com uTrua Software 7.6. 1L E B.DNIts indicate Sze of piste t Inches. P 6( f 1 o.For bask connector plat design values see ESR.1311,ES134988(MITeld 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 91iBTR LOAD DURATION INCREASE = 1.15 1- 2=( -5) 100 8- 9=(-239) 241 8- 2=(-1081) 241 4-12=(-465) 219 BC: 2x9 KDDF #160TR SPACED 24.0" O.C. 2- 3=( -928) 191 9-11=( -2) 10 2- 9=( -106) 715 12- 5=(-212) 581 WEBS: 2x9 KDDF STAND 3- 4=(-1113) 261 10-12=(-178) 878 9- 3=( -463) 164 12- 6=(-253) 166 LOADING 4- 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) 299 13-14-) -26) 45 3-10=( -43) 212 13- 7=(-107) 699 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-) -931) 207 11-10=( 0) 51 7-14=(-910) 223 TOTAL LOAD = 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) M-3x9 where shown; Jts;2-9,6-7,13 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0^ -150/ 1111V -243/ 25611 5.50" 1.78 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 2.0" -198/ 952V 0/ OH 5.50" 1.52 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc 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" .f i I 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" MAX HORIZ. LL DEFL = -0.012" @ 21'- 0.2" 12 12 MAX HORIZ. TL DEFL = 0.021" @ 21'- 0.2" HM-4x4 9.00 7 Q 9.00 4.0" 5 ¢,y Design conforms to main windforce-resisting NF 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.e, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. � r 0 iof r ' ' � �r M-12 3x8 13 "14 -/i M-1.5x3o' f o 9 M,5x8 -L, M-1.5x3 M-3x8 M-1.5x3 1 l y l y 1 3-06-04 3-03-08 4-09-15 4-08-01 4-10-04 ; y y co'‹O!` E -S-00 6-11-08 14-02-08 y ` 21-02 11 89200PE• -- JOB NAME : RT ENGLISH STEP 4 PLEX - D2 Scale: 0.2139 WARNINGS: GENERAL NOTES, unless otherwise noted: In * y� y' p� 1.Builder and erection wMndor should be advised of al General Notes 1.This design is based only upon the parameters Mown end h for en individual kc- 7 0' ••i I w 4/ Truss: D2 and Warnings before conahudbn commences. building component.Applbabllty of design parameters end proper Ya 2.?s4 compression web bracing must be installed where shovel+. incorporation of component h the responsibility of the building designer. ��< 2 �� 3.Additional temporary bracing to Insure stability doing construction 2 Design easumea the tap and bottom chortle to be laterally broad et L y Is Me responsibility of the erector.Additional permanent bracing of continuous sheathing latsuch ea pMw ood a seming(TCand/or d ywallced throughout their (C). t{ DATE: 7/18/2016 the overall structure la the respunsibABy of the building designer. 3.2e Impact bridging or lateral bracing required where Moven+* 41"11;F R.I LN- SEQ.: K2 18 5 6 8 6 4.No load should be applied to any component until after all bradng end 5.4.Ds apntseaumelms es loathe responsibility e ee f the spa Ne oonmoter.environment, fastener.aro complete end at no time should any loads greater thangto design bade be applied to any component. end are for"dry condition of use. TRANS I D: LINK 5.Compal ut has no control over and assumes no responsibilityor the A Design assumes NA M bearing at al supports oven.Shim or wedge If EXPIRES: 12/31/2017 fab^ution,heedling,shipment end Installation of components. 7.Design assumes adequate drainage is prodded. July 1 8,201 6 8.This design Is furnished subject to the limitations set foil by 8.Fetes shall be boated on both faces of truss,end placed so their center TPWITCA M SCSI,copies of which MI be furnished upon request. Anes colnolde with)Dint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8 1 L E 0 For b indicate she of plate in inches. P ( )' 7.Forbariccateconnector f atdesignvalues see ESR-1311,1512-1 8813(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( -859) 175 7- 8=(-221) 231 7- 1=(-913) 202 3-11=(-442) 213 BC: 204 RUDE' #16BTR SPACED 24.0" O.C. 2- 3=(-1070) 260 8-10=( -2) 9 1- 8=(-105) 690 11- 4=(-211) 566 WEBS: 204 KDDF STAND 3- 4=( -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) 745 5-13=(-148) 141 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -919) 204 11-13=(-121) 677 2- 9=( -45) 210 13- 6=(-105) 688 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 13-14=( -26) 45 10- 9=( 0) 53 6-14=(-899) 221 TOTAL LOAD = 45.0 PSF 9- 3=( -18) 206 M-3x4 where shown; Jts:1-3,5-6,13 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) '. For hanger specs. - See approved plans LIMITED 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) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (2)M-1.5X3 OR EQUAL AT UPRIGHTS. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC 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 = 0.024" @ 6'- 7.8" Allowed = 0.667" 11-04-11 9-06-05 MAX TL CREEP DEFL = -0.049" @ 6'- 7.8" Allowed = 1.000" f f f 3-05 3-04-08 4-07-03 4-04-09 5-01-12 MAX HORIZ. LL DEFL = -0.012" @ 20'- 9.2" 1 ' 1 f 1' 1' MAX HORIZ. TL DEFL = 0.020" @ 20'- 9.2" 12 12 TIM-4x4 9.00 17 Q 9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 4`a/ J{ Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), * 1111111111111 -e o load duration factor=l.6,e End vertical(s) a exposed to wind, Truss designed forwind loads in the plane of the truss only. 3 r,, /- 411111111111 -111101111 'n-2' o 1�_�8�9 ' I1 ' 0 13 *d14 �'� o M-3x8 N M-1.5x3 7}kit-1.5x3 B M-35o8 12 ,� M-3x8 M-1.5x3 l l l l l . l 3-03-04 3-04-08 4-08-15 1-07-05 3-00-12 4-10-04 6-09-08 y 14-01-08 y �, C3 PRQF4, l 13-00 6-02-08 7-11 l , NG4N it? '/0 20-11 • 89200PE r r JOB NAME : RT ENGLISH STEP 4 PLEX - D3 -- Scale: 0.1965 4. _ WARNINGS: GENERAL NOTES, unless otherwise noted OREGONla it �y,• I.Builder and erection contractor should be advised of all General Notes I.This design h based only upon the parameters shown and h for an individual / ,,J�' (). ,,Q, Truss: D3 and Warnings before construction commences. building component.Appllubllityofdesign parametersand proper LIQ"ff Y 2,0 4:*" � 2.2x4 compression web bracing must be installed where shown*. Incorporation of component h the roaponsiblky of the building designer. -7 3.Additional temporary bracing to insure stability during conabuction 2.Design assumes the tap end bottom chorely unless dsaced throughout their imp by to be laterally braced at A� Is the responsibility of the erector.Addglonel permanent bracing of c continuous asheathingssuch asplywoo sheathing(TC)and/or drywal BC) /1 R 10- DATE: 7/18/2016 the overall structure Is the reepensibggy of the building designer. 3.2x Impact bridging or lateral bracing requited where shown n SEQ.: K218 5 6 8 7 4.No load should be applied to any component Mil alter all bradng end 5.4.Design a truss issththe e rae�bebulty ad f the h ne spsdlne contractor. nl, fasteners are complete and at no time should eny leads greater thanand ass^dry condition"of to b TRANS I D: LINK design bads be applied to any component. e. N. nsiar assumes eo bearing at all supports shown.Shim or wedge if ��I( ppc[[v 1eT �ry}I/f�(� B.Compulrus has no control over end mamas no reeponslblllty for the nsaey,y. EXPIRES: !�J I/201+ fabrtntlon,handling,shipment and metelhtion of components. 7.Design assumes adequate drainage is provided. July 18,2016 N.This design is furnished cabled to the limitations at forth by B.Plates shag be located on both faces of true,and pieced so Meir center TPIM7CA In BC51.copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./Com uTrus Software 7.6.13 1 L E 0 Digits sic Indicate erre of plait In design vat P ( il.ForbaIcconnederphte In Inches. nee ESR-1311,ESR-19813(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-970) 205 6- 7=(-255) 239 6- 1=(-895) 215 8- 4=(-203) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-743) 287 7- 8=(-186) 750 1- 7=(-106) 702 4- 9=(-253) 157 WEBS: 2x4 KDDF STAND 3- 4=(-718) 283 8- 9=(-125) 550 7- 2=( -75) 159 9- 5=(-101) 633 LOADING 4- 5=(-753) 189 9-10=( -91) 60 2- 8=(-371) 197 5-10=(-901) 221 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8- 3=(-207) 471 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-354 where shown; Jts:l-2,4-5,7,9 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -196/ 991V -248/ 275H 5.50" 1.51 KDDF ( 625) For hanger 20'- 11.0" -196/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) 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 psf) uplift at 29 "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'- 9.7" 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" 1 1 1' 5-10-15 5-05-11 4-06-09 4-11-12 T f 4 f ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 9.00 7 IIM-4x4 N 9.00 Wind: 190 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, 14 End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 11100,,,,,4, 2 r. o A■r N O ot MI O iiN _ ,-a f- , 6** is 7 8 9 «y 10 M-1.5x3 0.25" M-1.5x3 M-5x8(S) 9 PROp� J• y l >L J. �p y 5-07-07 5-09-03 4-10-01 4-08-04 y �� GINE& ,/Q 20-11ow 89200PE r JOB NAME : RT ENGLISH STEP 4 PLEX - D4 /' ,//° Scale: 0.2160 ,., WARNINGS: GENERAL1.ml. hb, unless otherwisetepar noted: 7 V I-'ACG V Ne w(„ Truss: D 4 I.Builand wa and traction contractor should en be advised Mall General Notes 7.This building design s h bawd only upon the parameters shown and b for an individual V y�� [ and Wandrp,before construction commences. building component.Applicability of design parameters and proper /,.. In '1 2.2x4 compression web Matting must be Retailed where shown Y. rupees of component is me rs,ponstbANy of the building destpner. *✓� 4,./ 14 3.AddNonal temporary bracing to Insure stability during construction 2.Design and at tE the lop and bottom e.,chofor to be laterally broad et L Ilaths responsibility of the erector.Additional permanent bracing of 7 o.c at 10 o.c.respectively unless braced throughout their length by DATE: 7/18/2016 the overall structure h the re abA f the build) designer. 2x impacttinuo.sheathing such es acwgotl.hee where a sir) n n er tlrywaA(BC). '"! :.L^].rj'1 Won aYo M sig 3.iatmpaa{bodging lalateralpensigry 51 IrS whereshownta R!l L. V. SEQ.: K2185688 4.NoWad should mWpAantoany component anyager all ersdnhand 4.DetsAnteeDewarIseea,.IseiIMrsspedosicontoi,sn fasteners are complete and at no time mould any loads greater than 5.end assumes wars are to be used In a non-corrosive envlmnmem, TRANS ID: LINK dedgnload,be Wplledl any component. are dor^wry condPoon^ol des. 5.CompuTrrua Ms no control over and assumes no responsibility for the S.Design assumes full bearing at al supports shown.Shim or wedge 11 EXPIRES. 12/31/2017 fabrication,handling,shipment and installation of components. emery. p .l 7.Designte.assumes ooted on both facehprovided. July 8,20 I8 8.This design h furnished hiked to the Imitations sat forts by 8,Plates step be Rooted on both faces of tone,and plead so their center TPIMRCA In SCSI,copies of which MI be famished upon request. Anes eoindde veth Tamm center lines. MlTek USA,)rat./Com uTN6 Software 7.6. t L E 8.Digit.indicate sire of plate in Inches. P 6( )• 10.For basic connector plate design value,see ESR-1317.ESR•1 S88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1BBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 204 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 95.0 PSF load duration factor=l.6, 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-03-12 0-03-12 T T T 12 4.00 M-1.5x3 3 4 r 0 2 0..1 Lo on 1of 1 -oe-rig .41 0 5 6 M-3x9 M-1.5x3 1 1 1 1-00 3-07-08 �� ,p PR Opo, r � t �N /b F 10. 8920OPE s' JOB NAME : RT ENGLISH STEP 4 PLEX — El 0 ,f �,,,,'..- ----". Scale: 0.6486 WARNINGS: O.This GENERAL NOTES, uNsupotherwise parameters 7 OREGON ,a/ 1.Bulkier and erection contractor should be advised of el General Notes 1.This design Is based only upon the parometere shown and Is for an individual OREGON � ((,f Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper a 2.2e4 compression web bredng must be installed where shown e. Incorporation of component is the responsibility of the bu1WIn8 designer. e' ) '7�' 1.w ��}ON, 3.AddMbnel tem breci to Insure slabllity during consbudbn 2.Design assumes the tap and bottom chords b be laterally braced at '�,/ Y' 111 temporary T o.c and at 10 o.c.reapectNety unless bated throughout their length by is the responsibility of me erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywel(SC) { 1 O..'DATE: 7/18/2016 the overall etnwture la the rosponsibliry of me building daapner. 3.2e Im W d bridging or lateral bracing required where shown..4 ifilll e 1 1 SEQ.: K218 5 6 8 9 4.No load should be applied to any component untfl eller all bradng and 4.Installation of truss la the responsibility of the reapedive contactor. feManers are complete and at no time should any loads greater than 5.Design assumes trusses are to ba used In a non-conoste environment, TRANS ID: LINK design leads he applied le any component. and are for"dry condition""fuse. 5.Com uTrva hes no control over and assumes no ro ns@II for the 6.Design assumes full beadng al al supports shown.Shim of wedge If P M+o �y necessary. .I EXPIRES: 12/31/2017 fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. July 1 8,2016 6.This design Is furnished subject to the limitations set forth by S.Plates shat be bated on both faces of truss,and placed so their center TPIIW7CA In SCSI.copies of Mich will be furnished upon request. linea coincide v4th joint center Ines. MiTek USA,Inc./Com uTrus Software 7.6.81E E10.Fortigits ldelnenecaaplate design values P ( .Dorbaiecate aid rfpte in ninchalues sae ESR-7377,ESR41866 Mask) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 2.5" 2OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Sable end truss on continuous bearing wall DON. 4-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. DESIGN ASSUMES SHEATHING 5-07-04 5-07-04 TO ONE FACE ONLY 4 'f T 12 IIM-4x4 12 9.00 7 2 Q 9.00 /MN f 0 0 0 I I ti 0 N N 4 5 y 1-00 11-02-08 y 1-00 �5�'cIN 61.0 kr 11 29200f E. r JOB NAME : RT ENGLISH STEP 4 PLEX - Fl '` /'� Scale: 0.9131 ba+ WARNINGS: GENERALTisf10Tsb, unteupon the se parameters -pi.. OREGON bx `, 1.Balder and erection contractor should be edvinetl of el General Nates 1.This design is based only upon the parametere shown end is for an individual r'( ((,� Truss: Fl and Warnings before censbuclkn commences. building component.Applicability of design parameters end prope �p\ �4 2.2n4 compression web bracing must be Insielbd where shown«. incorporation of component h the repunsiblly of the bunking designer. Ob 1 4 3.Additional temporary bracing to Imre elabllby during construction 2 Design end.110assumes a.top and bottom ce.choion la he laterally braced at '�,/ Is the responsibility of the erector.Additional permanent bracing of 7 o.c. at 10 o.c.respectively unlet brewed throughout their length by DATE: 7/18/2016 the overall structure Is the reeponsibllty of the building dedgner. untnp.nt sheathing or such as aciplyng re olidsheathere s ownand/«r tlrywep(BC) �'+ 1".1 1�� 3.2e Impact bridging or lateral bracing required where.hewn«. fl 1 SEQ.: K2 18 5 6 9 0 4.No load etwuld be applied to.ny component until alter all bracing and 4.Installation of tone I.the responsibility of the respective conkedo, ?wieners are complete end at no time should any Gads greater then 5.Design names buena..re to be used Ina non-corrosive environment, TRANS ID: LINK design pada be applied to any component. end are for"dry condition"aluse. 5.ComWTnn bee no control over and assumes no responsibility for the b.De gnn assumes NI beetlng st all supports shown.shim or Wedge I1 EXPIRES: 12/31/2017 rebrlution,handling,shipment and installation of components. necessary. provided. 7.Design agbeboadequate nbodrainage l.kiss,an July 15,2016 8.This design Is furnished subject m the limitations set forth by 8.Plates shag be bated on both taus of kiss,end plead W their anter TPIWICA in RCN.sept..of which will be furnished upon request. Anes coincide with pint center lines. MiTek USA,Inc./Com uTrus Software 7.6.81E E 5 ForDigb isk connector pesignhei P ( )' 1 B. For bask Cate size plate in In value sea ESR4311.ESR-1 988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/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 #l&BTR SPACED 24.0" O.C. 2-3=(-56) 34 WEBS: 2x4 KDDF STAND 3-4=1 -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 NORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" O'- 0.0" -49/ 339V -13/ 49H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -22/ 153V 0/ OH 5.50" 0.24 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. 'COND. 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" 3-03-12 0-03-12 MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" MAX BC PANEL TL DEFL = -0.009" @ 1'- 10.6" Allowed = 0.157" f f T 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" 4.00 ' MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, 4 End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. o I o tiI N I o I 2►/ 5 3111111 0 -3x9 M-1.5x3 3111 y y l 3-03-12 0-03-12 l l y 1-00 3-07-08 �y ��` PRQpt 89200PE { JOB NAME : RT ENGLISH STEP 4 PLEX - E2 Scale: 0.6296 .: WARNINGS: O. hRAelinNOTES, unless otherwisethended 1 OREGOrv��, 4/ 1.andBuildererection d of al General Notes 1.This desIIngco based ontyupon int parameters design and bfor er individual (((+.* 1"7 1.7 V'Y .k. Truss: E 2 end Warnings before constaction commences. bWding component.component biltty of daNgn parameters and proper a (� 2.2a4 compression web bradn9 must be Installed where shown e. Incorporallon of component is the roapanN6lly of the building designer. �/� "7�" 1 4 ?. "' 3.Additional temporary bradnp to Insure stability during construction 2.Design and ID the tap and bottom chorda la be laterally braced at 'eco/ ON Ie IM responsibility f Me erector.Additional permanent bracing of 2 ntio. end at ea o.c.such a plyely anises braced throughout they aRBngth by 416-61:110- DATE: spo IO'a germane continuous t IT o.cg such as plywood sheathing(TC)cethroughout and/or dryweWec). 7/18/2016 the overall structure le the responsibility of the building designer. S 2%Impact bridging or lateral bracing required where Mown** SEQ. : K218 5 6 91 4.No bad should be applied to any component until after alt bracing and 4.DesignInstallation usoftr.hustha ae to slbllty i the wrw dnoe contractor.t bo.nem, fasteners are complete and at no time should any loads greeter than tlesign loads be applied to any component. and ars for"dry condition"of use. TRANS I D: LINK e 5.Command has no control over end assumes no responsibility for the .Design assumes ful bearing at all supports Mown.Shim or wedge if EXPIRES: 12/31/2017 fabrhatlon,handling.shipment and installation of components. awry. 7.Mahawmebailedonedrayagele Was,provided. July 18,2016 G.This design Is furnished cabled to the ImMihne set lona by 8.Mates anal be haled on Mm faces of Was,and placed so their gamer TPIPARCA in SCSI,copies of which MI be furnished upon request. Ines coincide with joint center Ines. 9.Digits Indicate ells of plate In Inches. MITek USA Inc./CompuTrus Software 7.8.8(1L)-E to.For baNc 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/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 71 2-6=(-137) 977 6-3=(-196) 231 BC: 2x4 KDDF #16BTR; SPACED 29.0" O.C. 2-3=(-1322) 163 6-7=(-171) 1108 3-7=(-330) 186 2x6 KDDF #1&BTR B1 3-9=( -925) 152 7-8=( -55) 85 7-4=( -18) 691 WEBS: 2x9 KDDF STAND; LOADING 4-5=( -912) 148 7-5=( -69) 602 2x6 KDDF #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 = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -172/ 1210V -130/ 177H 5.50" 1.99 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 599.0 LBS @ 2'- 3.5" 13'- 9.5" -92/ 668V 0/ OH 4.00" 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 BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 29 "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" MAX LL DEFL = 0.019" @ 7'- 10.7" Allowed = 0.419" 7-10-12 5-05-12 MAX TL CREEP DEFL = -0.091" @ 7'- 10.7" Allowed = 0.629" MAX HORIZ. LL DEFL = -0.014" @ 13'- 1.7" 3-00-08 4-10-04 5-05-12 MAX HORIZ. TL DEFL = 0.029" @ 13'- 1.7" I T 4 4 12 12 )IM-4x4 9.00 F,77 N 9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 9 ,f-,( Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 0 (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. M-3x9 The design shall be reviewed and approved by 3 �:+ M-3x4 Project Engineer or qualified building designer ISS for lateral load and lateral stability. I M-5x80 ti O No rti v o �: • 6 I .x4 Ines M-7x8 M-1.5x3 e all 6.00 6.00 12 12 ; +544# y 2-09 5-01-12 5-05-12 y1-00 L 7-10-12 ) 5-00-04 0-05 08 ,CSD PQAtv�a y 13-04-08 y ��\�� NGIN fi� c/� 89200PE �r JOB NAME : RT ENGLISH STEP 4 PLEX - Gl 40111111101eaill; .., Scale: 0.2839 WARNINGS: GENERAL NOTES, mien otherwise noted. OREGON 4 Truss: G 1 component.1.Builder end erection contractor should be advised or al General Notes 1.This design Is bard only upon the parameters shown and la for an individindividual �/ yyam�"" and Warnings berm nor trod en commences. building cponent.Applksbll ty of deelgn parameters and proper �,.. (,pt I'< 2.2x4 compression web bradng moat be Installed where shown e. Incorporation of component k the roaponatbplly of the building Melgner. � (y 14 ` 3.Addllonel temporary bracing b insure stability during construction 2.Nair nd/18mines the top end bottom shortie t°be laterally braced at �/{j. ser t �� by h the responsibility of the erector.Additional permanent bracing of c ntin continuous at ea o e.such as ply unlet braced(TC)a df melt length). R' R 11.+ DATE: 7/18/2016 me overall Arudure is me responsibility of the building designer. 3.2.Impact bddgl g orr such bracingo gNNdbwnhpe cshear,e nrywal(Bc). SEQ.: K2 18 5 6 92 4.No bed should be spelled to any component until after di bradng and 4.Installation of hum is the resporelblly of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in s noncorrosive environment, deal bade be e t component. and are ler"dry condition'.of use. EXPIRES: TRANS ID: LINK g" N°°everendee° 6.Design assumes full bearing atsl supports shown.Shim or wedge if GRF(RES: *2/31 211 5.CompuTrua has no control over end assumes no responsibility forme �ry. I p G.114�+F- !4 Ct3 1 L 7/Gil febncetion,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. July ly 18,20 1 6 6.This design Is furnished ambled to the Imitations set forth by B.Plates shall be bated on both faces of Inas,and placed so their center TP/WTCA in SCSI.copies of which will be furnished upon request Ines colndde with joint center Imes. 9.Digits indicete size ppar MiTek USA,Inc./CompuTrus Software 7.6.8(11)-E 1B.For basic connector ed n Niche..mal platesign values sea ESR-1317,ESR-7 BBB(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 #10BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 120 6-7=(-211) 220 6-2=(-639) 177 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=1-575) 112 7-8=( -60) 83 2-7=( -38) 343 WEBS: 2x9 KDDF STAND; 3-4=(-575) 131 7-3=( 0) 290 2x6 KDDF #2 A LOADING 4-5=( -9) 120 7-9=( -38) 388 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=1-639) 232 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 13.5" LL = 25 PSF Ground Snow (Pg) O'- 0.0" -78/ 670V -185/ 185H 4.00" 0.95 KDDF (1485) 10'- 11.5" -78/ 670V 0/ OH 4.00" 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 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOPOND. 2: Design checked for net(-7 psf) uplift at 24 "oo spacing. AND BOTTOM 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 MAX TL CREEP DEFL = -0.003" @ 12'- 1.0" Allowed = 0.113" 1' 1' 1' MAX TC PANEL LL DEFL = 0.058" @ 3'- 1.4" Allowed = 0.386" 12 12 MAX TC PANEL TL DEFL = 0.127" @ 3'- 1.4" Allowed = 0.580" IIsi-4x4 1:77 9.00 9.00 MAX HORIZ. LL DEFL = 0.008" @ 10'- 8.8" 4.0" MAX HORIZ. TL DEFL = 0.015" @ 10'- 8.8" 3 ,,;_/ REDesign 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. 11111111111h M-3x9 =,- M-3x4 Note: Legdown not checked for any lateral loads. 2 The design shall be reviewed and approved by 7 Project Engineer or qualified building designer �C M-5x8 14 for lateral load and lateral stability. 00 s 'a I A ,-I 0 0 1 1 N N i- '4.4• -/ M-1.5x3 M-1.5x3 Q 6.00 6.00 12 12 ,I. y l l l 1-01-08 5-05-12 5-05-12 1-01-08 DEQ P {()F e. k 10-11-08 l ��CON GIN, .. U/per. 11 8920OPE 1-- JOB NAME : RT ENGLISH STEP 4 PLEX - F2 / Scale: 0.3506 WARNINGS: GENERAL NOTES, unless otherndse noted ill > Truss: F2 1.Builder and erection and Waminga before should be of all General Notes This i gN omp based only opo parameters r ews and M by an Individual bullet component.Appllcabll f design parameters and proper s+s 2.204 oompresalon web bracing must be Installed where shown+. incorporation of component Is the roeponsibAlty of the building tlesigner. <0 1 4 2. 3.Addtloneltemporery bracing to tenure stabIlty during construction 2.Design assumes the tap and bottom chorda to be throuaterallyghout braced et ,t;;::FIEGC)NIN:P:4 / ir length by N the responsibility of the erector.Additional permanent bracing of 7 continuous siheathingrlat r ets plywood ahsathing(TC)andodrywell BC R ILA- DATE: 7/18/2016 me overall arudure a me responsibility of the building designer. 3.ad!raped bridging or lateral bracing required where show„++ SEQ. : K2 18 5 6 9 3 4.No load should be applied to any component un81 agar all bracing and 4.Installation of iron Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater men 5.Design assumes trusses are to be used in a nonroorrosNe environment, design loads be tippled to any component. and are for"dry condition'of use. TRANS I D: LINK 6.compuT ue has no control over era sesames no responsibility for he 8.Design assumes NR bearing at al supports shown.Shim or wedge if p EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components, 7.Design assumes adequate drainage is provided. J I�/ 18,2016 B.This design Is furnished subject to the timitetions eel forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIMTCA In 5001.copies of which will be furnished upon request lines coincide with joint center linea. 9.Digits Indicate sin of plate in inches. MITek USA Inc./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design velum 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/DDE/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-242) 596 3-6=(-218) 162 BC: 2x4 KDDF #1&BTR SPACED 24.0" S.C. 2-3=(-804) 164 6-7=(-277) 679 3-7=(-208) 196 WEBS 2x4 KDDF STAND; 3-4=(-781) 186 7-8=( -56) 83 7-9=( -62) 959 2x6 KDDF #2 A LOADING 4-5=(-760) 191 7-5=( -64) 492 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.5 PSF 5-8=(-555) 201 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -94/ 795V -131/ 177H 5.50" 1.19 KDDF ( 625) 13'- 4.5" -92/ 590V 0/ OH 4.00" 0.90 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL "" For hanger specs. - See REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g p approved plans BOTTOM CHORD CHECKED FOR 10 PSF 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 = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 7-10-12 5-05-12 MAX LL DEFL = 0.014" @ 7'- 10.7" Allowed = 0.419" fMAX TL CREEP DEFL = -0.030" @ 7'- 10.7" Allowed = 0.629" 2-09 5-01-12 5-05-12 MAX HORIZ. LL DEFL = -0.014" @ 13'- 1.7" f T 'c 1' MAX HORIZ. TL DEFL = 0.024" @ 13'- 1.7" 12 12 IIM-4x4 9.00 9.00 Design conforms to main windforce-resisting 4'011 system and components and cladding criteria. 4 �7d II 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. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer for ltlload andCsi 1/,/ 4 M-5x6 M-1.5x3 .Q 6.00 6.00 Ls 12 12 l l l 1 l 1-00 2-09 5-01-12 5-05-12 t ct) PROP. y 13-04-08 y c.1 4�G1N4.-/„. ..._44.1 � 89200EE �r JOB NAME : RT ENGLISH STEP 4 PLEX - G2 Scale: 0.3155 r.4,„001111!.....- .e.ms WARNINGS: OENBRAetinleNOTES, unless dine aeroved 7 aOREGON 41 Truss: G2 1.aeverend cream oc construction elwoatieadvised or all General Notes 1.builingompweed optycaupon y o parameters parameters and lafor opanIMlvdu.l 77� A"'/.yy'✓//' • and Nhrntnga before comWAbn commences. buiincorporation mmpof component is of designponse parameter and proper ♦t34 2.254 compression web bndng must be installed where shaven., lacorporatbn or component a IM responsibility of the building designer. '© "T 1, i 4 2,0\ 4 3.Additional temporary bracing a insure slaNlNy during consinwlbn 2.Design assumes the top and bottom chords to be latently brad at ( �(4.a�, Is the responsibility of the erector.Additional permanent bracing of n c.c.and at as o.c reael,e.ph unless braced Ihrouphoa their length by t2 C'. DATE: 7/18/2016 the overall sirudure le the rosponsibgtty of the buildingdesigner. continuous sheathing such as plywood required ng(TC)ander drywall(BD). q`76-F4 11- �! 3.2a Impact staging or l enl bradno where.hewn.. F'1 SEQ.: 218 5 6 9 4 4.No load Mould be applied to any component Lind after all bracing and 4.Instslalen of*nth the responsibility of the respective contractor, fastener are complete and at no time should any bads greater than 5.Design animas trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design bads be applied to anytemperer. and.re for condition.ofwe, 5.Compuorea Mees control over and mum*no neponslblley*the 8.Design assumes NA bearing at an suppuds shown.Shim or wedge if EXPIRES: 12/31/2017 net fabrication,handling,shipment and installation of components. 7. tin ass O.This design a furnished subject to the limitations set forth by 8.Plates shall be located oneboth faces of drainage is teatheirs.and placed so their July 18121 6 TPIM/TCA In BCSI,copies of*doh cal be furnished upon request. Ones coedde with Joint center lines. 5.Digits Indicate sin of Alae In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For besin connector plate design value.tee ESR-1311,ESR4g88(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 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-576) 145 4-5=(-183) 188 4-1=(-457) 163 5-3=( -42) 375 BC: 2x9 KDDF #1&3TR SPACED 24.0" O.C. 2-3=(-576) 164 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( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 0'- 0.0" -75/ 495V -160/ 160H 4.00" 0.33 KDDF (1485) 10'- 11.5" -75/ 495V 0/ OH 4.00" 0.33 KDDF (1985) LL = 25 PSF Ground Snow (Pg) ** 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. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "or spacing. I I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=1/360, TL=L/290 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.065" @ 8'- 0.4" Allowed = 0.386" MAX TC PANEL TL DEFL = 0.043" @ 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 12 12 Design conforms to main windforce-resisting II M-4x4 system and components and cladding criteria. 9.00 V Q 9.00 4.0" Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 ,f-,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, 11 Truss designed forwindloadsin the plane of the truss only. Note: Legdown not checked for any lateral loads. The design shall be r ewed and approved by 'Project Engineer or qualified building designer for lateral load and lateral stability. M-3/101 girM-3x9d�s-5x8 a� 0 0 I o A o 0 I I N N f 4,sus ��,f -/ ** ** M-1.5x3 M-1.5x3 46.00 6.00 12 12 y 0 1 5-05-12 5-05-12 l "�'Y P O��610 10-11-08 ,.q IE ' N 6 /per Q $92OOPE r JOB NAME : RT ENGLISH STEP 4 PLEX - F3 Scale: 0.3515r+ �� • WARNINGS: GENERAL NOTES, udeee otherwise noted' OREGON 1 V 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is mr an individual f fir``(( A0 ,[ Truss: F3 and Warnings before construction commences. bullding component.Applicability of design parameters and proper ` , " ,` 2.2r4 compression web bradng mud be installed where shown e. Incorporation or component is the respondmity or the building dedener. /b 'Q 1.4 2. -}.. 3.Additional temporary bracing to Insure stability during cantructlon Z.Design assumes the tap end bottom Words to be laterally braced at ` �n., I.E.responsibility of me erector.Additional permanent bracing of T sss and sheathing hin.reach as ply sed a eethh throughout belt al(th). 41 R'L . caMinuous gingcr each as plywood air a where and/or drywal(BC). ^,♦ Pi DATE: 7/18/2016 the overall structure is the respon•IbINy of the building designer. 3.21 Impact bridging or lateral bradng required where shown•* SEQ.: K218 5 6 9 5 4.No load should be applied to ery component until ager all bracing and 4.Installation of truss Is the responsibility or the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a nen-corroeW environment, n loads be applied to any component. and ars for"dry condition"of use. TRANS I D: LINK desigp w" 6.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 6.Com uTrus has no control over and assumes no responsibility for the �+ fabrication,handling,shipment and Installation of components. 7.Design assumes adequa .lte drainage is provided. J u Iy 1 8,2016 6.This design le furnished subject to the limitations eel forth by S.Plates shall be located on both faces of trues,and placed so their center TPLWICA in SCSI,Caples of which will be furnished upon request. lines coincide cdth joint center linea. .Digin indicate dee of plate in inc MITek USA,InciCom uTrus Software 7.6.8(10-E 10.Dor bade connector plate values see ESR-1311,ESR•l gee(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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 71 2- 6=(-399) 635 3- 6=(-266) 238 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-802) 158 6- 7=(-449) 711 3- 7=(-211) 195 WEBS: 2x4 KDDF STAND; 3- 4=(-806) 230 7- 8=(-121) 159 4- 7=( 0) 175 2x6 KDDF #2 A LOADING 4- 5=(-559) 245 7- 5=(-357) 633 LL( 25.5)051) 10.0) ON TOP CHORD = 35.0 PSF 5- 8=(-547) 289 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. 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" -94/ 745V -114/ 228H 5.50" 1.19 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR 13'- 4.5" -92/ 589V 0/ OH 4.00" 0.40 KDDF (1985) 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 10PSF 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 = -0.002" @ -1'- 0.0" Allowed = 0.067" en For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 7-11-11 5-04-13 MAX LL DEFL = 0.026" @ 8'- 0.0" Allowed = 0.419" MAX TL CREEP DEFL = -0.099" @ 8'- 0.0" Allowed = 0.629" 2-09 5-02-11 5-09-13 MAX HORIZ. LL DEFL = -0.019" @ 13'- 1.7" 1 f f f MAX HORIZ. TL DEFL = 0.023" @ 13'- 1.7" 12 9.00 1:77 M-4x6 4 M-3x4 Design conforms to main windforce-resisting S system and components and cladding criteria. # re -/ Wind: 140 mph, h=22.2ft, TCD*=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), impoo load duration factor=1.6, End ve rtical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. co Note: Legdown not checked for any lateral loads. I o The design shall be reviewed and approved by M-3X9 �7 Project Engineer or qualified building designer 441111111111411 I for lateral load and lateral stability. 7 1 1111111111111 M-5x10 0 ♦ Alt O _ 6 to ,II -/ 1 o M-3x9 M-5x6 M-1.5x3 L16.00 6.00 12 12 ' l ) . l 1-00 2-09 5-01-12 5-05-12 �srJ PROpE l 13-09-08 l ,s_14.4 1.2... GI �'/b 892OOPE p< JOB NAME : RT ENGLISH STEP 4 PLEX - G3 `�/` ,,r/gg Scale: 0.3252 Illa �"y. WARNINGS: GENERAL NOTES, unless other/Wenand `d. 1.Builder end ereclbn contrador should be advised of all General Notes 1.This design h based only upon the parameters shown end Is for en Individual p OREGON y�. [ 40 Truss: G3 and Warnings before construction commences. building componen.Applicability of design parameters and proper G 'I Z�� 2.204 compression web bracing must be Installed where shown•, P+� incorporation of component ie the responsibility of the building designer. rQ 1 4 3.Addoonel temporary h bracing to ours stability during construction 2.Design assumes the lop and bottom drone to be laterally bracetl et 7 o.a.and at IP o c respectively unless braced throughout theft length by Is IM responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheedMp(TC)and/or drywaA(BC). �.R R 11 - DATE: 7/18/2016 the overall structure h the responsibility Cl the building designer. 3.W Impact bridging ging eor Mead bracing required where shaven♦♦ fl L. SEQ.: K218 5 6 9 6 4.No bad should be applied to any component until after all bracing and 4.Installation of trans Is the responsibility o/the respective contractor. fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used Ins non-oonoelve environment, design bads be applied to any component. end ere for"dry condition"of use. TRANS ID: LINK Design esgneosumeeN bearing at all supportscho m.Shim or wed11 wedge 5.CompuTrusheanocoMmloverandassumesnoresponsiblityforths EXPIRES: 12/31/2017 wary. fabncatisn,handling,shipment end instaltSon of components. 7.Pecten hal beel adequate othlface is Icese n July'I$,20 6 S.This design is furnished subject to the limitations sal forth by 8.Plates shell located on both faces of truss,end placed so their center TPNVICA in BCBI,copies of which MN be furnished upon request. Nees coindde with joint center lines. Wee USA,Inc./Com uTrus Software 7.6.8 1* E N Digb malate eol r p pleb in inches.values P ( 1.For bask connector f pts designvalues see ESR-1311,ESR-1989(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 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 120 6-7=(-2244) 2272 6-2=( -961) 653 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1752) 1397 7-8=(-2249) 2272 2-7=(-1599) 1854 3-4=(-1752) 1397 7-3=(-1018) 1266 WEBS: 2x9 KDDF STAND; 2x6 KDDF #2 A LOADING 9-5=( -9) 120 7-4=(-1599) 1854 LL( 25.0)+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 PIE BC LATERAL SUPPORT <= 12"OC. UCN. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 13.5" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -599/ 981V -2000/ 2000H 4.00" 0.66 KDDF (1485) 10'- 11.5" -599/ 981V -2000/ 2000N 4.00" 0.66 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. e. For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 29 "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'- 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 MAX TL CREEP DEFL = -0.003" @ 12'- 1.0" Allowed = 0.113" f '' 1' MAX TC PANEL LL DEFL = 0.058" @ 3'- 1.4" Allowed = 0.386" 12 12 MAX TC PANEL TL DEFL = 0.127" @ 3'- 1.4" Allowed = 0.580" M-4x6 9.00 7 Q 9.00 MAX HORIZ. LL DEFL = 0.049" @ 10'- 8.8" 4.0" MAX HORIZ. TL DEFL = 0.056" @ 10'- 8.8" 3 �� am. ICOND. 3: 2000.00 LBS SEISMIC LOAD. I 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-3x5r=+ M-3x5 2 �� 4 7 Note: Legdown not checked for any lateral loads. M-5x8 Q� The design shall be reviewed and approved by Project Engineer or qualified building designer 0 o for lateral load and lateral stability. ti ti II ,-1 A .1 0 0 1 1 N N Q ** ** M-3x4 M-3x4 Q 6.00 6.00 1. 12 12 1 J' 1 1 1 1-01-0e 5-05-12 5-05-12 1-01-0e © pFl QFt� 1 10-11-08 1 C��`c N \*,1GIN • / ' 89200PE vr` JOB NAME : RT ENGLISH STEP 4 PLEX - FDRAG Scale: 0.3506 •" � WARNINGS: GENERAL NOTES, unless otherwise thepr noted �I OREGON /a IP Cr 1.Binder and erodlon construct snood be advlaed oral General Nates 1.This destgn a bawd only upon p eeign ar anown and la for oper Indwaual OR GO01 '%, Truss: FDRAG and Wammg.before aonawalan commences. briding componentA neat tenar dealgn parameter.and p open +� 2.234 compression web bradng mast be Installed where shown e. Inwfpomlon of component la the responsibility Orme building assigner. /� .�4 �0 -�.. 3.AddEsnal temporary bracing to Insure stability during construction 2 Design assumes the tap and bosom cnarbr to be Ialaralty braced et �{6 by Is 8w responsibility of the erector.Additional m bracing f c otos condntinuous at ea10'o.c.such a ply unless braced(TC)an throughout Map length). `I�� apo germane g o mnllnuous ridging or such is plywood aired In ere s arxgor dywag(BC). R DATE: 7/18/201669 the overall shuldd ealama to responsibility pornpoint building designer. 3.IZR nstallation badging A lateral bndngragorad wheresnows.. SEQ. : K2105697 4.Nobadshouldbeapptiantoanyti mponebfundlaoerall bndngand 4.Desilanonett005N�aeembbeulsedmerwr drroer•.r,vvirroonment, RIO- fasteners era complete and at no time should any loads greater than gra assumes design toads be applied to any component. and are for•dry condition"of use. TRANS I D: LINK 5.compurru.hes no control over.na.ssumea no responsibility for me 8.Design assumes AA bearing at ail supports sown.Shim or wedge if EXPIRES: 12/31/2017 wry. p fabrication,handling,ehlpmenl and Installation of components. 7.Design assumes adequate drainage M provided. July 18,2016 8.This design A furnished aided to the limitations eat forth by 8.Plates anal be located on both faces of truss,and placed so their center TPIM/ECA In SCSI,copies of which will be furnished upon request. Anes coincide with Joint center lines. 5.Digits Indicate sire of plate in Inches. MITek USA,Inc./CompuTrue Software 7.6.8(1L}E to.For basic connector plate design values see ESR.1311.ES5.1985(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/DEF/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 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-802) 181 7- B=(-453) 739 3- 8=(-180) 166 WEBS: 2x4 KDDF STAND; 3- 4=(-806) 298 B- 9=(-119) 156 4- 8=( 0) 175 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 8- 6=(-404) 675 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-559) 287 6- 9=(-547) 337 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: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -103/ 745V -114/ 229H 5.50" 1.19 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES 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. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ** For hanger specs. - See approved plans MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 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' MAX TL CREEP DEFL = -0.044" @ B'- 0.0" Allowed = 0.629" 2-09 5-00-11 2-02 3-04-13 1' i' I ' 1 MAX HORIZ. LL DEFL = -0.020" @ 13'- 1.7" MAX HORIZ. TL DEFL = 0.024" @ 13'- 1.7" 8-00 Design conforms to main windforce-resisting 12 5 system and components and cladding criteria. 9.00 M-4X6 Wind: 140 mph, h=22.9ft, TCDL=6.O,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 M-3x4 load duration factor=1.6, elf. 6 End vertical(s) are exposed to wind, C 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 o for lateral load and lateral stability. o M-3x4ASilirfr ti38 I � M-58)(100 At I o t ra�cE ",A1, 1 7 o M-3x4 M-5x6 M-1.5x3 ,,6.00 6.00 p 12 12 cy /t y1-00y 2-09 y 5-01-12 y 5-05-12 y '6G. h. PROpk,„ l 13-04-08 1 ��co NAGIN> �c� �'/9 89200PE F<' JOB NAME : RT ENGLISH STEP 4 PLEX - G4 Scale, 0.2728 _ ".e54 7' ' WARNIN08: GENERALNOTES, uMaesdMrwlse noted ill t.• X+` X�� T nus S: G 4 1.Builder end erection eoNrador should be advised of al General Notes 1.This design h based only upon the parameters shown and Is hr an mdlvldua 7/... [ t y and NAmlngs before construction commences. building component.Applicability of design parameters and proper 2.214 comprasslon web bradng must be Installed where shown.. Incorporation of componaM la ee responsibility of the allybuilding designer. 19 l.. if i 1 3.Additional temporary bracing to Insure Weak during construction 2.Design assumes the lop end bottom chords to be laterally f their at F 't( �,V �""�'" Is the responsibility or the sneer.Additions!permanent bracing of T cono.tinuous and sheathing 10'o.crsuch es ply unless braced thraug nd/their length by R R1� - DATE: 7/18/2 O 16 the overall WWI re la me reeponab f the bulbi designer. 2a Imps t gingor such es ph/hg re aired h ere s own+dryweX(BC). WY o ng 3.2a Impact bridging or lateral bracing requires where shown t. SEQ.:. KT18 5 6 9 8 4.No bad should be applied to any component until ager all bracing end 4.Installation atm.h me responsibility of the respedNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ins non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for'drycanenbn°amuse. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes fag besting at act supports shown.Shim or wedge If EXPIRES: 12/31/2017 necessary.fabrication.handling,ehlpnnM and letalletbn of components. p .l 7.Design sesame.adequate drainage is provided. UUi 18,2016 d.This designle banished to m isned subject limitations set rene.is by Platen snap be bason on bonth huBu e of Wes,and placed so noir anter TPI,WICA In SCSI,copies of whish all be famished upon request. Anes coincide with joint center lies. MITek USA,Inc./Com Trus Software 7.6.8 1 L E s.Digits Indicate aloe of pate In Inches. Pu ( )' 10.For basic connector plate design valves see ESR-1311,1(55-18138(Mask) 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 spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 209 ROOF #16BTR SPACED 29.0" O.C. GOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 ROOF STAND; Design conforms tomain windforce—resisting 2x9 KDDF #16BTR A LOADING 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 Wind: 140 mph, h=23.7ft, TOOL=6.13,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT < 12^OC. UON. TOTAL LOAD = 45.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 POP Ground Snow (Pg) load duration factor=1.6, End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M-1.5x9 or equal at non—structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. vertical members (uon). 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. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES),A — HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING,PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CRJ_N Q'IQN. 5-08-09 4 4 4 12 M-1.5x3 9.00 7 _,T-y M—3 x 6 1.11 - �� 7 3 w 0 ill I 1 o I Pt ... O rw'' I, o 1 M-1.5x3 M—.x6 p p!t M-3x4 rI' D fRWk'L(9 1 1 y \� `� .1•1"9G2 JG t N � t�/© 6-02-11 5-10-05 �.? (/� y y y ` 89200PE <" 1-00 12-01 JOB NAME : RT ENGLISH STEP 4 PLEX — FWA ,41111P," Scale: 0.2720 4►1 WARNINGS: GENERAL NOTES, unbesotherwbe noted: + �`y �e�'yA, 1.Builder and erection contactor should be advised of e1 General Notes 1.This design b based only upon the paemalero Moven end b for an Individual ' A A.OF EG ON V yv. � Truss: FWA and eAmings before construction commences. building component.ApplbabiRy of design parameter.and proper 6/' -4,7�y ♦l� 2.2s4 compression web bracing must be Metalled where Moven.. incorporation of component IS the responsibility of me building designer. 47" 'if..7 ' y w 2P` 4 3.Additional temporary bracing to Mute stability during construction 2.Design assumes the top and bottom chores to be laterally bread at ��,""" 1 ei' 4le)1*.ttt., by Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at ee10'o c respectively a plywoodly unless braced throughout their length). fil�'�� continuous streaming such as urns re uir el where s owandn•dryvng(BC). . DATE: 7/18/2016 me overall structure Is me responsibility of the building designer. 3.2s Impact bridging or brant bndrp required where Moven�• S EQ. : K218 5 6 9 9 4.No bad should be applied to any component until after all bracing end 4.Installation of buss I.the reapontlbgty of the espedNe contractor. lasienerc are complete and al no time should any bads greater then 5.Design assumes trusses Cr.to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"ofwe. EXPIRES: (� 5.CompuTrus nes no control over and assumes no responsibility for the S.Design aeaume.NA bearing et all supports Moven.Shim or wedge if CJ�f Rf'E.,.. -!/)LeS'I/ f1 A 7 fabrication,handling,MlpmeM end installation of components. 7.Design assumes adequate drainage b provided. July 18,2016 RCt3 I LCIL t 1/i 7 6.This design Is furnished eubjed to Sr.Imitation,set rorlh by S.Plates shag be located on both faces of truss,and placed as theh center TP WVTCA In SCSI,copies of which will be Me:Med upon request. Knee coincide vdth Joint center linea. g.Digits Indicate else of plate in Mamas. MITek USA,Ino./CompuTrus Software 7.6.8(1L)E 10.For bask connector phte design vaue.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/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 7=(-387) 673 3- 7=(-284) 232 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-802) 199 7- 8=(-436) 753 3- 8=(-165) 150 WEBS: 2x4 KDDF STAND; 3- 4=(-806) 313 8- 9=(-116) 154 4- 8=( 0) 175 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 8- 6=(-410) 705 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP 4- 6=(-564) 295 6- 9=(-547) 400 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: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -119/ 745V -115/ 230H 5.50" 1.19 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 4.5" -153/ 589V 0/ OH 4.00" 0.90 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 29 "oc spacing. --1 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 M-1.5x4 or equal at non-structural MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" vertical members (won). 11-11-11 1-04-13 MAX LL DEFL = 0.038" @ 8'- 0.0" Allowed = 0.919" ** For hanger specs! S e proved plans MAX TL CREEP DEFL -0.044" @ 8'- 0.0" Allowed = 0.629" Z-0 5-00-11 4-02 1-04-13 1' '' 'l' 1' 'f MAX HORIZ. LL DEFL = -0.021" @ 13'- 1.7" MAX HORIZ. TL DEFL = 0.025" @ 13'- 1.7" 8-00 1 12 '1 5 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 17 e 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. 6 -I 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. co0 M-3x9 10 3 t o A11111100,5014%,................„ o - 7 o M-3x4 M-5x6 M-1.5x3 Q 6.00 6.00 p. 12 12 J. PRo4 1-00 2-09 y 5-01-12 y 5-05-12 ,� � 1,r,'ji Q. 13-04-08 T '�'I" cr 89200PE <" JOB NAME : RT ENGLISH STEP 4 PLEX - G5 „0.--/ / ,,Scale: 0.2429 WARNINGS: GENERAL NOTES, antaw otherwise noted. a �� "'r. 1.Builder end erection centrador should be advised of all General Notes 1.mis deign I.bawd only upon the parameters shown and is for an individual / Truss: G5 and Wendngs before construction commences. building dmponent.Applicability of design parameters end proper !.v" i to / 2.204 compression web bracing must be installed where Moven*. incorporation of component la the respond.to of the building designer. /6 "�}f 1 ��` � A Additional temporary bracing to Insure stability during construction 2.Design aewmw the top and bottom chords to be laterally braced at i Is me responsibility of the arodor.Additional permanent bracing 5) 2100 antl at 10 a.c.each..sty unless bread throughout rtdryeir length by e/ R'�� eonbnuous sheathing such as pfyweod sheathing(TC)sd's'.)and/or drywaN(BC). "I DATE: 7/18/2016 the overall structure N the responsibility of the building designer. 0 2x Impact bridging or lateral blueing required where shown** SEQ.: K2 18 5 7 0 0 4.No load should be applied to any component until after all brsdng and 4.Installation Ohms Is the responslbnty of the reepedte contractor. fasteners ere complete and at no lee should any beds greater than 5.Design...urn..trusses are to be used Ina nontonesbre environment, design bads be applied to any component end.re for"dry condtlon of use. TRANS ID: LINK 8.Design assumes drown. 5.CompuTrus Ms no control over and MUMS no reeponelbllny forme .-m, EXP.I RES: 12/31/2017 febrketbn,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. July 1 8,2016 8.Otis design k furnished subject to the limitations wt forth by 8.Plates shell be footed on both fade of truss,end placed so Meir center TP WOTEA In SCSI,copies of which wt1 be furnished upon request. lids coindde with sad center line. MiTek USA InciCom Trus Software 7.6.8 1 L E N ForDig b Isis con size of laked In Inches.values iw ( )- 7.For bask rite size plate design veld.weESR-1711,ESR-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 20'— 11.0" riND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 'COND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND; 2X4 RIDE #1fiBTR A LOADING Design conforms to main windforce—resisting LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE Wind: 140 mph, h=29.9ft, TCDL=6.O,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), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, NOTE: 2x4 BRACING AT 24"0C UON. FOR End vertical(s) are exposed to wind, ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous M-1.5x4 or equal at non—structural bearing wall for entire span UON. vertical members (uon). 2-09-11 6-08-10 11-04-11 1 T 4 4 2-07-11 7-00-11 5-05-09 5-09-01 T T '1 T T 12 12 9.00 17 Q 9.00 M-4x6 M-7x8 2 r Jwr 4 M-3x9ril i -3x6 r 0 -, r A 0 ch lil 111 Ali110 M-7x8 Jill ; Aro n /— 6 M-37x10 0.25"B M-3x6 10 IIM-4x4 M-3x5 M-5x6(S) 90 PR OPt y2-05-15 y 7-05-15 y 5-05-09 y 5-05-09 y �Co `Gy..E' st J2 20-11 k, 89200PE fir' JOB NAME : RT ENGLISH STEP 4 PLEX - FWB Scale: 0.20574/11°,/ Cr _, . WARNINGS: GENERAL NOTES, unless othervtea noted, �� "i- to, Truss: FWB I.Builder and erection contractor should be advised of a8 General Notes I.This design Is based only upon the parameters shaven end Is for en kmldtluN and Warnings before conHrvdbn commences. building component.Applicability of design parameters and proper G ' A a I /� 2.2s4 compression web bndng must be Installed where shown e. incorporation of component is the responsibility of the hdWh,p designer. /� -7 2 ` �± 3 Additional temporary bndng to insure siabBty during construction 2.Design assumes the top and bottom chords to be laterally baud et +�j �.4 L by is the responsibility al the erector.Additional permanent bracing of T nt:and et ee10'hin.respectively es ply unless braced throughout r dry length). �,y 1 R I S� DATE: 7/18/2016 the overall structure h the responsibility f the building de continuous sheathing later es wing re uir sheathing(TC)s and/or nrywgA(BC). -s'/ apron ley o g signer. 3.2s Impact bridging or lateral bracing required Mere shown.n SEQ.: K218 5 7 01 4.No bad should be applied to any component until after all bndng end 4.Installation of truss is the rssponsibally of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D' LINK design wads be applied to any component. and are for"dry condition"of use. 5.Como/True hes no control over and assumes no responsibility Mr the 8.meg assumes NN bearing al ale supports shown.Shim or wedge If EXPIRES: 12/31/2017 febricatbn.handling,shipment end installation of components. T,Design:wmes adequate drainage is provided. July 18,2016 8.This design h furnished subject to the limitations set forth by 8.Plates shell be located on both laces of truss,and placed so their canter TPWIIGA In 8151,copies of which will be furnished upon request. Ines caindde with Ieint center linea. Mask USA,Inc./Com Trus Software 7.6. 1L E 9.Digits indicate size of plate m inches. Pu B( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. IC OND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND Design conforms to main windforce—resisting LOADING 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 Wind: 190 mph, h=20.Sft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(.) are exposed to wind, M-1.5x9 or equal at non—structural Truss designed for wind loads vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Vote:Truss design requires continuous bearing wall for entire span DON. 3-06 T T 12 9.00 17 M-1.5x3 0 0 0 oo O O o y 1,41 -3x4 M-1.5x3 k l y 1-00 3-06 0.V PROF4, Vic\. (c,„, N ill /©. 17 892OOPE r JOB NAME : RT ENGLISH STEP 4 PLEX - FWC ,,�,,/-�' _ Scale: 0.5956 Cy., 11. WARNINGS: O.This design unless nheparaIse mete 7/ OREGON 10 1.BuAat and erection contractor should be advised of al General Notes I.Thle.sign h bead only upon the parameters shown end is for an individual v V Il G.1\„t'V Truss: FWC and Warnings before conanMbn commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be Installed Where shown 4. incorporation of component k the rosponalbpty of the holding assigner. "..b '7 f '1 w !'1�,i� 4 3.Additional temporary bracing to Insure stability during construction 2,Design assumes the top and bottom chords to be laterally braced et Y' L � {{. la the responsibility of the erector.Additional permanent breckg e! 7 o.c and et t fT o.c.respectively p unless braced throughout their length by �� continucus sheathk such es plywood sheet starsC)and/or drywad(BC). ��'''��III ell/ DATE: 7/18/2016 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where.hewn s 4 SEQ.: K2185702 4.Ne load should be applied to aro'component until aper at bracing and 4.In.slatdes.I.the responsibility aspssibil lstyyEf to nenoamewcntrvbctonrmenl, fasteners are complete and at no time should any loads greater than end Sr.ss"dry condition"sre to be TRANS I D: LINK design bads be applied to any component g.Design assumes NA beeanq at ad supports shown.Shim or wedge 11 7 5.CempuTms has no control ower and assumes no responsibility forme memory. p EXPIRES: � �� febncatbn,handling.shipment and installation of components. 7.Design assumes adequate drainage is presided. July 1 8,2016 6.This design la furnished subject to the limitations set forth by 8.Plates shad be bated on both laces of Muse,and placed as their center TPVWFCA in SCSI.copies of width will be NmAhed upon request. Ines comdde with faint canter linea 9.Digits Indicate size of plate In Inches. MiTek USA,IRC./CompuTrus Software 7.6.8(1L)-E to.For bask connector plate design Values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-00 GIRDER SUPPORTING 20-11-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-9966) 704 1- 7=(-670) 3426 7- 2=( -404) 2824 10- 5=(-116) 30 BC: 2x8 KDDF #16BTR 2- 3=(-1908) 384 7- 8=(-666) 3390 2- 8=(-2548) 522 WEBS:2x9 LODE STAND; LOADING 3- 9=(-1422) 344 8- 9=(-200) 750 8- 3=( -172) 800 2x8 RODE STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=( -156) 194 9-10=(-200) 750 8- 4=( -590) 3328 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.0" V 5- 6=( 0) 0 9- 4=( -212) 1222 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 945.6 PLF 0'- 0.0" TO 15'- 5.0" V 4-10=(-4574) 808 BC LATERAL SUPPORT <= 12"OC. UON. @@ADDL: BC CONC LL+DL= 2090.0 LBS @ 13'- 6.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA i LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -664/ 4181V -169/ 332H 5.50" 6.69 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 15'- 5.0" -1018/ 5858V 0/ OH 5.50" 9.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Jr IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN @(§)HANGER BY OTHERS TO APPLY VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 nails staggered: CONC.LOAD(S)EQUALLY TO ALL MEMBERS. MAX LL DEFL = -0.038" @ 6'- 2.4" Allowed = 0.983" \/1/ 9" oc in 1 row(s) throughout 2x9 top chords, MAX TL CREEP DEFL = -0.095" @ 6'- 2.4" Allowed = 0.725" /yvy\ 9" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 0-03-12 MAX HORIZ. LL DEFL = 0.006" @ 14'- 11.5" '-'( MAX HORIZ. TL DEFL = 0.013" @ 14'- 11.5" 12-00-11 3-04-05 4 4 4 6-04-03 5-06-08 1-07-09 1-07 Design conforms to main windforce-resisting ff f f f system and components and cladding criteria. 12 Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.00 V M-4x6 M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ::M-8x8 load duration factor=1.6, 3 y 5 6 End verticals) are exposed to wind, ��' �� Truss designed for wind loads in the plane of the truss only. M-3x6 2 o oq M-5x16 o U I f�t Yw ° 111Gii 7 8 9 �0 1 M-3x10 M-8x10 M-4x12 0 M-4x6 yzo9o# PROF ' 1 l l y l !6-02-07 5-06-08 1-09-05 1-10-12 y y c.:3. � �pG4I E > 15-05 89200PE 9r' JOB NAME : RT ENGLISH STEP 4 PLEX - GGIRD / "� Scale: 0.2357 4IP [,�`' WARNINGS:alderO.This de ignNOTES, untaupon the ise parameters �� OREGON As' 1 E' I.Battler and erection contractor Mould be advised of eq General Notes I.This design Is based only upon the parametere Moven and Is for an individual Ill 1GO Y to Truss: GGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.254 compression web bracing must be installed where shown.. Incorporation of component Is the responsibility of the building designer. !/� Y 4 2. "'\.v 3.Additional temporary bracing to Insure stability during construction 2.Design assumes ms top and bottom crates to be laterally braced at "C/ L Is the reeponalbW f the erector.Additional permanent bracing of 2'ntlnc.and H 10'hbro.crespectively as ply unless braced(TC)erO their drylength). `F4 1 Lk- nit o continuous rrdgbg en each as plywood Meamin ere.and/or drywal(BC). H DATE: 7/18/2016 the overall structure la the responsbNNy of the building designer. 3.25 impact bddgmg or lateral bradng required snare Mown.. SEQ.: K2185703 4.Ne lead sheald S.applied Is errs eeepsnant untlaSerell brasing end 4. Motionof nWsathheasspssiblllty used rthrresis-pedla.v.ntract r. fasteners are compete and at no time Mould any bads greater than and Design ss"dry trusses re I we. TRANS ID: LINK design badebeappledtoany component. 8.Design assumes enfull bearing at all supports Moven.Shim orwedge If EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no raapnnslMINy for thenecewry, p fabrcatbn,handling,shipment and installation of components. 7.Design assume.adequate drainage is provided. July 1 8,201 6 8.Thio design Is mmlMed eub(act to the limitations set forth by 8.Plates ahaN be located on both faces of trues,end placed ao their center TPVWFCA in SCSI,sepias of which will be fumlhed upon request. Anes coincide with Joint ceder linea. 9.DIgile Maude etas of plate b inches. MITek USA,Inc./Cempalrae Software 7.6.80L#E 10.For bask connector plate design values sea ESR-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-37) 51 3-5=(-210) 132 BC: 2x9 KDDF #15BTR SPACED 29.0" O.C. 2-3=(-84) 70 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 P5F BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 95.0 POE' LOCATION$ REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0,0" -95/ 907V -23/ 72H 3.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -92/ 270V 0/ OH 5.50^ 0.93 ROOF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. ** For hangerBOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP specs. - See approved plans 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 = 0.082" @ 2'- 11.6" Allowed = 0.332" MAX TC PANEL TL DEFL = -0.115" @ 2'- 11.6" Allowed = 0.998" 5-08-09 0-03-12 f 1' 'f MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 4.00 D Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3X$ 3 -/ (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1,6, Z' End vertical(s) are exposed to wind, 011° Truss designed for wind loads in the plane of the truss only. M-1"5x9 1111111 ti 1 m Truss designed for 9x2 outlookers, 2x9 let-ins 0 of the same size and grade as structural top M-3x5 N chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are .,.....iiiiiiiillill111 A 2 permissible at inlet board areas only, u1 N r1 1 o =, 5 f 0 M-3x4 M-1.5x3 l 1 l 5-08-04 0-03-12 1 l l 1-00 6-00 0 PR OFFS, �c#k G�N E.FA? /p�� , 89200PE <" JOB NAME : RT ENGLISH STEP 4 PLEX - I1 . -- • Scale: 0.5771 . WARNINGS: GENERAL NOTES, unless alMnvhe noted: '�� v+y*. 1.Builder and erection oonMdor should be advised o1 e1 General Notes 1.This design b based only upon the parameters shown and Is for an individual 7/ OREGON e. to Truss: Il and Warnings before construction commences. building component.Applicability of design parameters end proper L' ♦I''s 14 2.2a4 eompreselon web bracing mud be Installed Where shown v. Incorporation of component is the responsibility of the building designer. al ) �y ` 3.Addlaonel temporary bracing to Insure stability during construction 2.Design aecurt the top and bottom chords to M laterally braced at "�./ la the respa sOgy of the erector.AddEs ei permanent bracing of T o.e.and at 10 o c.respectively unless braced throughout their length by 'jf,,y DATE: 7/18/2016 the overall structure Is the ro rslbl f the buildingdesigner. 25 impact staging or such as plywood required a where s and/or dryweA(BC). !/ +1"]('y �� 1Y o g 3.In lmptd badging or pant bracing required,tape shown•• f7 T-1 SEQ.: K2185704 4.No loadane should be applied to any component until sitar all bracing and 4.endareonoftressbthe"ofresponsibility ueesace NIA*reapctas contractor. fasteners aro compete and at no time should any beds greater Man 5.Design assumes trusses aro M M used in a nonroorroeNe environment, design Mads be applied to any component. end are Mr"dry condition"of uta. .t t� ry.1)ty(�.1 TRANS I D: LINK s.c mpur,u has no control over and assumes no responslbllly for the 8.Design ign mums*full bearing at a1 supports shown.Bnlm or wedge it EXPIRES:g�+ 1 2�3 11 2ll l7 fabrlaetisn,Mndleg,shipment and lnetaltMn of componeMo. 7.Dedgn assumes*dequets drainage is provided. July 1 8,20 1 6 8.This design is furnished subject to the limitations eel forth by 8.Plates shall be located on both faces of hues,and paced so Meir center TPIW/1CA in SCSI,wade of which vel be belched upon request. Ines coincide with joint center Ines. 9.Di9M indicate sirs of plate W Inches. MITek USA,Ino./CampuTrus Software 7.6.8(1 )-E le For basic connector plate design values see ESR-1311.(513-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 BODE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-37) 51 3-5=(-210) 132 BC: 2x9 KDDF 414BTR SPACED 24.0" O.C. 2-3=(-84) 70 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PIE 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" -95/ 407V -23/ 72H 3.50" 0.65 BODE ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -42/ 270V 0/ OH 5.50" 0.43 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. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = 0.082" @ 2'- 11.6" Allowed = 0.332" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.115" @ 2'- 11.6" Allowed = 0.498" 1' 1' MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 4.00 ' Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 4 -� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 'rl End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N ti 1 I 2 N � y 0 -/ jai 5 M-3x4 M-1.5x3 l b l 5-08-04 0-03-12 1 1 l 1-00 6-00 NGP 4,9 tS�U 4 89200PE <" JOB NAME : RT ENGLISH STEP 4 PLEX - I2 Scale: 0.5771 •'' WARNINGS: GENERAL NOTES, unless otherwise rated OREGON I.Bulder and erection contractor should be advised of al General Notes I.This design la based only upon the parameters shown and h for an individual 4 Truss: I2 and Wamings before construction commences. building component.Applicability of design parameters and proper /� 2.2a4 compression web bradrp must be installed where shown 4. incorporation of component Is the leeponstbppy of the building designer. /� " 14 fl �' �'Y+e 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom dorms to be laterally braced al ` G� 11 la the reaponslbety of me erector.Additional permanent bracing of 2'nti and at ea hic,such a respectively y unless braced(TC)and/or their length by 111 i IDI L� continuous sheathing or suer as adnO re Mee whets.ond/or drywal(BC). «(!!! aL7! DATE: 7/18/2016 the overall structure ie the roeponamuay of the building designer. 3.2x Impact bridging or lateral bracing required where mown.+SEQ.: K2 18 5 7 0 5 4.No load should be applied to any component until after all bracing and 4.Installation of int ca the responsibility efo aytl M h d��.contractor. fastens are compete and at no time should any roads greater than Design assumes TRANS ID: LINK design bads be applied to any component. 6 and re for"dry NN bearing at supports Shim car we If 5.ComWTrus hes no control over and assumes no reaponsioon for the mmtysumes tie glia cilia 1 pap CVC1_I(]CCv',. Ir'.1 V7�Jr'111�'7' fabrication,handling,shipment and Installation of components. 7.Dedgn assumes adequate drainage is provided. July 18,20C1A6f EXPIRES: 7G\} /C..il l 6.This design is furnished subject to the limitations sat forth by B.Plates shall be located on both faces of truss,and placed so their center TPWRCA in SCSI,copies of which WI bs furnished upon request. lines coincide with jolts center lines. S.Diggs indicate size of plate in Inches. MITek USA Ino./CompuTrus Software 7.6.8(1L)-E t6.For Casio connector plate design values see ESR-1311,ESR-1586(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-31) 34 3-5=(-175) 115 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-71) 49 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -94/ 366V -19/ 60H 3.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0^ -35/ 225V 0/ OH 5.50" 0.36 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 lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 29 "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" MAX TC PANEL LL DEFL = 0.036^ @ 2'- 7.5" Allowed = 0.262" 9-08-09 0_03_12 MAX TC PANEL TL DEFL = -0.047^ @ 2'- 5.6" Allowed = 0.393" f '1 MAX HORIZ. LL DEFL = 0.000" @ 4'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 8.2" 4.00 ' 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, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4load duration factor=1.6, afrilli End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N r+ rI H ,II I m1 1 II II II II 0 M-3x4 M-1.5x3 1 l l 9-08-04 0-03-12 l ). 1-00 5-00 �� cDPROpk.. ,`c� NGINE. , /p 89200PE ter JOB NAME : RT ENGLISH STEP 4 PLEX - I3 ,, Scale: 0.5900 /y., W. NINGS:BOdera O.ml.eIs NOTES, unless tithe se parameters 7! OREGON 6 0.i". Truss: I 3 I.Bultler and erection contractor should be aevbed of all General Notes bibuilding ndesign Is based only upon the paromep r shownmeter and b bper Inervldwl 777!r' and WanRrps before conNrudbn commena0. incorporation component.oneN Is of designresponsibility parameters and proper 2.254 complied.web bracing must be hNalbd where shown+. IncorporeNon of component b tlia roaponNblty of the building designer. /O 4Y 1 • n'C ��" 3.Additional temporary bating b insureNebillly during construction2 Design assumes the top and bottom dards to be laterally bread a1 r (} 4 b the respontldtty of the erector.AddRlonel permanent basing of Tcoo.a and at 7C e.c.respectively uMess braced throughout their length by DATE: 7/18/2016 the overall Nrudure h me respenN of WINl nmpact bridging orng suchabacwg required wtr. swnortlrywaA(BC). -'!f .`L'.']R �� bpty o rp tleeyner. 3,In Impact Twigs..or peal pacing required wMro Mown++ A l A-T SEQ.: K218 5 7 0 6 4.Na bad should be applied to any component until alter all brldng and 4.Installation of buss la the responsibility of the macedrvs contractor. fasteners aro complete end at no time should any bads greater than 5.Design assumes Owns are to be used In a noncorrosive environment, end ere for'VW condition.of use. TRANS I D: LINK design beds be sppllaa to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrushasnocontroloverandassumesnoresponsibilityforths EXPIRES: 12f31f2017 fabrication,handling,shipment and Installation al components. asn as 7.DlatesW WWI egaitedon drainage Mprovided.ss, July $,2016 8.This design Is furnished sidled to the limitations est forth by 8.Plates shard be bated on both leas at inns,and plead w their anter TP WJTCA in BCSI,copies of which win be furnished upon request. tae coincide with Joint anter lines. MiTek USA Inc./CompuTrus Software 7.6.8(IL)-E 10 Digits adelcoconn sin of designIn al pp elfin values we ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 4-00-00 GIRDER SUPPORTING 10-11-08 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-34) 37 4-5=(-60) 255 1-9=( -66) 30 2-6=(-371) 68 BC: 2x6 KDDF #103TR 2-3=(-34) 37 5-6=(-60) 255 4-2=(-371) 69 6-3=( -66) 30 WEBS: 2x9 KDDF STAND LOADING 5-2=( -42) 383 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 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/ 60H 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. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. ** For 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 = 0.159" 1' 1' '1 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.5" M-1.5x3 M-3x8 M-1.5x3 MAX HORIZ. TL DEFL = 0.001" @ 3'- 8.5" /- 1 2 3 -/ Design conforms to main windforce-resisting �I - - system and componentsand cladding criteria. li I I Wind: 140 mph, h=20.1ft, 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, o c Truss designed for wind loads o I in the plane of the truss only. ti .a O o I I N N ,=-=, I 7 f 9 5 6 M-3x4 M-1.5x3 M-3x4 1 l l 2-00 2-00 1 l 4-00 89200PE • JOB NAME : RT ENGLISH STEP 4 PLEX - IGIRD Scale: 0.7317 yy a ��" /�. WARNINGS: G. hRAeNOTES, unless on the arnoted V • 0 •�,,NI t'�{... Truss: IGIRD Sniderand sfrcontredarshould benceixd Desi General Notes This design 1pbased opplcaupon the parameters parameters and islet an individual L • and Warnings before construction commences. building component Applicability of design parameters and proper 444 2.1x4 compression web brsdng must be Installed where shown*. incorporation of component is the responsibility°f the bullding designer. as ) V 14 V 4 3.Additional temporary bracing to Insure stability during nonsinutlen 2.Design assumes the top and bottom chords to be laterally braced et L Is me responsibility or the erector.Additional permanent liming or T o.a and at 19 c.c.respectively unless beacon(TC)and/or their length). �7 RIX-8,- DATE: I X-� continuous bridging or such I b plywood sl where and/or dryWaU(itEl -R/'F•'. DATE: 7/16/2016 me overall erecters is the re.pansibtitir of building designer. 3.Dr Impact Mtlging ar lateral breang required wnero.nawm. SEQ. : K2185707 4.No bad should be applied to any component ont:l after all b,adng end 4.Installation of trues Isthe responsibility Who respective contractor. fasteners ere compete and at no time should any loads greater than 5.Design assumes trusses are to be used 1n a non-corrosive envlronment, design bads be d to component. and are for"dry condition"of use. TRANS ID: LINK rp �° anosde"° A Designessume.MIbearing atall supports shown.Shlmorwedge if EXPIRES: 12/3112017 5.CompuTrus has no control over and assumes no reaponsibillry for the necessary. fabrication,handling,shipment and wetalletion of components. 7.Design assumes adequate drainage is presided. July 18,2016 8.This design is hxniehed subject to the limitations set forth by 8.Plates shall be located on both faces of cox,and paced so their center TPbvTCA In SCSI,copies of which coil be fumished upon request. Ones colndde with joint center Ones. MiTek USA,Inc./Cam uTrus Software 7.6.8 1L 9.Digits Indlxte ales or plate in Indies. p ( )-E II.For basic connector plate design vetoes see ESR-1311,URA 988(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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x9 KDDF #1&BTR 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 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -56/ 313V -19/ 72H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -26/ 96V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 3.5" -20/ 29V 0/ OH 5.50" 0.04 REEF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "coo 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" 1-11-11 MAX BC PANEL LL DEFL = 0.002" @ 1'- 1.5" Allowed = 0.069" T f 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 L7 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, Truss designed for wind loads in the plane of the truss only. oI 0 N o ~ c o f� 0 / 3x4 J, l 1 1-00 2-03-08 [PROVIDE FULL BEARING;Jts:2,9,3 I ��90 PR 0F.4- 8✓200PE. JOB NAME : RT ENGLISH STEP 4 PLEX - IJ1 Scale: 0.6696 0 40 (�`'' WARNINGS: GENERAL NOTES, Mess otherwise noted: ��' "'!' 1.Bolder and erection contractor should be advised old General Notes 1.This design Is based only upon the parameters shown and Is for an!MIAOW Truss: IJ1 and Warnings before construction commences. bidding component.AppliaMllty of design parameters and proper �L f t0• 2.234 compression web bredng oust be Installed where shown w. Incorporation of condoned Is IM responsibility of the building designer. -.1r-- 14 9,5S\ 3.Addlisnal temporary bracing to insure stability during construction 2 Design'worm the top so bottom atoms to bracedess lalarelry bead atilli4S,/ 1. y Ie the responYMlty of the erector.Addghnal permaant breang of 7 ntincas.a heethingreach as ywomod sheething(TC)and/throughout or llBCheir length), �..i�,,•. DATE: 7/16/2016 the overall stmamre is the reeponalblity Age building designer. 3.23 Impact bridging or lateral bracing required where shown c a SEQ.: K2185708 4.No load should be aepted Many sanpanent anti.bat all b,edng end 4.Installation Design.onuam.ei Is the spasI�ity ins reepedoswae n ador.n.m, fasteners are complete and at a time should any loads greater than TRANS I D: LINK design loads be applied to any component. s andars for"dry am beadng at i su n.shown.Shim or we g 5.CompuTrus has no control over end awns.no responsibility for the Designassumes rigppo doe p EXPIRES: 12/31/2017 tebrkeaan.handling,ehipment end lnstallagon of component.. 7.Design assumes adequate drainage is prodded. July 18,2016 B.This design is furnished subject to the limitations set forth by S.plates shall be bated on both faces of truss,and placed a their anter TPbWICA In SCSI.copies of whloh will be furnished upon request. Ines coincide 04th)Dint center lines. 9.Digits indbate sin of plate in In hes. MITek USA,Inc.ICompuTnts Software 7.6.8014-E 10.For basic connector plate design values see ESR-131 t,ESR-198=(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 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 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -60/ 319V -19/ 72H 5.50" 0.51 ROOF ( 625) 1'- 9.2" -34/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 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" T MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.072" 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=1.6, Truss designed for wind loads in the plane of the truss only. / ko 0 1 0 o c 0 / 3x4 y Jr )' 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 9,VDP R OP4- 1 89200PE r JOB NAME : RT ENGLISH STEP 4 PLEX - ISJ1 Scale: 0.6696 e(. WARNINGS: GENERAL NOTES, unteupotherwise parameters 7l OREGOC) N /a rt 1.Bulkier and erection contractor should be advised of all General Notes I.This design Is based only upon the pmmetere shown and Is for an individual 41.1.44"''' l'+7 V�V t� X47 Truss: ISJ1 end Wemmgs before aonstrudlan commences. building component.Applicability of design parameters and proper a ay 2.2a4 compression web bracing must be Installed where shown+. incorporation of component h the responsibility of me building designer. � -7 Y 1 A 2=' "t+ 3.Additional temporary bracing to Insure stability during construction 2 Destgn assumes the lop and taction chords l0 be IeteralN braced et 'Y by Is the ro sic f the erector.Additional permanent bract I 2'contoc.inuous and ate o n rsuch as ply unless braced(TC)an r their length). �` wo^ N o ^g o 2x Impact sheathing such as plywoodacing re mea where sheathing(TC)own•dryw.g(BC). Y DATE: 7/18/2016 the overall structure is the rsapon.Ibpty of the building designer. 3.2a Impact brldging or lateral bracing required where mown.. SEQ.: K2185710 4.No load should be applied to any component unit after all bracing and 4.Installation t nationm ssIIasthheerowbuamedfte�onspectivvev.ntra tor.wm, fasteners are complete and at no time sboutd any loads greater than Design assume assign loss ba applied to any component. and are for"dry condition"or use. TRANS I D: LINK 5.CompuTnro hes no control over and assumes no responsibility or the 8.Design assumes MI bearI g at a8 supports shown.Shim or wedge It EXPIRES: 12/31/2017 tabdoatwn,handltrro.shipment and maall.gonofcomponents. 7.Design:comesadequate drainage isprovided. JUIy18,20L1/16l RS.t? 6.This design Is furnished sub)ed to the limitation.set forth by 8.plates shall be located on both faces of Was,and placed so their center TPNNiCA In SCSI,copies of which all be furnished upon request. Ines coincide with joint center linen 9.Digits Indite%site of Pete in Inches. MiTek USA,Ino./CampuTtus Software 7,6.8(11.)-E 10.For basic connector plate design values we ESR-f 3f f,ESR-t988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-09-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD 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: 2x9 KDDF STAND; LOADING 3-4=( -221) 252 7-8=(-212) 836 7-3=( -283) 1768 2x9 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) 4-5=( 0) 0 3-8=(-1616) 342 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-9=( -239) 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 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. 0'- 0.0" -303/ 2090V -169/ 339H 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 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP will have 1.5" max. nail penetration. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. "' For hanger specs. - See approved plans OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 4-04-15 3-08-03 3-08-03 0-03-12 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 T '1 1' ., MAX LL DEFL = -0.028" @ 9'- 3.2" Allowed = 0.372" 12 MAX TL CREEP DEFL = -0.063" @ 4'- 3.2" Allowed = 0.558" 9.00 7M-1.5x3 5 MAX HORIZ. LL DEFL = 0.007" @ 11'- 7.5" MAX HORIZ. TL DEFL = 0.012" @ 11'- 7.5" z,/z, 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=1.6, 111 End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. 0 `n i 0 M-3xAid1 ; 0 o Al 171M M11 1 6 7 8 o M-5x10 M-3x6 :-.M-6x6 M-6x8 1 l l 1 9-03-03 3-06-07 4-03-07 �E� pit Qpr /407 y 12-01 y ''-°(,9 12-01 <2 1. 89t0OPE r JOB NAME : RT ENGLISH STEP 4 PLEX - HGIRD �i`' Scale: 0.3131 irSOP WAI.Builder GENERAL is unless dherwlea noted. OREGON /�i 1.Bulder ant erection contractor should be advised of all General Notes t.This design la based only upon the parameters shown and Is for an WINIdualiec A' Truss: HGIRD and Nhmings before construction commences. bonding component Applicability of design parameters and proper �L✓,,.. ,�g A.ys L . 2.2s4 compression web bradng must be installed where shown a. incorporation of component is me respondbltiy of me building designer. /A "7 1. 14 ?- \ .^ 3.Addftbnel temporary bracing to Insure stabgfty during construction 2.Design and t tseems the top and bottom dards to be laterally braced al +(J F �y DATE: 7/18/2016 neby t the at the the responsibility Additional permanent bracing of Tntinandeeshin nepadNsiywoodsbraced(TC)an/tmaklength). (�T continuous sinelg or such as acing re aired trsre s and/or drywaA(BC). LS A"s't eponsloAXy of the building designer. 3.2s Impart bridging or lateral bracing required where shown.0 A�T�10 - DATE: SEQ.: K218 5 711 4.No load should be applied to any component until after all bracing and 4.Installation of Inns Is the reaponslbfity of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are tar"dry ananfon^orass 5.CompuTrus has no control over and assumes no responsibility forme 6.Design assumes full bearing at all impolite shown.Shim or wedge It aaary. EXPIRES: 12/31/2017 fabrication,handling,shipment and rMallatbn of components. 7.Design assumes adequate drainage Is provided. July 18,201 6 9.The design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their canter TP WWTCA in SCSI,moles of Mitch wig be furnished upon request. Pries coincide with jolts anter lines. B.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For basic connector pale design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" =OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 RODE #1&BTR 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=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 4-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES),A DESIGN ASSUMES SHEATHING HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE TO ONE FACE ONLY GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION.4-10 4-10 4 4 4 12 I I M-4x4 12 12.00 V 2 Q 12.00 111\ r -s M A 11111111 M o o I I ti ti 1 I ti ti /- MINEIMMIIIMMIIIIIIIIIIMININI -/ y 1-00 y 9-08 y 1-00 4� 11 e9200PE r' JOB NAME : RT ENGLISH STEP 4 PLEX — N1 �� Scale: 0.3898 j— WARNINGS: GENERAL NOTES, unless otherwise noted 10 OREGON tv 1.Builder and erection contractor should be advised of ag General Notes 1.This design is based only upon the parameters shown and Is for an individual (l G O I V ,[ Truss: N1 and Warnings before construction commences. bending component.Applinebillty of design parameters and proper �G °Ij� f\b1 A. 2.2x4 compreplon web bracing must be Installed where shown.. incorporation of nmponeM is the reasonability of the building designer. 7 �� 3.Additional temporary bracing to Insure stability during consirucllon 2.Design assumes the top and bottom chords to be latera o brand at +O ` L�. 111 ngth by Is me responsibility of the erector.Additional permanent bracing of menti end at l O sheo.athing respectively*wood unless braced throughout their dry all(B), /bbl .'ii y D 1�� continuous rgb r suer l b acing re air a where shown)and/or drywal(BC). 'y('+,177 DATE: 7/18/2016 the overall structure Is the responsibANy of building dealgner. 3.20 Impact bridging or leered bracing required where si,own.. SEQ.: K218 5 712 4.No load should be applied to eny component ansa after an bracing end 4.Installation oftruss is the responsibility or the respective contractor. fasteners are complete and at no gee should any mads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D. LINK design mor ads be applied to any compent. end ere for ary condition'.or use. 6.CompaTrus has no control over and assumes no responsibility for the 8.Design a nnesecrnes fug bearing at ail supports shown.Shim or wedge 11 EXPIRES:. 12/31/2017 fabrication,handling,shipment end inslelttion of components. 7.Design assumes adequate drainage is prodded. July 1 H,20 1 6 8.This design is tarnished abject to the limitations set forth by 8.Plates shag be located on both fame of truss,end placed so their center TPIMWCA In SCSI.copies of ch ich will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate sin of plate In Inches. MiTek USA,Inc.iCompuTrus Software 7.6.8(IL)-E 10.For basicmnnector plata design values see ESR-1371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 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=(-254) 228 2-6=(-578) 172 BC: 2x9 NODE #1&BTR SPACED 24.0" 0.C. 2-3=(-397) 97 7-8=( -58) 69 2-7=( -32) 208 WEBS: 2x9 KDDF STAND 3-4=(-417) 112 7-3=( -30) 194 LOADING 4-5=( -6) 163 7-4=( -70) 277 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE 8-4=(-578) 218 BC LATERAL SUPPORT <= 12"01. VON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 95.0 PSF 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" -69/ 630V -217/ 217H 2.50" 1.01 KDDF ( 625) 9'- 2.0" -69/ 630V 0/ OH 2.50" 1.01 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 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 = -0.004" @ -1'- 3.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.005" @ -1'- 3.0" Allowed = 0.125" MAX LL DEFL = -0.004" @ 10'- 5.0" Allowed = 0.083" 4-07 4-07 MAX TL CREEP DEFL = -0.005" @ 10'- 5.0" Allowed = 0.125" f f f MAX TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed = 0.376" MAX TC PANEL TL DEFL = 0.134" @ 2'- 6.6" Allowed = 0.564" 12 12 M-4x6 MAX HORIZ. LL DEFL = 0.005" @ 8'- 11.5" 12.00 7 7112.00 MAX HORIZ. TL DEFL = 0.009" @ 8'- 11.5" 39.0„ 11 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 411111111111111011111101 7 1.111111.......L* rn M-5x8 ri o O N 1 N O O I I N N M4..tx3 M-1. c3 , 6.00 6.00 12 12 l 1 l l y 1-03 4-07 4-07 1-03 90 PR.ar.4,, 615, 89200PE JOB NAME : RT ENGLISH STEP 4 PLEX - N2 Scale: 0.3279 .1Williiiiiiir0' .. Plk WARNINGS: GENERAL NOTES, unless otherwise noted. �y �v/'*y n�1 Ct 1.Builder and erection conbador should be advised of an General Notes 1.This design Is based only upon the parameters shown and is for an Individual p OREGON I V Truss: N2 and Warnings before conlntion commences. building component.Applkeblllly of design parameters end proper 2.]s4 compression web tensing must be installed whets stwvm*, Incorporation of component Is me responsibility of the building designer. LiaA 4 (l E �stability during construction 2.Design assumes the lop and bottom chords to be latently braced at 3,Additional temporary bracing to Insure stabilL 4 Is 19e rosponsibllty of the erector.Additional permanent bracing or T o.c and at f o o.c.reach..plywoodly unless braced throughout their length by DATE: 7/18/2016 the ovensp structure b me ra continuous sheathing p such es sheathing/7C)ing/7C)ed/or drywal(BO). C']I��„ eponaMty of the building designer. J.2x Impact bridging or blend tensing required where shown 4* a!Il SEQ.: K218 5 713 4.No bed should be applied to any component until after all bracing and 4.Instelalbn of truss la the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses Sr.to be used in a noncorrosive environment, design bads be applied to any component. end em for"dry condition.'of use. TRANS ID: LINK 8.Design assumes NU bearing at al supports shown.Shim or wedge 11 5.CompuTrushasnocontroloverandassumesnoresponsibiltyforthenecessp EXPIRES: 12/31/2017 fabrication.handling, 7,ng,shipment end installation of components. Design assumes adequate drainage is provided. July 1 8,2016 8.This design Is furnished aub)ed to the limitations wt forth by 6.plates ahel be located on both faces of truss,end placed so their center TPUWtCA In SCSI,copies of which WO be furnished upon request. lines coincide with joint center Anes. MITek USA,Inc./Cam uTrus Software 7.6. 1L E N FIsiciconate ectre plte siIn gn values P 6( 1 H. For basic connector plate design values sss ESR-737 7,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 1#16BTR LOAD DURATION INCREASE = 1.15 1-2=1-397) 115 4-5=(-219) 188 1-9=1-362) 191 5-3=( -43) 258 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=1-415) 137 5-6=( -58) 69 1-5=( -33) 208 6-3=1-362) 169 WEBS: 2x9 KDDF STAND 5-2=( -26) 189 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DI, ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PIP 0'- 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. IIOND. 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 TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed = 0.376" MAX TC PANEL TL DEFL = 0.043" @ 2'- 4.6" Allowed = 0.564" MAX HORIZ. LL DEFL = 0.005" @ 8'- 11.5" MAX HORIZ. TL DEFL = 0.008" @ 8'- 11.5" 4-07 4-07 1' f 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 12.00 12.00 Wind: 190 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4C load duration factor=l.6, End vertical(s) are exposed to wind, �� Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x9 1 -�� 0 s Q� n M-5x8 Iro 0 I N N O O 1 I N f i ,I -N M-I1:5x3 M-1."Srk3 ,,6.00 6.00 12 12 y 4-07 y 4-07 y E� PRoF� 1 9-02 y , GIN 4.% 44 ,,/,,r'�T� 89200PE �<` JOBNAME : RT ENGLISH STEP 4 PLEX - N3 Scale: 0.3281 ,,,r'" Cr'WARNINGS: GENERAL NOTES, unless atharalae noted' ~ 0R �ON♦ ' 1.Builder and arocbon contractor should be advised of all General Notes 1.ThIs design Is based only upon the parameters shown end Is for en Individual C:7 Truss: N3 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2 4 compression web bhang mea be Metalled where.8 en•. Incorporation of component la the responsibility of me building designer. G/Q �J 4 ref Q P4 � 3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes the lap and bottom chords to be tetania bread et V ,��s""" Is the responsbigty of to erector.AddBonal permanest bracing of Z continuous and at 10 o.c.respectively wood a braced throughout Mak length by /fp R R'�� DATE: 7/18/2016 the overall structure lame re stbib of the building designer. 2Impact sheathing such l b iniplyngre air a where s and/or tlryweb(BC) Rr j^ spoil Y 3.20 Impact bridging or lateral brining required where Mown.. SEQ.: K21 B 5 71.1 4.No load should be applied to any component until after all bradng and 4.Installation of Imes Is the roaponstbilily of the respedNe contractor fasteners an complete and at no time should any loads greater than 5.Design assumes busses are to be used Ina non-corrosive environment, TRANS I D. LINK design loads be applied to any component. and are for"dry condition"of use. 8. 5.CompuTrue has no control over and assumes no responsibility for the Design gna�mss NA bearing at el support.shown.Salm or wedge If p EXPIRES: 12/31/2017 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. July 15,2016 B.This design is furnished eub)ed to the limitations set forth by S.Plates Ahab be located on both faces dimes.and placed so their center TPLANICA in 8051,copies of which will be furnished upon request. tines coincide with Joint center line. MITek USA,Inc./Com uTrus Software 7.6.81E E to.p0,bDigits indicate connectin or pf late a Inches. P ( )- .Dor beak connector flute in In values see ESR-1311.ES144888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 9.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #15BTR 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=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), TOTAL LOAD = 45.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 4-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES),A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 4-04-08 4-04-08 1 T 4 12 12 IIM-4x4 9.00 72 9.00 Ali 0 0 I I 0 0 , ti I I ti ti 9 5 � • P SG47 t. `/ 17 1-00 8-09 1-00 89200PE ,- JOB NAME : RT ENGLISH STEP 4 PLEX — L1 Scale: 0.9760 �I!"�1� '�•. / WARNINGS: GENERAL NOTES, unless otherwise noted OREGON i'4 1.Builder and erection contractor should be advised of al General Notes 1.This design is bard only upon the parameters shown and Is for an individual yam_. Co Truss: Ll and Waminga before construction commences building component.Applicability of design parameters and proper ♦In a 2.2x4 compression web bracing must be Installed where shown.. A. Incorporation of component la the rasps rd of the building tlealgner. ./6 ill i/' 14 9-C)\ -C` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally bnatl at "�,/ L Is the responsibility of the erecter.Additional permanent baring of 7 o,e.and et 1G o.c respectively unless braced throughout their length by (jy� DATE: 7/18/2016 the overall structure Is the responsibility of the building designer. 2 Impact sheathing or sten as plywood re airedsheatfiner.c ow/•r tlrywal(BC>. + + i'l I` 4„ 3.In Impact bridging or Mena bracing required where shown.a Tl r.+ SEQ.: K218 5 715 4.No load should be applied to any component until after all bracing and 4.Installation of Was Is the responsibility of the reapadoa contractor. fasteners are complete and at no time should em bads greater than 5.Design assumes wars ere to be used Inc non-corrosive environment, TRANS ID: LINK design bads be applied to any component. area Cr.ro dry conditionof tee. 6.Da 5.CompuTna has no control over end assumes no responsibility for thDesign assumes NA bearing at a8 supports shown.Shim or wedge If EXPIRES. 12/31/2017 ry fabrication.handling.shipment and Inatalletlon of components. 7.Design assumes 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located onboth fade of tmaaate drainage N sls,and Medd r their anter July 18,2016 TPtnMCA in SCSI,dplaa of vtkh coil be furnished upon request. Ines coincide vAth feint anter line. 9.Digits athsin or plot.in hrnlree. MITek USA,Inc./Com uTrus Software 7.6.8 L)-E to.For basic connector plate design values re ESR•7377,ESR-1 BBB(Minsk) 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 O1aBTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-2256) 2253 2-6=(-1069) 851 BC: 2x4 KDDF ffl&BTR SPACED 24.0" O.C. 2-3=(-1571) 1353 7-8=(-2256) 2253 2-7=(-1475) 1623 WEBS: 2x9 KDDF STAND 3-4=(-1571) 1353 7-3=( -982) 1132 LOADING 4-5=( -6) 133 7-4=(-1475) 1623 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8-4=(-1069) 851 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -828/ 1123V -2000/ 2000H 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 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 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 = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = -0.001" @ 10'- 2.0" Allowed = 0.067" 9-07 9-07 MAX TL CREEP DEFL = -0.002" @ 10'- 2.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed = 0.376" MAX TC PANEL TL DEFL = 0.132" @ 2'- 6.6" Allowed = 0.564" 12 12 M-4x6 MAX HORIZ. LL DEFL = 0.037" @ 0'- 2.5" 12.00 7 N 12.00 MAX HORIZ. TL DEFL = -0.090" @ 0'- 2.5" 34.0" Ag �\ IC OND. 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.e, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 AddlidlIILL M-3x5 m M-5x8 on 0 0 1 1 N N N i�C' �I -N ' M-3x8 M- >FS 4 6.00 6.00 12 12 y1-001 4-07 l 4-07 y1-001 X1,1) PROPE s y 9-02 y e' NGIN,E�c 9/0 :9200P r JOB NAME : RT ENGLISH STEP 4 PLEX - NDRAG Scale: 0.3281 R� VO It WARNINGS: GENERAL 4sla b• unless on thepenoted T' OREGON�� 4 .,'. 1.Builder and\Nmi arectbncontractor nstrudonomd ences.advised of ala General Notes 1.Ibis design based onMupon lM parameters shown and 1properr Individual ic Truss: N DRAG and Waminps before censi assign commences. building component.Applicability of design parameter end proper /( �y 2.2M campnssion web bredng mug be Installed Where shown e, Incorporation of component Is the reeponsibg8y of the building designer. /r/� "'q� 14 2. 4 3.Addlbnal temporary bredng to Insure etabIl ty during construction 2.Design assumes the tap and bottom chorda to be laterally braced et 'GJ Y' L Is the reeponNba f the erector.Additional permanent bracing of Z nti and et sheathing heach se ply unle a braced(TC)an ut they el(th by R R 1 "' ty agermane 7 o.c.a d dgingsir such es elyv unless a traced ing(r throughout a dryWnlgth b DATE: 7/18/2016 the overall structure is the responsibility of the building designer. 3.zs loped bridging or lateral bradng required where shown«. SEQ.: K2185716 4.No load should be applied to any component anus after all bredng and 4.istalleeeawmtrus IC the e�Wbuatyyaftaoespedmoewaeredor. Wieners are complete and et no time should any loads greater than Designd n assumedry trusses are to b. �,/ry nvironment, TRANS ID: LINK design badsbsa vnntrlied oany venendaeent. 6.Designassumes fulbearing atall supports shown.Shim orwedge if EXPIRES: 12/31/2017 E CompeTrus has no comrd over and assumes no responsibility for me awry febdcetion,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. July 18,2016 8.This design la furnished eubad to the limitations set forth by 8.Plates shall be located on both feces of buss,end placed so their center TPWITCA In SCSI.copies of which edt be furnished upon request. lines coindde with(old center lines. 9.Digits Indicate size of plate In inches. MiTek USA,InciCompuTrus Software 7.6.8(1L(-E ill.For basic connector plate design values see EBR-131 t.ESR4988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 8-09-00 GIRDER SUPPORTING 25-03-09 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2216) 318 4-5=(-1956) 2026 4-1=(-2220) 296 5-3=( -666) 2358 BC: 2x6 KDDF #1&BTR 2-3=(-2216) 318 5-6=(-1956) 2026 1-5=( -666) 2358 3-6=(-2220) 296 WEBS: 2x4 KDDF STAND LOADING 5-2=( -292) 1832 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 8'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ' BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 290.9)+DL( 252.7)= 543.6 PLF 0'- 0.0" TO 8'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -437/ 3203V -2000/ 2000H 5.50" 5.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 9.0" -437/ 3203V -2000/ 2000H 5.50" 5.12 KDDF ( 625) -'r ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Attach 2 ply with 3"x.131 DIA GUN nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I2OND. 2: Design checked for net(-7 psf) uplift et 24 "oc spacing. I /)(vy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TL CREEP DEFL = -0.022" @ 4'- 4.5" Allowed = 0.392" MAX TC PANEL LL DEFL = 0.036" @ 2'- 5.3" Allowed = 0.316" 9-04-08 4-04-08 f f ,,' MAX HORIZ. LL DEFL = 0.004" @ 8'- 7.3" MAX HORIZ. TL DEFL = 0.004" @ 8'- 7.3" 12 12 M-9x6 9.00 4 Qn 9.00 ICOND. 3: 2000.00 LBS SEISMIC LOAD. I 2 A, Design conforms to main oree-resisting IIIsystem and components andd cladding criteria. Wind: 140 mph, h=21.6ft, 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 o o 1ilhijlliii lIllIll1i , f- -/ 4► 5 6 • M-3x8 M-7x8 M-3x8 l ,1 1 9-09-08 9-09-08 1-(10 PROFt 8-09 � esp �5 NGIN by /' 892O0PE e JOB NAME : RT ENGLISH STEP 4 PLEX - LGIRD Scale: 0.4906 WARNINGS: GENERAL NOTES, Wes.otherwlee noted: OREGON A�� - I.Bulder and erection contractor should be edvhed of al General Notes t.This design la based only upon the parameters shown end Is kr an individual OREGOI y A� Truss: LGIRD and Warnings before construction commence.. building component.Applkebilny of design parameters and proper ,,,.. rt tx 2.254 comprenen web bracing must be Installed where shown.. 44.el inmrporenon of component la the responsibility of the building designer. /O 41i '1 4 2=' 4 S.Addnbul temponry tenting to Inure debility during construction 2.Design aewmea the tap and bottom drams to be serenity braced al F L v,.. Is the responsibility of the erector.Addlieret permanent bracing of 2 o.c.and at t P on.reapecNely unless braced throughout their length by T- DATE: 7/18/2016 the overall structure k the reeponetbA I the building designer. continuous ridging or such as wing rplywooe wired l.$re shown and/or dryweA(BC). 'R/ '." l= I L nY• g sig 4.in Impact bodging or hens prating ity ofthe whpe .contractor.• Tl L SEQ. K218rJ717 4.Nohadshould acmeteapplied 1•tnocomponent anyafter all eatrhand 5.DehAnasofestihthe responsibility itheenuormeon fasteners en timeless end at no time should any kala greater than 5.and Design assumes onsites are b be used In.non-corrowe environment, TRANS ID: LINK deagnInds beapplied toany componem. end are Hr^drycandnkn^eta... 5.CeepuTnp has no control over and assumes no reepenah/iey for the 6.Design assume.NA bearing at an supports shown.Shin er wedge If EXPIRES: 12/31/2017 hbdnetton,handling.shipment end inetelhllon of components. eery. 7. necessary. shall leededen bdoth is provider!. .iUiy 18,2016 8.This design is furnished sueJsd to the IHnllatbm set forth by 8.Plates chap be located on both taus oinks.end pseud so their center TPWOTCA In SCSI.wpbs of xhkh veil be knighted upon request. Anes coincide with fon timer lines. 9.Diggs indicate sloe of plate k inches. MITek USA,IRC./CompuTrus Software 7.6.8(1L)-E 10.For beak rennin Pete design values see ESR-1311.ENR-1968 Nan) 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/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-163) 211 9-5=(-257) 772 1-4=( -132) 61 2-6=(-1699) 421 BC: 2x8 KDDF #1&BTR 2-3=(-163) 211 5-6=(-257) 772 4-2=(-1694) 921 6-3=( -132) 61 WEBS:2x9 KDDF #1&BTR; LOADING 5-2=( -395) 2782 2x4 KDDF STAND A; LL = 25 PSF Ground Snow (Pg) 2x9 KDDF STUD B TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA BC UNIF LL( 290.9)+DL( 252.7)= 543.6 PLF 0'- 0.0" TO 9'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC LATERAL SUPPORT <= 12"OC. UON. 0'- 0.0" -576/ 2812V -290/ 290H 5.50" 4.50 KDDF ( 625) BC LATERAL SUPPORT <= 12"OC. UON. BOTTOM CHORD CHECKED FOR A 20 PSF 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. Hangers attached to the bottom chord 2OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I 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" ** For hanger specs. - See approved plansl4-07 MAX TL CREEP DEFL = -0.082" @ 4'- 7.0" Allowed = 0.412" 41' T '1 MAX HORIZ. LL DEFL = -0.003" @ 8'- 10.5" MAX HORIZ. TL DEFL = 0.004" @ 8'- 10.5" M-1.5x3 M-5x8 M-1.5x3 /- 1n 2 3 -/ Design conforms to main windforce-resisting tf _ _ Qsystem and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. g,+ ;' +g a A B A I 0 0 do I co I 11 1 ...... Irl ` 0 i*� -/ . 9** 5 6 M-7x12 M-4x12 M-7x12 l l y 4-07 4-07 �cO PR.Op A y 9-02 y c.n, INE Lr-�9 V/off 892OOPE r' JOB NAME : RT ENGLISH STEP 4 PLEX - NGIRD Scale: 0.3208 y. �''''"~ /}�,,o WARNINGS: GENERAL NOTES, unless otherwise noted � �� "'A. Truss: NGIRD 1.Brower and erection contractor should be advised of all This General Notes 1.mdesign c based only upon the parameters shown and is for an individual and Warnings before construction c°mmenoes. building component.Applicability of design parameters end proper .�*a ♦1 I' 2.204 compression web br°dng must be Metalled where shown+. incorporation of component N the responsibility of the building designer. 1:b4 1 4 'A4°` 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap ash bottom chorda to be laterally bowed at Is the rosponstNMy of the erector.Atldllbnel permanent bracing of T o.c and a1 10'ee c.c.respectively unless braced throughout their length by /A7t DATE: 7/18/2016 he overall structure le the responsibility of M betidl da con nuaw sheathing such o plywood sheathing(TC)and/or S drywel(BC). 4/ 1"]l IN' ng signer. 3.W hoped bridging or Stara)bracing required where shown++ fl i SEQ.: 5'218 5 718 4,Ne load should be applied to any component until ager all bracing end 4.Installation of truss Is the responsibility of the respedNe contractor. fasteners era complete and at no lima should any loads greater then 5.Design assumes Misses are to be used Ina non-corrosive environment, deal pada be applied to an m nen. and aro for"dry condition"of use. TRANS ID: LINK g" ars p° B.Design assumes MI bearing at all supporta Mown.Shim or wedge if 2 3 {{2 5.Compurruehas nocontrol everandassumes noresponsibility for the ' necessary. EXPIRES: 1L/ �/'2Q�7 fabrication,handling,shipment and Inalellelen of components. 7.Design assumes edequate drainage is provided. July 1 8,20 1 6 8.This design Is furnished ambled to the limitations set forth by 8.Metes Mal be located on both laws of buss,end pieced so their center TPIM/TCA In SCSI,copies of which wit be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate sloe t plate iinches.USA Inc./Com uTrus Software 7.6.8(1L)E 1u For baso connectorplate d ein values we ESR-1311,ESR-11)88(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -7) 30 2- 9=(-558) 787 9- 3=(-360) 474 BC: 2x9 KDDF #1SBTR SPACED 29.0" O.C. 2- 3=1-835) 502 9-10=(-528) 795 6-10=(-360) 474 WEBS: 2x9 KDDF STAND 3- 4=( 0) 0 10- 7=(-558) 787 i LOADING 3- 6=(-287) 95 I TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-835) 502 TOTAL LOAD = 45.0 PSF 7- 8=( -7) 30 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ---- - --- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -71/ 443V -1225/ 1225H 5.50" 0.71 KDDF ( 625) OVERHANGS: 8.0" 8.0" 8'- 2.0" -71/ 443V -1225/ 1225H 5.50" 0.71 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Unbalanced live loads have been considered for this design. IrOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I 2-07-11 2-10-10 2-07-11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.044" 1' 1' 1' 'I MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" 2-09-11 0-06 2-10-10 0-06 2-09-11MAX LL DEFL = 0.088" @ 6'- 0.3" Allowed = 0.292" f .' /. . 1 MAX TL DEFL = -0.090" @ 6'- 0.3" 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" 2-04 2-04 f f 1' ¶ MAX HORIZ. LL DEFL = 0.006" @ 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.007" @ 0'- 5.5" 9.00 17 9.00 'COND. 3: 150.00 PLF SEISMIC LOAD. M-9x61 5 M-9x6 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 190 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, �� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1&,...N O I 9-05-11 '� l4 ko I 1 1 ' a ��i Truss designed as a Piggyback.Structural truss is below. o _� 9 10 _� -ro 2x4 stripping required at 24"oc where continuous bearing is M-3x4o M-3x5 M-3x5 M-3x4 o shown.Join to bottom section of truss with 2-16d nails and top section with 2-16d toenailed to stripping.Stripping spaced at 2'-0"oc maximum.Connections are for vertical gravity loads only. y y . 1 2-07-15 9-02-03 2-07-15 ll 11 0-02-03 8-02 o-0z-o3 � � Q () PRpj ,S� NG�NEc `�jp . 17 `. 89200PE 1-- JOB NAME : RT ENGLISH STEP 4 PLEX - P2CAP ,,, /,/%""' Scale: 0.9858 rte: OP : WARNINGS: GENERAL design unless ont a otherwisenoted. 7 OREGON 40 Ct 1.Builder and erection comr.dor Mond be seised of Cl General Notes 1.This destgn Is based only upon the parameters shown and Is for an Indebwl OREGON�V Truss: P2CAP and Warts before conaradwn commences, balding component.Applicability of design parameters and proper . kt4 ` 2.204 campnWon web bredng must be Installed where Mown.. Incotpor.ibn of component is thece rosponstb to of the bollen"designer. /. "' k 1 w rl0 �4 3.Additional temporary bracing a Inure stability during construction 2.Design assume*the top and bottom chords a d throughout laterally brawl at A' Y L 1 by is the r. ablN f the erector.AddBbnst rmanent bracing of T ntin and at eaII Nno.crsuch a vply unless braced(TD)ad/their length). :,Y/s `IR I I� we^ N e w Z Impact,t ing or such as plywood Mse where and/or d yeeu)BI). C hT DATE: 7/18/2016 the overall structure Is the responsibility of the building designer. 3.ze Impact bridging or lateral br.ane required where Mown.. SEQ.: K2185719 4.No bad shad beapp8edtoany component until atterall bracing and 4.Latagationoftgn in,a.thearoto sibe ulty ndtthe in anovonivveNen ctor.environment, fastener.ars complete and et no time Mould any bads greater than end gra for-dry t condition"Bre tob. TRANS I D: LINK design bads be applied to any component. H.Desinames NA bearing at aN supporta Mose.Shim or wedge If Design 5.Cempu7ms hes no control over and assumes no responsibility far the „cry. EXPIRES: 12/31/2017 fabhanding,tbn.handing,etdpment and installation of components. 7.Design assumes adequate drainage Is provided. July 18,2016 e.This design is NrMth.d subject to the limitations wt forth by s,Plates shall be located on both faces of thus,and placed so their center TPUWI'CA In SCSI.copes of which will be furnished upon request. lines comdde with Joint center ines. B.Olds edkxte she or pee in Indus. MITek USA,lnc./CompuTrua Software 7,6.8(1L)-E 19,For basic connector plate design values see ESR-1311,ESR-1888(MTek) ,41111111 This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 2x4 DF 2400F T1, T5 SPACED 24.0" O.C. IC OND. 3: 150.00 PLF SEISMIC LOAD, BC: 2x4 KDDF #1&BTR WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce—resisting LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 POP Wind: 140 mph, h=25ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, 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 DON. M-1.5x4 or equal at non—structural vertical members (uon). 15-04-11 6-02-10 15-09-11 '1 T T T 7-11-04 7-03-07 6-06-11 7-03-07 7-11-04 1 T 1 T 1 f 12 12 9.00 M-4x6 ....N4-63/6 4 '''cl 9.00 r M18HS-5x16(5) M18HS-5x16(3) 0.25" 0.25" Illi . Ilk . 0 1/ 14-1!5x3 M-1x8 M--x6 M-1175x3 o M-4x6 M-3x5(5) M-4x6 1 1 1 1 1 1 7-09-08 7-03-07 6-11-15 7-01-11 7-09-08 1 17-00 1 20-00 1 .'s,,(- v PROpt 1-00 37-00 1-00 �'Cl ` :9200PE t-- JOB JOB NAME : RT ENGLISH STEP 4 PLEX — P2FW ,/�'� -- Scale: 0.1911 ,pi WARNINGS: GENERAL NOTES, uNaa otherwise noted MO �� w.„ Truss: P 2 FW 1.Balder end erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual y w N and Wamings before construction commencos building component.Applicability of design parameters and proper !4' 2.204 compression web bracing must M installed where shown v. ecorporahon of component le the reaponeiblfty of the building designer. 1+r n �4 'Lability during senatelien a 7.Design assumes the top end bottom chords to be laterally braced al 3.Addllonal temporary bracing to Insure 4 L le the responslblity of the erector.Addelonat permanent bracing of 2 o.c.and et 10 o c respectively unless braced throughouttheirdry length by � continuous sheathing such as plywood Ing(TC)aM/a drywaN(BC). DATE: 7/18/2016 the overall simcture Is me responsibility of the building designer. 3.2a Impact bridging or hent!brsdng required Mrs shown.. SEQ.: K218 5 7 2 0 4.No bad should be applied to any component until eller all bradng end 4.Installation of truss Is the respondbNty of the respectNe contractor. fasteners are complete end at no time should eny bads greater than 5.Design assumes trusses are to be used Ina ren-corros ee environment, TRANS I D• LINK design bads be applied to any component. and are for'dry condition"of use. 5.Command Ms no control over and assumes no responsibility for the 5.Desitin assumes NN bearing at el supports shown.Shim or wedge If EXPIRES:IRE[ 12/21/2017 fabrication,handling,shipment and installation of components. 7.Dec tin assumes f�A R l3 5.The design Is furnished cabled to the limitation set forth by e.Platesshallbe located on both fecesuate drainage lof s trees,end placed as theft center July 18,2016 TPIMTCA In SCSI.capes of which nil be famished upon request. Ines colndde ash joint center lines. uTrus Software 7.6.8 1 E E 9.Dplts indicate size of pleb In inches. MITek USA,inc./Com P ( )• 10.For bask connector pets design values see ESR41311,ESR-1955(MITek) 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 #1&BTR LOAD 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:- 2x4 KDDF STAND LOADING 3- 4=(-3926) 602 13-14=(-224) 3096 13- 4=( -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. 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) 4702 5-14=( -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) 719 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=( -220) 1192 OVERHANGS: 12.0" 12.0" 8- 9=(-6094) 1008 15- 7=( -982) 2798 @@ADDL: BC CONC LL+DL= 2812.0 LBS @ 25'- 9.5" 9-10=(-7248) 1098 15- 8=(-3380) 730 10-11=( 0) 70 8-16=( -684) 3666 '��' ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-1099) 260 Attach 2 ply with 3"x.131 DIA GUN LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA nails staggered: LOCATIONS REACTIONS REACTIONS SIZE 05.IN. (SPECIES) 9" oc in 1 row(s) throughout 2x4 top chords, XX 0.0" -396/ 3053V -276/ 2766 5.50" 9.89 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 bottom chords, 37'- 0.0" -819/ 5269V 0/ OH 5.50" 8.42 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 webs. @C HANGER BY OTHERS TO APPLY CONC.LOAD(S)EQUALLY TO ALL MEMBERS. 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 = -0.001" @ -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 or f 6-02-02 5-07-02 1-11-12 4-09 4-09 1-11-12 5-07-02 6-02-02 I Design conforms to main windforce-resisting 1 f . .f I 1 f 1 ,( system and components and cladding criteria. 12 12 wind: 140 mph, h=29.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-5x6 M-3x4 M-7x6 Q 9.00 (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), 9.0017 5 6 7 o _ 1t load duration factor=l.6, M-3x9 M-4x6 Truss designed for wind loads in the plane of the truss only. M-3x4 +� + + M-3x4 3 + + z. o O,y 4 - ire 1 +� 1 14 1 12 13 14 15' 16 17 ' 0 Io M-3x5 M-1.5x3 M-3x4 0.25" 0.25" M-1.5x3 M-3x8 Io cy M-7x8(5) M-7x6(5 -6x8 �r'��,V PROpe. � *28129 [r (`INP y l ), l ll 1 �5 . ,� ',s D 6-00-06 5-05-06 2-05 9-02-08 2-05 5-05-06 6-00-06 y y �. l 0 :9200PE { 1-00 37-00 1-00 JOB NAME : RT ENGLISH STEP 4 PLEX - P2GIRD Scale: 0.1411 -,_ 11.1 WARNINGS: GENERAL NOTES, Loden otherwise r estetl. OREGON )i 1.Balder end erection contractor should be advised Mel General Notes 1.This design Is based en)y upon the parameters shown and Is for an Indtoldual GGO V '( Truss: P2GIRD and Warnings before eensbuctlon commences. building component.Appllubllity of design parameters and proper /� 2.2o4 cemprostlon web bredng must be strolled where ehene*. incorporation of component h the responsibility of the building designer. O "7�'^ y A. 2V "�"" 3.Additional temporary bracing to iron stability dudng construction 2.Design assumes the top and bottom chortle to be laterally bread al 46 1 Y �'h Is the reeponsibiN r the erector.Additional permanent bracing of T o i,end at ee hins rslot s ply unless braced throughout their dry al(B by t�R 1 L- ty o Permane continuous steaming such e.plywood sheathing(TC)and/or drywal(BC). DATE: 7/18/2016 the overall structure is the reeponslbRly of the building designer. 3.Se loped bridging or lateral bracing required where shown++ SEQ.: K218 5 7 21 4.No lead should be applied to any component Intl agar all bracing and 4.Installation Mhos Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5,Design assumes bosses are to be used ins non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and gn for full condition"et aa.. 5.CompuTnn has no centro)over and assumes no reaponslblly for the 8. a Ng bearing at ale supports show,.Shim or wedge If EXPIRES: 12/31/2017 ss ary. p c fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. J U Iy 18,20 16 1 8.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of truss,and placed as their center TPIMTCA MKS),copies of which veil be furnished upon request. g,fines coincide indicate size Joint oi plate lines. in inches. MITek USA,Ino./CompuTrus Software 7.6.8(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 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 #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2-12=(-302) 3320 12- 3=1 0) 290 9-17=(-124) 1339 BC: 2x6 KDDF #168TR 2- 3=(-4348) 536 12-13=(-304) 3316 3-13=1 -382) 184 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-3926) 602 13-14=(-229) 3096 13- 4=( -82) 242 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3750) 658 14-15=(-292) 3528 4-14=1 -474) 278 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-2979) 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=(-1442) 328 BC UNIF LL( 89.6)+01( 91.7)= 181.2 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-9956) 880 17-10=(-740) 5576 6-15=1 -220) 1192 OVERHANGS: 12.0" 12.0" 8- 9=(-6094) 1008 15- 7=( -482) 2798 @@ADDL: BC CONC LL+DL= 2812.0 LBS @ 25'- 4.5" 9-10=(-7248) 1098 15- 8=(-3380) 730 10-11=1 0) 70 8-16=1 -684) 3666 ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-1099) 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 \n� 9" oc in 1 row(s) throughout 2x9 top chords, LOCATIONS REACTIONS REACTIONS SIZE SQ.IH. (SPECIES) !x\/x\ 9" oc in 2 row(s) throughout 2x6 bottom chords, 0'- 0.0" -396/ 3053V -276/ 276H 5.50" 4.89 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 webs. 37'- 0.0" -819/ 5269V 0/ OH 5.50" 8.92 KDDF ( 625) @@ HANGER BY OTHERS TO APPLY CONC.LOAD(S)EQUALLY TO ALL MEMBERS. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 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 T T '1 T T '1 T 4 f system and components and cladding criteria. 12 9.00 M-5X6 M-3x4 M-5X6 12 Wind: 190 mph, h=29.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 5 6 7 Q 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q - k load duration factor=1.6, M-3x9 + M-4x6 Truss designed for wind loads in the plane of the truss only. M-3x43 +t M-3x4 o i o / . siNs ' • � - - '( A BI C - Y 44 0 1 12 13 19 I M-3x5 M-1.5x3 M-3x9 0.25" 0.25"15' 16 M-117 5x3 M-3x8 1 0 o M-7x8(S) M-7 y( N p�0 S�yzal2# �S %" G /0�y l l l y y 6-00-06 5-05-06 2-05 9-02-08 2-05 5-05-06 6-00-06 �i00 37-00 i00 ' 89200PE 4" JOB NAME : RT ENGLISH STEP 4 PLEX - P3GIRDj/ : Scale: 0.1411 WARNINGS: GENERALNOTES,Is b, uNeupotherw ise rmete OREGON '". Truss: P3GIRD Builder and erection centredor should be advised of al General Notes This design Is based onry upon the parameters shown and Is for an individual b, tij and Wemangs before mnstrudlon commences building component.Applicability of design parameters and proper stability �/ft 2.204 compression web bracing must be installed where shown•. Incorporation of component la the responsibility of the building designer. "..04 1/. 1 4 2-(,Additional temporary bracing to Insure ast'duringconstructionconstruction2.Design assumes the lop end bottom cborbe to be laterally braced at 3.Adtll ,, Is the reeponelbilry a/the erector.Additional permanent bracing of Y a.e and at 10'ee o.c.reapecicery unless braced throughout their length by �� DATE: 7/18/2016 the overall*buclure le themDrimpadoontinuousshgng en lterh lbaware required )own4 tlrywnW(BC). '*!/ �[ r �. aporcoimp neat el l after designer. 3.In impact bridging of lateral bracing ty elms where shown and/or d Tl L.+ SEQ.: K218 5 7 2 2 4.Na road should be applied to any component until ager all bracing and 4.Installation of buss Is the responsibility of the respectbe contractor, fasteners are complete and at no time should any loads greater then 5.ledge assumes trusses are to be used Ina non-conosive environment, TRANS ID: LINK design leads be eppited teeny coepeeeet end are for"dry condition"SI use. 5.CemWTNs has no control over and ammo's es responsibility for the 8.Design assumes fust bearing else supports shown.Sham or wedge If EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and Installation of components 7.Design assumes adequate era mage lprovided. July 1 S,2016 8.This design h furnished subject b the limitations set forth by 8.plates shaft be located on both faces of of buss end placed so their center TPVWICA In SCSI,copies of which vAN be furnished upon request. lines coincide with Joint center lines. MITek USA,InG/Com uTrus Software 7.6. 1 L 9.Digits indicate Nae of plate In inches. p 8( )-E 10.For best connector plate design values sea ESR-1311,ESR-1983(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: 204 ROOF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=1 -21) 18 8- 9=(-406) 390 8- 2=(-1247) 361 6-11=(0) 273 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1 -407) 289 9-10=1 -97) 630 2- 9=1 -297) 1049 3- 4=( -304) 253 10-11=1-169) 1045 3- 9=1 -91) 130 WEBS: 2x9 KDDF STAND; 2x9 DF STAND A; LOADING 4- 5=1 -675) 307 11- 7=(-167) 1047 9- 9=( -771) 290 2x4 KDDF #1&BTR B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=1 -990) 323 4-10=1 -97) 398 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1476) 275 10- 5=1 -68) 255 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 10- 6=1 -503) 244 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -176/ 1148V -386/ 212H 5.50" 1.84 KDDF ( 625) ** For hanger specs. - See approved plans 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. IC OND. 2: Design checked for net1-7 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 0-0,c5..-08 MAX LL DEFL = 0.034" @ 11'- 7.5" Allowed = 0.812" 2-03-04 9-06 13-06 MAX TL CREEP DEFL = -0.071" @ 11'- 7.5" Allowed = 1.218" •' 1 f 1' MAX HORIZ. LL DEFL = -0.014" @ 24'- 9.8" 1-09-12 4-09 4-09 6-06-09 6-11-07 MAX HORIZ. TL DEFL = 0.024" @ 24'- 9.8" 12 12 Design conforms to main windforce-resisting 9.00 17' Q 9.00 system and components and cladding criteria. M-5x6 M-3x4 M-5x6 Wind: 190 mph, h=25.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 9 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� - 7C load duration factor=l.6, M-3x9 ' End vertical(s) are exposed to wind, p Truss designed for wind loads f y, in the plane of the truss only. M-3x4 ui • ti g 1 I m llhilIlbhh, iilireiiiimelmolmw** o e* M-1.5x3 0.25^1D M-11 5x3 M-3x9 **7 0 M-3x8 t M-5x8(5) ca ❑ry of y 2-05 9-02-08 l 6-10-01 y 6-09-11 cos \AG�f_fN4.---/� J. 25-03-04 ,.._•. $9200PE 9r. JOB NAME : RT ENGLISH STEP 4 PLEX - P4 .• Scale: 0.2060 WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON OA I i 44N• I.Bolder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual llf7Gl7 f V Truss: P4 and Warnings before construction commences building component.Applcobility of design parameters and proper /} 2,ga4 compression web bradng whit be Installed where shown 0. Incorporation of component la the responsibility of the building designer. /.0 "7 k• 1 w 2 ` .4= 3.Additional temporary bracing to Insure stability during cenetrudbn Z Design assumes the top and bottom Mottle to be laterally bncetl at '�,/ 1 a1` L• �'K by Is 8n reaponsibiN f the erector.Additional permanent bracing of 7 continuous and al ea hino.crespectively es ply woods brattd(TC)a throughout all(Bngth). A 11e'R R t L1-• I N o conmpact ddgtog sheathing such la b plywood re iced h re a and/or dryncl(BC). DATE: 7/18/2016 me overall structure is the responsibility ohne building designer. 3.za Impact bntlgme or lateral bradng required where shown.. SEQ.: K218 5 7 2 3 4.No load should be applied to any component until after all bradng and 4.Installation of tont is the reaponelblity of the respective contractor. fasteners era complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are far^dry condition.owes. 9.D 5.CompuTnn has no control over and assumes no responsibility for the Design assumes me bearing at al.supplant gnaw,,.shim or wedge a EXPIRES: '12/31/2017 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. July q 1 8,2016 A This design la furnished subject to the limitations set forth by e.Plates shall be located on both faces of hues,and placed so their center TPIAVTCA in SCSI.copies of which MU be furnished upon request. lines coincide with Joint center lines. 9.Digits indkeo size of pate In inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For bask connector pate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" ✓OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF Wind: 140 mph, h=25.eft, 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, Truss designed for wind loads M-1.5x4 or equal at non—structural in the lane of the truss only. vertical members (son). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL P n y. 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 UON. 13-09 9-06 13-09 '1 q q 1 7-02-07 6-06-09 9-09 4-09 6-06-09 7-02-07 I T 4 4 4 4 I 12 12 9.0o M-5x6 M-3x9 M-5x6 4 5 6 9.00 eIF M-3x6 / M-3x6 10 +g + •,+ +@ o / o 4 v..., ii g r`r of J. M-195x3 10 0.25" 0.2 5"11 12 o M-1.5x3 0 M-9x6 M-5x8(S) M-5x8(5) M-9x6 7-00-11 6-10-01 9-02-08 6-10-01 4�A-- � �1 a . p 1-00 37-0017 'CC' 89200PE• r JOB NAME : RT ENGLISH STEP 4 PLEX — P5FW Scale: 0.2329•' WARNINGS: GENERAL NOTES, unless otherwise noted. Cr Truss: P rJ' 1.Builder and erection contractor should be advised oral General Notes 1.This design is based only upon the parameters shown and a for an Individual 'y' '0 •N f/,, and Warnings onion braving ionmu 1 bemaxes incorpoing ration of component laility of design perameters and properthe re.ponsibAny of the bulking designer. �^ }na n°� 2.gza compression web bndnp moat installed where strewn.. 2.Design assumes the top and bottom chords m be lateral)braced at "�./ ( 14 L $ 3.Additional temporary bracing to Insure stability during construction ength by Is me,e.pondbllty or the eredo,.Additional permanent bracing of 2 ntin and et ea o n respectively h as ply unless braced(TG)and/or/t r dryeir.il)B). /'a'j)R I.� DATE: 7/18/2016 the overall structure h me reaponsibAity of the building designer. 3�Mmad b ingu5,ng aterlbpdng re uirewherese,0 drywan(BC). �Yf Impact I g lalateralposingity of the whereshe contractor. fasteners SEQ. K2185724 4.Noe d ersaruldc be mapentoanyeces60l untllafter aneraanhand 4. egntas ofUseristhe aretebeuseofIMrespeaoscoenviror. /agenere are complete and at no time should any loads greater than 5.Design assumes trusses aro to be used e a non-corrosive environment, designbads be applied to anyand are for condition.of use. TRANS ID: LINK MycomponeM. "dry 5.Compulrua has no control over and assumes no responsibility for the 5.Design resumes fug bearing at al supports shown.Shim or wedge if EXPIRES: y P I R C .. fabrication,handling,shipment and installation of components. 7.Design assnecesearyumes adequate drainage It provided. JUIY 18,20G1/Y6r flC12/31/2017 6.This design is furnished subject to the limitations eat fart by 8.Plates shall be located on both faces of truss,and placed so their center TPIPATCA in SCSI.copies of which will be furnished upon requeel. lines windde Mil joint center lines. 9.Digits Indicate size of Mete Inches. MITek USA,Ino./CompuTNS Software 7.6.8(1L)-E 1 G For bask connector plate design values see ESR-1311,ESR-19813(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 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=(-555) 709 6-3=(0) 177 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-562) 300 6-4=(-555) 704 WEBS: 2x4 KDDF STAND 3-4=(-562) 300 LOADING 9-5=( -7) 30 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -135/ 491W -1225/ 1225H 5.50" 0.79 KDDF ( 625) 8'- 2.0" -135/ 491W -1225/ 122511 5.50" 0.79 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1.5x9 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (tion). BOTTOM CHORD CHECKED FOR 1OPSF 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/290 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.044" MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.044" 4-01 9-01 MAX TL CREEP DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" 1' 1' 1' MAX TC PANEL LL DEFL = 0.019" @ 5'- 9.1" Allowed = 0.295" 9-09 4-09 MAX TC PANEL TL DEFL = 0.061" @ 5'- 9.2" Allowed = 0.443" 1' 1' 1' MAX HORIZ. LL DEFL = 0.006" @ 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.006" @ 0'- 5.5" I)M-9x9 9.00 7 9.00 3 4.0" " IC OND. 3: 150.00 PLF SEISMIC LOAD. �� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End 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. o '' a 2x4 stripping required at section where continuous bearing is shown.Join to bottom section of truss with 2-16d nails and top ki, �i section with 2-16d toenailed to stripping.Stripping spaced at _ ,' 2'-0"oc maximum.Connections are for vertical gravity loads only, 1 101 _ /o M-3x4 M-1.5x3 M-3x4 y y l 4-09 9-09 )' 11 0-02-03 8-02 0-02-03 .1:,((, E0 PRQF�s r., t�GIN 4.... /0/ate 89200PE r JOB NAME : RT ENGLISH STEP 4 PLEX - P5FWCAP ,�/ Scale: 0.4858 - WARNINGS: GENERAL NOTES, unless otherwise noted SIBI OREGON /'4 rsl /C' 1.Builder and erection contractor should be advised of all General Notes 1.This design B based only upon the parameters shown and is bran Individual 7L OR Go V A. Truss: P5FWCAP and Wandngsheforeconstrucioncommences, building component.ArMBaablltyofdesign parameters and proper ,,r /. rte♦ ,\ �, 2.204 compression web bracing must be installed where shown 0. Incorporation of component is the responsibility of the building designer. <0 ''f �" 1 A fl3„1` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to he IalerelN braced at "4/ 7`^F 8� ,vv. Is the responsibility of the erector.Additional M bracing of 2 n.e.and at 10 o.e.respectively unless braced throughout their length by p DATE: 7/18/2016 the overall structure b he responsibility of the permanent designer.g continuous sheathing such as plywood heath iing(TC)a0Nor drywell(BC). " r. i y g 3.2.Impact bridging or lateral bracing required where shown++ SEQ.: K2185725 4.No load should be applied to any component until after all bracing and 4.Design Installation of truss is thees res otoMbu isryyaft.rrespponoe contractor. fasteners are complete and at no time should any beds greeter than and re for"dry condition"of use. TRANS ID: LINK desipnbads heapplied noconbany erendacomponent. 6.Design assumes he bearing at all supports shown.Shim or wedge II EXPIRES. 12131/21317 5.CompuTrus has no control over and assumes no responsibility ler the loan, .I CAr RL.tl < fabrication,handling,shipment and IMallaBon of components. 7.Design assumes adequate drainage Is provided. July 1 8,2016 8.This design is furnished sub)ed to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPWWCA In SCSI,ooples of which nil be bmbhed upon request. linea coincide vAh joint center linea. 9.Digits indicate ere of plate In Inches. MiTek USA,Inc./CornpuTrus Software 7.6,7)1L)-E 10.For beets connector piste design value.see ESR-1311,ESR-t988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. ICOND. 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. DI. ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=26.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.0, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, End vertical(.) are exposed to wind, M-1.5x9 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF 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 7-00-04 6-08-12 4-09 4-09 6-08-12 7-00-04 '1 '1 T T '1 4 T 12 12 9.00 p M-5x6 M-3x4 M-5x6 4 5 6 9.00 M-3x6 / M-3x6 // +B // \\+B } -}. M-9x8 M-7x8 P a, 0 0 N —� MOA CD he s — -/N 9 M—R8 M—Yx8 M-3x5(S) M—Yx8 M— x8 14 M-5x6 M-5x6 J• l l y l 1 6-08-12 7-02 9-02-08 7-02 6-08-12 J. 17-00 y 20-00 y ��"Sls' N `9 1-00 37-00 y c:, 1• 89200PE �r JOB NAME : RT ENGLISH STEP 4 PLEX — P5FWRH Scale: 0.1919 -VMMI /'y.., WARNINGS: GENERAL NOTES, unless otheMse noted WO t� +4,�. Truss: P 5 FWRH 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters show„and is for an individual OREGON ((/ and Wamings before consbuamn commences. building component.Applicability of design parameters and proper y✓. +yr- 04 A., 2.254 compression web bracing must be installed where shown+. incorporation or component lathe responsibility sae building designer. ,/✓� ,�4 3.Additional temporary bracing to insure staNlgy during construction 2.Design assumes the top and bottom Morris to be laterally braced at ` 2 (�. Is the rasponsWNRy of the erector.Additional permanent bracing of To.c.and at 70 a.c.respectively unties braced)TO)9 i Melt length by 7'j R 10- DATE: LL continuous sheathing such as*mad ehrsd where (TC)end/or drywsl(BC). �'F/ DATE: 7/18/2016 the overall sinmture Is the responsibility alae building designer. 3.a Impact bridging or lateral bracing required whshown++ SEQ.: K218 5 7 2 6 4.No load should be applied to any component until after all bracing and 4.Installation of lulu is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes tmssees are to be used In a non-corrosive environment, en loads be a villied to anyand are for"dry condition"of use. TRANS ID: LINK deetcempoant. 5.ComWTrue has no control over end assumes no responsibility for the 6.Design assumes NI bearing al all supports shown.Shim or wetlpe if essary. EXPIRES: 12/21/2017 fabscetrop,handling,shipment and installation of components. T.Desi s names adequate bethfaces drainage is provided. July 18,2016 S.This design Is furnished subject to the limitations set lonh by B.Plates shall be Paned on both fof imus,and placed u their center TPI/WTCA in SCSI,copies of which will be Nmlahed upon request. Ines coincide with joint center line. Trus Software 7.6.8 1L 5.Digits indicate sere of plate in inches. MITek USA,Inc./Com W ( FE 10.For basis connector plate design values see ESR-1311.ESR-1868(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/Cg=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 71 2-10=(-270) 1803 10- 3=( 0) 279 BC: 2x4 KDDF #1&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) 1948 4-11=(-136) 706 LOADING 4- 5=(-1326) 418 12-13=1-271) 1711 11- 5=1-262) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1326) 418 13- 8=(-270) 1712 5-12=(-261) 112 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1821) 439 12- 6=(-136) 706 TOTAL LOAD = 45.0 PIF 7- 8=(-2317) 402 12- 7=(-514) 239 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 71 7-13=1 0) 279 LL = 25 PIF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE BEARING MAX VERT MAX FIORE ERG 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 PIF. 0'- 0.0" -259/ 17854r -279/ 279H 5.50" 2.86 KDDF ( 625) 37'- 0.0" -259/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) MOND. 2: Design checked for net(-7 psf) uplift at 24 "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 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 , ' ,r system and components and cladding criteria. 12 M-5x6 M-3x9 M-5x6 12 Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.00 7 4 5 6 ' 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, » Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x9 3 NE + 0 0 ti -�y ti c B Alf Rife b yc l0 11 "2 0 M-3x5 M-1.5x3 .25" 0.25 M-115x3 M-3x5 o o M-5x8(S) M-5x8(S) p PR vF4 l l y l 1 rY /�' 7-00-11 6-10-01 9-02-08 6-10-01 7-00-11 ,` o '7 y ,I• If,'1-00 37-00 1-00 489200PEc JOB NAME : RT ENGLISH STEP 4 PLEX - P6 Scale: 0.1661 {� WARNINGS: GENERAL NOTES, unless otherwise noted `� • A. )� 1.Snider end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ,' j 0- N t�. �rto Truss: P6 and Warnings before constmdlon commences. building eomponem.Applicability of design parameters end proper L+ -a te// a`L^ A� 2.2r4 compression web bracing must be IneWbd where Mown s. Incorporation of component Is me reepaneIbgdy of the building designer. /� "1 A f1 ^�. 3.Additional temporary breckp to Insure stability during construction 2.Design assumese s top sot bottom drone to be laterally braced at V/)/� '1' 4 1 by is the rasponsibIty of the erector.Additional permanent bracing of 7 ntlno.and at ea o n respectively plywood ss braced throughout and/or their dry length). l=I1'` �� continuous sheathing such as a where seen•tlrywaA(BC). ^^^��' eLt1 DATE: 7/18/2016 ms overall lruclue h the responsibility of the building designer. 3.2a Impact Mdging or lateral bredng required where shown�• SEQ.: K2185727 4.Ne toad Mould be applied to any component anti)seer all bsedng end 4.�tagatonofimaslsthe ro peon belyeithnemoldscon�derr.nent, fabeners are compote and at no Urns should any loads greater men and g e assumes trusses areition.'of to be TRANS I D: LINK deign bade be appliedany component. 8.Design assumes mA bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2017 5.CompaTNe has no control over and assumes no respom@Iliy for the .wry f%Matlon.handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. JUIN/ 18,2016 8.Thio design is furnished subject to the limitations set forth by 8.Plates shall be located on both facet or buss,end placed so their center TPVWICA in SCSI,copies ofwhich,*bs mmished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.8(1*E 10.For bele connector pate design values see ESR-1311,ESR-1888(MArrek) 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 2-6=(-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 9-5=( -7) 30 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF ' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF ,1 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/ 41BV 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 lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9 (- psf) uplift at 24 "oc VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.044" MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" 9_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" MAX TC PANEL LL DEFL = 0.019" @ 5'- 9.1" Allowed = 0.295" 4-09 4-09 MAX TC PANEL TL DEFL = 0.059" @ 5'- 9.2" Allowed = 0.443" ` MAX HORIZ. LL DEFL = -0.001" @ 7'- 8.5" 12 12 MAX HORIZ. TL DEFL = 0.002" @ 7'- 8.5" 9.00IIM-4x9 p 9.00 3 4.0" I„1Design 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Truss designed 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 � � section with 2-16d toenailed to stripping.Stripping spaced at AlAintii IL ��i 2'-0"oc maximum.Connections are for vertical gravity loads only. 0 o I 0 M-3x4 M-1.5x3 M-3x4 l 1 y 4-09 4-09 yl y), 0-02-03 8-02 0-02-03 zcr -31 89200PE r JOB NAME : RT ENGLISH STEP 4 PLEX - PCAP Scale: 0.4858 `- -'.WARNINGS: GENERALO.This NOTEignisb, uMsuponhrvAea m ate' ' ' OREGON Dt ttL�'..' Truss: PCAP 7.and VVarinnd endlonwnnndoron should commences. building of all General Notes Thledesigmponentl optycupon ythe parameters parameters and lsoper individual �\ and Waminps before construction commencae. bulltling component.Applicability of design paremetero and pro 2.204 compression Web bracing must be Installed where shown C. incorporation of component Is Na responsibility of the bullring dearigner. /6 li V� .y`�. 3.Additional temporary bracing b Insure stebgty during construction Z Design assumes me top and bottom chords to be laterally braced at r 14 �r Is the responsibility of the erector.Additional permanent bracing of 7 ntinc.end et f 0 hin.respectively.005 unless braced throughout filly Tenpin). It Fi'R I IA continuous ridging or such l b acwg re tired hers s and/or drywaN(BC). �K� DATE: 7/18/2016 the overall structure b the rosponsibgty of the building designer. 3.2x Impact badging or lateral bracing required where shown+c SEQ.: K2 18 5 7 2 8 4.No load should be applied to any component until ager all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no Ams should any loads greater than 5.Design assumes trusses are to be used In.non-corrosive environment, TRANS ID: LINK design loads be applied teeny component. and are for'drycondtion.'ofuse. 5.CompuTrua hes no control over and assume.no responsibility for the e.Design assumes MA bearing at all supports shown.Shim or wedge If EXPIRES` 12/31/2017 2/31/2017 fabrication,handling,shipment end installation of components. necessary. C rl t3 C i7 I(C.11 7.Detsshagassumes adequate drainage isprovded. July 18,2016 9.This design Is furnished subject to the Imitations set forth by 9.Plates shag be located on both faces of truss,and placed so their center TP WVTCA In SCSI,copies of which wlI be furnished upon request. Anes coincide with joint center fins. MITek USA,Inc./Com uTrus Software 7.6.8 1 L E 9.Digits Indicate We of plate in Inches. p ( )- 10.For basic connector plate design values see ESR-7311.ESR-1988(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 (Drawings not to scale) Injury Damage or Personal In offsets are indicated. 1 rY Mint Dimensions are in ft-in-sixteenths. I4k. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. MMifflaniallINIM 2. Truss bracing must be designed by an engineer.For 0 2/T 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Inlip1Vgi p bracing should be considered. 3. Never exceed the design loading shown and never F ipU rAttil stack materials on inadequately braced trusses. d 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c» co-7 c O, designer,erection supervisor,property owner and plates 0-14 'from Outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. p 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber Is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �i Y 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 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. MINN reaction section indicates joint Jn where bearings occur. 17.Install and load vertically unless Indicated otherwise. ® Min size shown is for crushing only. 0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: 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 is not sufficient. DSB-89: Design Standard for Bracing. e e BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, hill ekANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013