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Plans 102. /051,1.017-CO fly 131sT S4o !C.3 4 STr9/t1-Gears 131(,2- Sw 1(� cr%inr /r/. MI��e 1(0`f' /(1 ST1.0/?--Uvt/,6 1 S 04-1 SW / 6 el-/he %c/. !&S"-- ,ST7-u 17-OO1/ 7 13 l?T Ski 1--u4r11`'c 1-c/. MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL16-319_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: R47865029 thru R47865043 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. OPE ��ED R cSlcs ti�\c� 0NGI NEFR /O'P 87022PE r Ncv N y fi'j, OREGON r O� �0 SMBER 11 OSA. HEi't EXPI'ES:06/30af 7 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 R47865029 PL16-319_UPPER F01 Floor 2 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 Mitek Industries,Inc.Fri Jul 15 12:18:13 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-fUdeLayzc vLn2FIIDXFxSIC2knJgbYAUYTr9?yxoG8 1-9-12 I 2-6-0 Scale=1:18.2 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 2 e 8 7 r� 3x5= 3x4= 3x4= (,..),_111 9-8-4 I 9-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:47 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.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. �c�� NGINEF9 /-2 87022PE 9t' / N 7 SAT OREGO ti9 <U0 O ' 8ER >> 4Q OS A. HECk 06/30/2017 July 15,2016 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0.7473 rev.10N32015 BEFORE USE .... Design valid for use only with MTetS connectors.This design is based only upon parameters shown,and is for an individual balding component,not 111111 ,» - .. a truss system.Before use,the balding designer must verify the apptcability ofdesign parameters and properly incorporate this design into the overal balding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,DSI-89 and ICS!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 R47865030 PL16-319_UPPER F02 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:18:13 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-fUdeLayzc vLn2FIIDXFxSICyklkgXjAUYTra?yxoG8 °-s-a I 2-6-0 I Scale:1/2"=1' 1.5x3 II 4x8= 1.5x3 I I 3x4= 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 ie 1 9 e 11 10 9 8k 4x4= 4x8 = 3x8= 3x5= 0-1113-9-4 I 13-7-12 Plate Offsets(X,Y)— f11:Edge.0-1-81 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Incr 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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. la RD P OrA, �,`, �NGINEF9 io29 CZ' 870 2PE cv 5. c''‘ OREGO ti Q<i 90 cc'��BER '\1 r OS A. H��P EXPIRES:06/30/2017 4 July 15,2016 r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 14147173 rev.10N32015 BEFORE USE. ' Design valid for use only with MTek®connectors.This design is basedonly 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 info the overall - building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing lYl IS k iT is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the R. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPll QuaBy 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 LR47865031 PL16-319_UPPER F03 Floor 22 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon - - 7.640 s Apr 19 2016 MiTek Industries,Inc.InFri Jul 15 12:18:14 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-7gBOYWtbNI1 CPCgxJx2UUfrNd850Z?sKjCDPhSyxoG7 2-1-4 I 2-6-0 I Scale=1:26.3 1.5x3 I I 4x6= 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 !,77772 0 - :, - 0 m 0 e `g�f 1)1 10 9 BLS 3x5= 4x8= 3x8= 3x5= 0118 15-1-4 I 0-1-8 14-11-12 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code 1BC2012/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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1418/0,3-.4=-1418/0,4-5=-1476/0,5-6=-1476/0 BOT CHORD 10-11=0/811,9-10=0/1620,8-9=0/931 WEBS 6-8=1086/0,6-9=0/636,2-10=0/709,2-11=995/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2 �� 87022P� 9r iCV y 0Al, OR GON q, Q<v 'Ao AMBER ',\ OS A. HO; EXPIRES:06/30/2017 July 15,2016 m t AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MTek®.connectors.This design is based only upon parameters shown,and is for an individual bolding component,not a truss system.Before use,the building designer must verify the applicabilityof design parameters,and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individualtruss-web and/or chord members only.Additional temporary and permanent bracing MiT 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/TPIl Quality Criteria,DSI-89 and SCSI Budding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 3t2,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865032 PL16-319_UPPER F04 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:18:14 2016 Page 1 ID:5eV?tdjYIz0X2xysiFDVpzsmUO-7gBOYwzbNIICPCgxJx2UUfrNj869Z iKjCDPhSyxoG7 ap 4„ 2-6-0 I Ir I 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 0. c _ La 0 e/ e a 11 10 9 8k 5x5= 4x8= 3x6= 3x4= 011-1813-4-0 0-1---860 13-2-8 I Plate Offsets(X,Y)— 111:Edue,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. 61.0 87022PE 94 W% OREGO6J �H �On�M8ER �1 .�O `S A. Heck EXPIRES:06/30/2017 July 15,2016 4 rr WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MTek®connectors.This design is based onlyupon parameters shown,and is for an individual binding 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 11111 .:building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MWTek" b always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ' Wel R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and ICS!Building Component 7777 Greenback Lane Safely Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job (Truss 'Truss Type Qty Ply POLYGON R47865033 PL16-319_UPPER F05 FLOOR GIRDER 2 1 Job Reference(ootionall Pacific Lumber S Truss Co., - Beaverton,Oregon 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 12:18:15 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-bslOmG_D8b931 LP8seaj 1tOROXPGIP1TysyyDuyxoG6 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 0 1 .- Zir -11111114141141411111111114111444%. e e 10 e 9 4x8= 4x10= 4x8= 4x8= I 15-14 I 15-1-4 Plate Offsets(X,Y)— 11:Edae,0-1-81.18:Edde,0-1-81,111:Edde,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(TL) -0.15 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.56 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(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=1041/0-5-8,8=1101/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=2216/0,3-13=2216/0,3-14=-2216/0,4-14=2216/0,4-15=2304/0,15-16=2304/0,5-16=-2304/0, 5-17=2304/0,6-17=2304/0 BOT CHORD 10-11=0/1276,9-10=0/2512,8-9=0/1583 WEBS 6-8=-1836/0,6-9=0/841,5-9=-281/0,4-10=-344/0,3-10=363/0,2-10=0/1098,2-11=1617/0 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)264 lb down at 3-0-0,152 lb down at 13-2-8,117 lb down at 1-5-7,112 lb down at 4-7-13,112 lb down at 6-3-0,112 Ib down at 7-10-3,112 Ib down at 9-5-6,112 lb down at 11-0-9,and 112 lb down at 12-7-12,and 118 lb down at 14-2-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 5��o. 0 PR QF�ss Uniform Loads 11f) �� , GINEF9 ,029 Vert:8-11=5,1-7=50 Concentrated Loads(Ib) Vert:6=112(F)3=112(F)12=117(F)13=264(F)14=112(F)15=112(F)16=112(F)17=112(F)18=152(F)19=118(F) 87022PE t-- / 7 N -v SAT OREGO (P Q<U 9O 'ii,/ '•• r �laA. R5 EXPIRES:06/30/2017 July 15,2016 I I - ...- A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.101032015 BEFORE USE - Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual bulding component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overal . -. _ .- building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek` - '^ '" - - - - is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Qualty 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 - R47865034 PL16-319 UPPER F06 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 12:18:15 2016 Page 1 ID:5eV?tdjYilzoX2xysiFDVpzsmUO-bslOmG_D8b931 LP8seajl tOYCXS5IT)TysyyDuyxoG6 1-10-4 2-6-0 Scale=1:25.7 3x4 II 3x5= 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4 I I 1 2 3 4 5 6 7 a e e e e o � e a e e ' 10 9 3x6 = 3x6= 3x6= 3x6= 15-1-4 15-1-4 Plate Offsets(XX)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI- DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress 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 Uplift11=122(LC 6),8=-122(LC 7) Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 14=262/262,2-0=957/163,3-4=-957/164,4-5=-1006/150,5-6=1006/150, 6-7=-348/348 BOT CHORD 10-11=251/634,9-10=144/1068,8-9=229/734 WEBS 6-8=-858/275,6-9=304/615,4-9=-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. ��S�D P R l7>Cpss NG,INEF9 /029 $7022PE r" cINAj, OREG N qo 041/ or, MBER "\\ A. HE'' EXPIRES:06/30/2017 July 15,2016 WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. rr Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall ,- _building design:Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing +- MIT 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/TM1 Quality Criteria,DS/I-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865035 PL16-319_UPPER F07 Floor 4 1 Job Reference(optional) Public Lumber&Truss Co.,- Beaverton.Oregon 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 12:18:15 2016 Page 1 ID:SeV?tdjYi Iz0X2xysiFD VpzsmUO-bsIOmG_DBb931 LP8seajl tOYZXUAIX4TysyyDuyxoG6 0-11-4 I 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:11.3 111 IMM III II FAM II2 1 41111111111111166, I WM ME 5.1. ME �' 5 n 3x4= 3x4= L1- 3-84 I 1- 3-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 """" 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. (lb)-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. ��,cp PROk-E. mac,.co $lNE�'9 /o2 87022PE 9r" 5., 'oj, OREGO rig Oil/ 'AO ccM/3ER a1 ' OS A. HO\ EXPIRES:06/30/2017 July 15,2016 IMM. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.101032015 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 a truss systern.-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall II -. bulding'design.-Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing n -- ek MrT " is always required for stabirrty and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the s 1rs 1 Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DS11-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865036 PL16-319_UPPER FOB Floor 14 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 12:18:16 2016 Page 1 ID:SeV?tdjYIzOX2xysiFDVpzsmUO-32Jmzc ruvlweV_KQM5yZ4winxga1_BcAWwVlKyxoG5 2-6-0 I 0-11-12 1 1 0-6-12 4x41= 1 1.5x3 II 2 3x4 = 3 3x4 II 4 Scale=1:11.2 -----/ . o a• . 7 S 5 1.5x3 II 3x4= 4x6= 3-10-4 I 3-7-4 318-1{ 1 4-6-8 3-7-4 0-1-8 0-8-4 0-1-8 Plate Offsets(X,Y)— f4:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=128/Mechanical,6=385/0-6-0 Max Gray 7=152(LC 3),6=385(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 4-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-7=8,1-4=-80 Concentrated Loads(Ib) '\��[} P R�FFss Co NGIN Vert:4=-125(F) � EF9 Z, kJ 4 87022PE vr- N 7 SAT OREGON ()5 <(J� �0 FM$ER A\ �O OS A. HECk EXPIRES:06/30/2017 July 15,2016 t ma m . WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown;and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design intothe overall - building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mik' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 89i R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Greens,DSS-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865037 PL16-319_UPPER F09 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:18:16 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-32Jmzc ruvlweV KQM5yZ4wisxgr1_6cAWiVtKyxoG5 I 2-6-0 I 0-5-12 I I 0-6-12 4x41= 1 1.5x3 II 2 4x4= 3 3x4 II 4 Scale=1:11.3 J " / . K 7 S 5 1.5x3 II 3x4= 4x6= &44 I 3-1-4 3t1-11 t 1 I 4-0-8 I 3-1-4 0-14 0-8-4 0-1-8 Plate Offsets(X,V)— 14:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.20 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. (lb)-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(plf) Concen Vert.4-o 1 5(F)—60 @�C3 (3 N RPOk-9 `rib 2 -� 870 2PE 9 N N 1A) OREGO /ry tUi 9O MBER1� ,t) On OS A- HO\ EXPIRES:06/30/2017 July 15,2016 4 e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03120 IS BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system_Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall > _:; building_design.Bracing indicated b to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ,e,I �Rf is always requked for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSI-89 and gal Balding Component Mil 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 R47865038 PL16-319_UPPER F10 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:18:16 2016 Page 1 ID:5eV?tdjYIz0X2xysiFDVpzsmUO-32Jmzc ruvlweV KQM5yZ4wjHxgjl CcAWWVlKyxoG5 0-54 I 2-6-0 I 1 1.5x3 II 2 4x4= 31.5x3 II Scale=1:11.3 J _ _ o 5 4x4= 3x4= �1$ 3-2-4 I 3-0-12 Plate Offsets(XV)— 15:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 '"" 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=135/0-4-0,5=135/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. a PROpp n C<° �NGINEFR /�2y 87022PE N � A), OREG N (15)Ott sER �1 OS A. HEC"` \-4P EXPIRES:06/30/2017 July 15,2016 � 4 M."®WARNING-Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MIF747J rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the appicabiliityof design parametersand properly incorporatethis design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord membersmony Additional temporary and permanent bracing Wei( 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/TPIT Quay Crflerla,DSI-89 and SCSI Balding Component 7777 Greenback Lane Safety Information 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 R47865039 PL16-319_UPPER Fl1 Floor 22 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - - 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:18:17 2018 Page 1 ID:5eV?tdjYIzOX2xysiFDVpzsmUO-YFt9By?TfDQnGfZW 3cB61TutL6AmMUmPAR3InyxoG4 1-11-4 I 2-6-0 Scale=1:26.0 1.5x3 II 4x6= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 IY y e e 0 ab e e . �g��jp 1 10 9 8L7 3x5= 4x8 = 3x8= 3x5= 0-1118 14-11-4 I 0-1-8 14-9-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 029 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1369/0,34=1369/0,4-55=1452/0,5-6=1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=1072/0,6-9=0/622,2-10=0/725,2-11=945/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .c.:3.��ANG N-6) `SAO 2 z87022PE 9r- N 7 SAT OREGO ti� <4~ 90, F"A./BER \\ •�0 OS A- HE�NP EXPIRES:06/30/2017 July 15,2016 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. ` Design valid for use only with Mflek®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 parameters and properly incorporate this design into the.overall . . building design.Bracing indicated is to prevent buckling of individual tans web and/or chord members only.Additional temporary and permanent bracing - MiT®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/TM1 Quality Criteria.DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Informa8on 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 R47865040 PL16-319_UPPER F12 Floor 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - 7.640 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:18:17 2016 Page 1 ID:5eV?tdjYIzOX2xysiFDVpzsmUO-YFt9By?TfDQnGfZW 3cB61TuoL8gmNcmPAR3lnyxoG4 1 0-10-o H I 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 • Io • e e L a 1(Y 9 8 7 k 4x5= 3x5= 1.5x3 II 3x4 = I 11-40 I 11-4-0 Plate Offsets(X,Y)— I1:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/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<Y D PROP 2 87022PE 9T- y �A�, OREGSN ti' �� 9O $)11 .-.1 �O OSA. HER. EXPIRES:06/30/2017 July 15,2016 i S o WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with Muck®connectors.This design is based only upon parameters shown,and is for an individual budding component,notla a truss system.Before use,the building designer must verify the applicability of design parametersandproperly incorporate this design into the overall budding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/0P11 QuaBly Criteria,DSI-89 and ICSI Building Component 7777 Greenback Lane Safely Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865041 PL16-319_UPPER F13 FLOOR GIRDER 2 1 __ Job Reference(opbonal) _. Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2096 MiTek Industries,Inc.Fri Jul 15 12:18:17 2016 Page 1 ID:5eV?tdjYilz0x2xysiFDVpzsmUO-YFt9By?TfDQnGfZW 3cB61TuDL3cmEOmPAR3lnyxoG4 1 1-2-12 1 1-10-0 I I 1-8-8 I Scale=1:25.4 3x4 I I 6x12= 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 4x8= 3x4 II 1 2 3 4 5 6 7 8 9 71-1//N-1/ NI/ NZIV • 0 e e a 0. �° A`x�`\l 13 12 11 CLID3. 5x8= 6x16 = 3x5= 4x10= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)— 11:Edge,0-1-81,110:Edoe,0-1-81.114:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 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=2457/0,3-4=-2458/0,4-5=2473/0,5-6=-2473/0,6-7=1673/0,7-8=1673/0 BOT CHORD 13-14=0/1086,12-13=0/2559,11-12=0/2168,10-11=0/960 WEBS 8-10=1222/0,8-11=0/920,6-11=638/0,6-12=0/393,3-13=-967/0,2-13=0/1745,2-14=1646/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)825 lb down at 3-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(p1f) Vert:10-14=8,1-9=80 ConcentratedVert:3=-825(F) <C'NE� .cl 2 ' 87022PE 9c— / N 'i\-, REGO c)' �H 8ER \.\ �O - HE9"4P EXPIRES:06/30/2017 July 15,2016 I I a ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 681-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MEek®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 incorporatethis design into the overall r.. .,, building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing , - - MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/71.11 Qually Criteria,DSI-89 and ICSI Inkling 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 R47865042 PL16-319_UPPER F14 FLOOR GIRDER 2 1 Job Reference lootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:18:18 2016 Page 1 -- ID:5e V?tdjYi IzOX2xysiFDVpzsm UO-ORRXO H05Q W Yeup7iYm7Qe V?OnIRD V njvegBcgDyxoG3 I 1-8-4 I 2-6-0 I Scale=1:25.4 304 I I 4x8= 1.5x3 I I 3x4= 1.5x3 II 4x8= 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 • • e e e e i _ 0 13 e e o e e .. 10 9 4x6= 4x10 = 4x8= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)— 11:Edge,0-1-81,FB:Edoe,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0.12 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:74 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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=873/0-5.8,8=833/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13=1758/0,13-14=1758/0,3-14=1758/0,3-15=1758/0,4-15=1758/0,4-16=1867/0,5-16=1867/0, 5-17=186710,6-17=-1867/0 BOT CHORD 10-11=0/921,9-10=0/2041,8-9=0/1245 WEBS 6-8=-1444/0,6-9=0/726,4-10=331/0,3-10=308/0,2-10=0/977,2-11=1209/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 lb down at 3-11-8,129 lb down at 13-3-0,100 lb down at 0-8-9,95 lb down at 2-3-12,89 lb down at 5-6-2,89 lb down at 7-1-5,89 lb down at 8-8-8,and 89 lb down at 10-3-11,and 89 lb down at 11-10-14 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads Vert:8-11=-5,to=50 ��ED PR OFFsS Concentrated Loads(Ib) Co tiNG(NEF9 4� Vert:6=89(F)4=89(F)12=-100(F)13=-95(F)14=-129(F)15=-89(F)16=-89(F)17=89(F)18=129(F) mac? ?i9 870 2PE <` N 7 �4Or* OREG N r)� <U 9On''MBER �'` �Q S A. Heck EXPIRES:06/30/2017 July 15,2016 i i M o WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M8-7473 rev.10/032015 BEFORE USE Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not „ a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overall - - building design.Bracing indicated is to preventbuckling•obindividuattrussssweb and/orchard members only.Additional temporary and permanent bracing NW -• .` -- is akoays required for stabirity and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane Safely Informalion available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865043 PL16-319_UPPER F15 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - 7.640 s Apr 19 2016 MiTek Industries,Inc.Fd Jul 15 12:18:18 2016 Page 1 I D:5e V?tdjYi IzOX2xysiFD V pzsmUO-ORRXOH05Q W Yeup7iYm7QeV?3nIUYVssvegBcgDyxoG3 I 1-5-12 I 2-6-0 I Scale=1:17.6 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 e e 8 7 / \ 3x5= 3x4= 3x4= 011-$ 9-4-a I 0-1 9-2-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Incl 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-639/0,3-4=-639/0 BOT CHORD 7-8=0/356,6-7=0/511 WEBS 4-6=597/0,2-7=0/330,2-8=504/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Ra, P pFF �� Onco s /ocs. , '72�a 870 2PE cv 7 N00>, OREGO cyV OCli 9O ‘'�BER \1 On A. HE'\-4P EXPIRES:06/30/2017 July 15,2016 e I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. TI Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual bulding component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overal ..., building design.Bracingindicated b to prevent buckling of individual tens web and/or chord members.only:--Additional temporary andpermanent bracing M'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/TPli QuaBy Criteria,DSB-89 and SCSI Building Component7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahts,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. g j ry r�� Dimensions are in ft-in-sixteenths. 1114k Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0'/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Allr=UM 1111111Plikel pbracing should be considered. 1_� 3. Never exceed the design loading shown and never O= stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7 e cel cs-s designer,erection supervisor,property owner and plates 0 'na from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 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 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. • Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. ® number where bearings occur. , Min size shown is for crushing only. 1-40 18.Use of green or treated lumber may pose unacceptablee il 1 environmental,health or performance rise.Consult with project engineer before use. ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. 19.Review portn ( , wd and pictallures)before iosof use.this design Reviewingfrontpicturesback,alone is not sufficient. Industry Standards: DSB-89: Design Standard for Bracing. m[ire kro 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 AMERICAN 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: K2t89710 thru K2189751 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 1'R OFe, �S GINS /p c 89200PE <' pOREGON " 14 12P <Y N- . July 20,2016 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 ANSI/TPI 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 20'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 0 1-6=(0) 0 BC: 2x9 KDDF )41&BTR SPACED 29.0" D.C. 2-7=(0) 0 5-7=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" 0/ OV 0.00" 0.00 ,S+9 ( 0) M-1.509 or equal at non-structural 6'- 10.5" 0/ OV 0.00" 0.00 -6+0 ( 0) vertical members (uon). LL = 25 PSF Ground Snow (Pg) 7'- 0.5" 0/ OV 0.00" 0.00 -4+0 ( 0) 20'- 8.0" 0/ OV 0.00" 0.00 -,S+9 ( 0) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORE CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL = 0.000" @ -1'- 6.0" Allowed= 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.344" 11-02-12 • 9-OS-04 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.458" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" 'I 'I 'r MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.011" 20-08 MAX LL DEFL = 0.000" @ 11'- 2.8" Allowed= 0.681" f f MAX TL CREEP DEFL = 0.000" @ 11'- 2.8" Allowed= 0.908" 12 12 6.00 D IIM-4x9 d 6.00 0 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.e, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. i ilib ci DESIGN ASSUMES S TO ONE FACE ONLY HEATHING SIIoi 0., _.....� 7 �� ,...,s_. M•1111111111111111111111111 7 4 56 l b l 6-08-12 13-11-04 ), l JO 1 1-06 6-10-08 yy 13-09-08 y 7-00-08 0-02 13-07-08 y �� G1 ,fes J.,1-06 y 20-08 r� i'�'� CZ' 89200PE 1-- JOB JOB NAME : RT AMERICAN STEP 4 PLEX - Al Scale: 0.2723.: • [� WARNINGS: GENERAL NOTES, unless otherwise noted © OREGON CSV/4A 1 " t.Bolder end erection contrador Mould be advised of al General Notes 1.This design Is bawd only upon the parameters shown and is for an individual / OREGON Truss: Al and Warnings before construction commences. building component.Appgcebllty of design parameters and proper 1G 4, A\ A, 2.244 compression web bradng mud be Walled where ahem*. Incorporation of component le the repondbiny or the building designer. 174 4, '7}+" w '1°44.0''�+r. 3.Additional temporary bracing to insure stability during construction 2.bestgn eawmas the top and bottom cholas to he laterally braced at '�,/ Y (✓`by '�A Is the repondbilty or the erector.Additional permanent bracing of continuous o. and asheaming such es plywood sheathing(10)RCely unless braroil )throughout drywaR BC). r i�y DATE: 7/20/2016 the overall structure la the responsibility of the building designer. 3.Is Inroad bddging or lateral bracing required where Mown** -- SEQ.: K2189710 4.No load should be applied to any component until alter all bradng and 4.IInortatron omsebus B.aresM babusedmathe ne respecters erscive ontractor. fasteners ere complete and at no time should any roads greater than5.Designsuo TRANS ID: LINK design loads be applied to any component. 6. and or"drycondition" fulb n of s9 supports u 5.CompuTrus has no control over and assumes no responsibility for the Design es bearing ppo age EXPIRES. 12/31/2017 fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage Is poinded. July 20,2016 6.This design Is furnished subject to the limitations set forth by R.Plates shaft be gated on both faces of truss.end plead so their anter TP W4TCA In SCSI.copies of Medi will be fumlahed upon request. las coindde with joint center lines. 9.Digits indicate Si..of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=) -3) 97 8- 9=(-117) 147 8- 2=(-1113) 276 4-13=(-500) 179 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1006) 176 9-11=( -3) 17 2- 9=( -130) 882 13- 5=(-117) 575 WEBS: 2x4 KDDF STAND 3- 4=(-1403) 299 11-12=( 0) 0 9- 3=( -598) 183 13- 6=(-279) 123 LOADING 4- 5=(-1001) 294 10-13=(-237) 1217 9-10=( -196) 916 6-14=(-131) 138 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)001) 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1008) 262 13-14=(-183) 1036 3-10=( -79) 426 19- 7=(-153) 987 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE 6- 7=(-1207) 237 19-15=( -27) 66 11-10=( 0) 52 7-15=(-890) 211 TOTAL LOAD = 45.0 PSF 10- 4=( -5) 218 OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:2-4,6-7,14 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 1142V -190/ 1436 5.50" 1.83 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 8.0" -145/ 930V 0/ OH 5.50" 1.49 KDDE ( 625) .` For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1/180 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.012" @ -1'- 6.0" Allowed = 0.200" 11-02-12 9-05-09 MAX LL DEFL = 0.036" @ 6'- 8.8" Allowed = 0.987" j' '1' MAX TL CREEP DEFL = -0.073" @ 6'- 8.8" Allowed = 1.317" 3-07 3-03-08 4-04-04 4-05 5-00-04 f T 1 f f 1 MAX HORIZ. LL DEFL = -0.017" @ 20'- 6.3" 12 12 MAX HORIZ. TL DEFL = 0.028" @ 20'- 6.3" 6.00 IIM-4x9 Q 6.00 4.0" Design conforms to main windforce-resisting 5 t( system and components and cladding criteria. NM` Wind: 140 mph, h=15ft, :E0: ddttl6,dvilpdto , 9 Truss designed for wind loads • �� in the plane of the truss only. li 3 7 2P.1°1' I rn Ai o 1 ��,.�110 1.. 11111111 -'2 co 0 13 19 15 '+ M-3x8 M-1.5x3 ,-i f e M-1.5x3 M-3x8 M-ta ' M-1.5x3 } l l l l 1 3-05-04 3-03-08 4-06 4-08-08 4-08-12 ; l 1 1 1-06 6-10-08 13-09-08 1 7-00-08 0-02 13-07-08 y .% Pf ��s 20-08 89200PE < JOB NAME : RT AMERICAN STEP 4 PLEX - A2 Scale: 0.2509 ,AOPP./0610. WARNINGS: GENERAL NOTES, unless otherwise noted 111. ft 1.Balder and erection contractor should be advised of all General Notes I.This design le based only upon the parameters shown and Is for an Individual Truss: A2 �� O�iCaCUN1t1 and Warnings before eon wdfon commences. balding carpo component.Applicaklity r design plug rake en and proper A 2.204 compression web bradng must be Installed where shown 0. incorporation of component k the responsibility of ins bulMing designer. @/w '7 1" n 3.Additional temporary bracing to mauve stability during construction 2.Desitin assumes the tap and bottom Monde to be laterally brentl et �J F L (y, Is the responsibility of the erector.Additional permanent bracing of T o.c.and et ID o.c.respectively unless braced throughout Meir length by r DATE: 7/19/2016 continuous sheathing such as plywood sheathing(TG)anmor drywageC). r the overall structure is me responsibility ofthe building designer. 5 2a Inroad bridging or lateral bradng required where shown,. R ��" SEQ. : 218 9 711 4.No load should be applied to any component until after all bradng and 4.Ineteflation of sees is the responsibility&the respective contractor. faeenere are complete and at no time should any roads greater than 5.Design assumes buses are to be used Ina noncorrosive environment, TRANS ID: LINK design bads be applied to any component. end ere kr"thy condition"of use. 5.CompuTrus Ms no control over and assumes no responsibility for tM 8.Design assumes full bearing at all Support Mown.Shim or wedge If •sty. EXPIRES: 12/31/2017 fa This design handling.ed aug.t and installation of components. T.Design assumes adequate drainage Is prodded. J U I ZO,2O 6 8.This design Is furnished ridded to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/fCA In SCSI,oodles of which will be furnished upon request. Ines coindde with Joint center lines. MITek USA,Inc./Com uTrus Software 1 L 7.6.8 O.Digits indicate sin of plate In inches, P ( )-E 10.For bade connector plate design values see ESR-1317,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -930) 176 7- 8=(-106) 139 7- 1=(-892) 194 13- 5=(-315) 122 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1272) 263 8-10=( -44) 215 1- 8=(-141) 892 5-17=( -96) 139 WEBS: 2x4 KDDF STAND 3- 4=( -958) 239 10-11=( -92) 203 B- 2=(-533) 158 17- 6=(-150) 978 LOADING 9- 5=( -965) 256 9-12=(-164) 898 8- 9=(-135) 634 6-1B=(-883) 208 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1196) 233 12-13=(-189) 1000 2- 9=( -54) 334 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 11-14=( -17) 101 10- 9=( 0) 117 TOTAL LOAD = 45.0 POP 13-15=(-162) 923 9- 3=( 0) 169 14-16=( 0) 0 3-13=1-404) 147 Unbalanced live loads have been LL = 25 POE Ground Snow (Pg) 15-17=(-180) 1024 11-12=( 0) 108 considered for this design. 17-18=( -27) 66 13- 4=(-112) 537 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14-15=( 0) 86 ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -143/ 919V -138/ 130H 5.50" 1.47 KDDF ( 625) 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625). 10-11-12 9-05-04 OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 3-04 3-03-08 4-04-04 4-05 5-00-04 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.039" @ 12'- 8.2" Allowed = 0.975" 1' 1' T 1' 1' 1' MAX TL CREEP DEFL = -0.081" @ 12'- 8.2" Allowed = 1.300" 12 12 6.00 1 7 )(M-4x4 ' 6.00 MAX HORIZ. LL DEFL = -0.014^ @ 20'- 3.3" MAX HORIZ. TL DEFL = 0.024^ @ 20'- 3.3" 4.0" 9 ,f-,( 6 Design conforms to main windforce-resisting :::::::::::::::::dc::::::::tem: andcladding criteria.1,41.1 Wind: =6.O,BCDL=6.0, ASCE 7-10,M-3X4 M-3x9ed, Cat.2, Exp.B, MWFRS(Di r), 3 r=l.6,di �� e exposed towind, Truss designed for wind loads in the plane of the truss only. M-3x4 2 IIIIIIPP M-3x4 M-3x9 Mo 1 =� I .+ ' dil� . .% 0,1 it I m 1�_�'9 y 13 I ,� 4 *18 . M-4x8 . I M-4x6 M-1.5x3 O N t I T 7 00 B M-9$16 M- x5 M-AS ' M-1.5x3 M-3x8 M-3x5 M-3x5 M-3x5 y ) . l Jr Jr Jr Jr 3-02-04 3-03-08 2-07 1-11 1-08-08 3-00 4-08-12 Jr Jr Jr 6-07-08 13-09-08 l 13 00 6-04-08 y 7-05 l �, Ed PRO��0 y y ��GIINE&' cS/©�9 20-05 89200PE JOB NAME : RT AMERICAN STEP 4 PLEX - A3 `, ./�-�' Scale: 0.2506 leAPP : r�,+,/��.r WARNINGS: GENERALNOTES, unlessotherwise noted 0 OREGON le, �f a""_.. 1.Balder and erection contradershould be advised of el General Nates 1.TN*design Is based on6 upon the parameters shown and is for an Individual " OREGO M 'K✓ Truss: A3 and Warnings before cenetmdbn commences. building component.Applicability of design parameters and proper t' ` 2.2a4 compression web bredng must be installed where shorn*, incorporation of component is the rosponafoN%y of the bulking designer. ac4 '7) 14 2-.° =� �4 3.Additional temporary bracing to Insure stability during construction 2.Design sesames the lop and bottom chorss dsaced to be laterally braced al Y L` ,,rte {{ hout their length by Is the respeneibltty of the erector.Additional permanent bracing of T ntinuousasheathing such as e*mod sheeting(TC)and/or dryncl BD). t)' y.p DATE: 7/19/2016 me overall structure Is the respnnalb%Ily of the banding designer. 3.2o Impact bridging or lateral bredng required where shown.* SEQ.: K215 9 712 4.No aload ahouk be applied b any component lint leer all bredng end 4.Installation talon or trues Is tM are to be ulty Who sed Inc n ncorroosive e environment, raaenereale compelsand atnonm.should ammadsgreater meneaeumee deeign bads be applied to any component. end are for'dry condition.'of use. TRANS ID: LINK 6.CemWTse Mans controlownend assumes no responsibilitylor me B.Design"sumes NII bearing at al supports shown.Shim or wedge If EXPIRES: 12/e31/2017 fabrication,handling.shipment end kwallationofcomponents. 7.Design:ernesadequatedrainageleprovided. July 20,2016 TG/.J Yui 7 e.Thn design to Nmlehed subject to the limitations set forth by B.Plates Mel be boated on both fame often.and placed so their center TrW/I DA In BCE,copies of which cow be Enriched upon request. lines coincide with pent center lines. S.Digs mdbate Nee of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)"E 10.For basic connector plate design values see ESR-13/t,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE' #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-160) 161 9-10=(-236) 317 9- 1=(-878) 320 7-13=(-290) 155 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( 0) 0 10-11=(-128) 685 1-10=(-307) 826 13- 8=(-141) 795 WEBS: 2x4 KDDF STAND 2- 4=(-157) 160 11-12=(-128) 685 10- 2=(-139) 186 8-14=(-881) 213 LOADING 4- 6=(-691) 293 12-13=(-163) 741 10- 4=(-867) 286 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 13-14=( -32) 48 11- 4=1 0) 261 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-845) 247 4-12=1 -69) 118 TOTAL LOAD = 45.0 PSF 7- 8=(-865) 178 6-12=1 0) 143 12- 7=1 -92) 100 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -143/ 919V -291/ 148H 5.50" 1.47 ROOF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.032" @ 1'- 3.4" Allowed = 0.975" 0-11-15 MAX TL CREEP DEFL = -0.059" @ 11'- 0.6" Allowed = 1.300" 1 1 1-05-11 9-04-10 9-06-11 MAX HORIZ. LL DEFL = -0.008" @ 20'- 3.3" 1 1 1 1 MAX HORIZ. TL DEFL = 0.013" @ 20'- 3.3" 0-05-12 4-08-05 4-08-05 0-05-12 4-04-11 4-08-03 1' 1' ' 1 1 1 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 Q 6.00 Wind: 140 mph, h=22.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 M-4x6 End vertical(s) are exposed to wind, M-3x4 3 M-3x8 5 Truss designed for wind loads ,0,0400 4 fl'- , tUUtUIiIE4 M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(S) R Opk, 0-10-03 5-03-13 y 5-03-13 y 4-06-07 y 4-04-11 y �� \'+,''� *G ps�1r0 20-05 . �T +i :9200PE �r JOB NAME : RT AMERICAN STEP 4 PLEX - B1 Scale: 0.2531 �� //,�. _RNINGS: GENERAL NOTES, unless otherwise noted: !•"' Cr"'G: Truss: B 1 1.Builder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ' OREGON * (, and Warnings before construction commences. building component.Applicability of design parameters and proper G '1k a Ys' v, 2.2a4 compression web bracing must be installed where Mown*. incorporation or componaM la the responsibility of the building designer. iQ -Q 14 2 `��4 3.Additional temporary bracing b Insure.tebillty during construction 2 Design assumes the lop end bottom MOMS to be laterally lofted H L Is the responsibility or the erector.Additional permanent bracing of c'oto.ou at.shICY in.such..ply plywood sbracedthroughoutthatlength). 7 ns.I1.+"' continuous sheathing Sr lter b acing re aired where S ownand/0r drywag(BC). 'Y DATE: 7/19/2016 the overoN structure h the responsibility of the building designer. 3.2x Impact badging olateral bracing required ware Mown++ SEQ.: 18 9 713 4.Naked should be applied to any component until after all bradng end 4.Installation of Inns Is the reaponsibmty of the respective contractor. raeteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In e noncorrosive environment, designbads be applied to anycomponent. end are for"dry condition"of use. TRANS ID: LINKa6.Design assumes full tree ng at al suppose Mown.Shim or wedge If 5.ComWTrue has no control over and assumes no responsibility for the ,,,�„ary, EXPIRES: 7/3112017 fabrication.handling.shipment end installation or components. 7,Design assumes adequate drainage is provided. July 20,2016 8.This design Is furnished subject la the limitations set forth by 8.Metes Mat'be located on both faces of truss,and placed so their anter TPIM/1CA in BCBI,copies of whish WI be furnished upon request. lines coincide with Joint center Ines. uTNB Software 7.6.8 1L E 9.Digits indicate else of plate In incites. MiTek USA,Inc./Cam P ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER. SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=(-1085) 208 6- 7=(-146) 199 6- 1=(-874) 205 8- 4=(-158) 106 BC: 2x4 KDDF #160TR SPACED 24.0" O.C. 2- 3=( -894) 240 7- 8=(-209) 920 1- 7=(-136) 903 4- 9=(-269) 159 WEBS: 2x9 KDDF STAND 3- 4=( -829) 237 8- 9=(-157) 751 7- 2=(-135) 162 9- 5=(-134) 798 LOADING 4- 5=( -881) 188 9-10=( -32) 47 2- 8=(-333) 138 5-10=(-879) 208 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8- 3=( -93) 398 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:1-2,9-5,7,9 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -193/ 919V -151/ 16811 5.50^ 1.47 KDDF ( 625) 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.97 KDDF ( 625) ** Forhanger 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/290, TL=L/180 MAX LL DEFL = 0.023" @ 5'- 7.7" Allowed = 0.975" MAX TL CREEP DEFL = -0.046" @ 5'- 7.7" Allowed = 1.300" MAX HORIZ. LL DEFL = -0.007" @ 20'- 3.2" MAX HORIZ. TL DEFL = 0.012" @ 20'- 3.2" 10-11-12 9-05-04 T T T 5-08-08 5-03-04 4-06 4-11-04 Design conforms to main windforce-resisting T f T f f system and components and cladding criteria. 12 Wind: 140 mph, h=22.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 6.00 )(M-4x4 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, 3 Truss designed for wind loads 601044 Truss the plane of the truss only. 4 2 yr 5 1� 1 O03 1111 ml (4121 i 6** 70.25" 8 9 *10 M-1.5x3 M-1.5x3 M-5x8(0) 1' 5-05 y 5-06-12 y 4-09-08 y 4-07-12 y � (�, � P 0F4-Os, 20-05 y �5 xyGIN cR /0 es ' •9200PE T JOB NAME : RT AMERICAN STEP 4 PLEX - A4 Scale: 0.2881 _(}.�'. WARNINGS: GENERAL NOTES, unless°thervess noted: "'�. 1.Budder and emotion contractor should be advised of al General Notes 1.TM.design Is based only upon me parameters shown and Is bran Individual OREGON 1�. Truss: A4 and Warning.before,ansirudlon commences building component.Apgleabgty of design parameters and proper ,/( a" ` 2.7x4 compression web bracing must be Metalled where shown*. Incorporation of component Is the responsibility of the building designer. 6 -7}Y 14 /��\ 4 3.Atldlbnel tem bracingm Insure stability during aneanntlon 2.Design assumes the top and bottom dams to be laterally braced at 4 111 temporaryT o.c.and at 10 o c.respectively unless braced throughout their length by Is the responsibility of Me erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(8C). :.,sR C3 1�\,", DATE: 7/19/2016 the overall structure Is the responsibility of the building designer. S 7e hoped bridging or Wend bradng required where Mown** fl 1 SEQ.: El'2 18 9 7 14 4.No lead should be applied to any component until e8er all bracing and 4.Installation of truss'Issthe responsto ibility latyyd In a respective esp rcttca contractor. nit, fasteners are complete and at no time should any loads greater then and Design ssfor maley mousses of use. TRANS I D: LINK desigCee,pnulo.ea be applied to any component. 6.Design assumes he bearing at al supports show.Shim or wedge if EXPIRES: 12/31/2017 5.Com Trus has no control over and assumes no responsibilityforme fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is July UIy 20,2016 6.This deeign Is furnished gabled to the Imitations set form by S.Plates shall be located on both/aces of toss,and placed so their center TP WJTCA in SCSI,copies of which all be finished upon request. Ines colndde with joint anter lines. e.Digits Indicate We of plate In Inches. MITak USA,Inc./CornpuTrus Software 7.6.8(1L)-E 10.for basic connector plate design vales sea ESR-1311,ESR-7188(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 2- 3=(-160) 173 0-11=1-219) 299 1- 0=(-339) 353 3-18=(-203) 156 WEBS: 254 KDDF STAND SPACED 24.0" O.C. 2- 3=( 0) 0 10-11=(-219) 678 1-10=(-339) 822 13- 8=(-203) 795 2- 4=(-159) 171 11-12=(-219) 678 10- 2=(-139) 155 8-14=(-881) 272 LOADING 4- 6=(-691) 322 12-13=(-221) 741 10- 4=(-871) 371 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 13-14=1 -34) 49 11- 4=1 0) 261 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-845) 335 4-12=1 -56) 112 TOTAL LOAD = 45.0 PSF 7- 8=(-865) 242 6-12=1 0) 143 12- 7=( -78) 59 NOTE: 254 BRACING AT 24"OC UON. FOR LL = 25 PIP Ground Snow (Pg) ALL FLAT TOP_CHORD_AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ------------- --`- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -208/ 919V -242/ 148H 5.50" 1.47 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) ** For hanger specs. - See approved plans ITOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.036" @ 11'- 0.6" Allowed = 0.975" 4-01-11 4-00-10 ` 12-02-11 MAX TL CREEP DEFL = -0.059" @ 11'- 0.6" Allowed = 1.300" 0-11-15 3-01-12 2-00-05 2-00-05 3-01-12 4-04-11 4-08-03 MAX HORIZ. LL DEFL = -0.008" @ 20'- 3.3" ff I f f ,r MAX HORIZ. TL DEFL = 0.013" @ 20'- 3.3" 12 12 6.00 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 5 Wind: 140 mph, h=23.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-4x6 M-4x6 End vertical(s) are exposed to wind, M-3x4 M 34x8 Truss designed for wind loads ,y 1 in the plane of the truss only. liriLl ` M-3x4 7 4.1 r 0 o o M-3x4 e al r, I 0 I L►`'=-' Sa N 9* SO 11 12 13 •*14 -•' M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(S) p 0-10-03 5-03-13 y 5-03-13 y 4-06-07 y 4-04-11 y <`;Cs r �fik6(t 1 20-05 y ,�� ` . GIN /© 2 4 $920OPE II' JOB NAME : RT AMERICAN STEP 4 PLEX - B2 Scale: 0.2531 "'a ' • WARNINGS: GENERALNOTuMep nhevhe noted 7I sir-©REGO NI h 4/ Truss: B 2 CC 1.Builder median contractor roultl be advised of sl General Note, 1.This design iss based Dory upon upon the parameters shown and h for an Individual and Waminmings before conatrudlon commences building component.Applicability of design perimeters end proper 2.2x4 compression web bradng must be Installed where Moven 5. Incorporation of component is the reeponstbbfy of me building designer. 7 4 V ,"�" 3.Additional temporary bracing toinsure etebmy dunnp construction2.Design assumes the top and bottom dards to be lateraIN braced at Is the respondbiily of the erector.Additional permanent bracing of continuous o.c and et t0 o.c.su es sty unless braced mroughout ihalf length by 7/19/2 016 the overall druchae la the n eibii of the buildingdesI ner. Imptsheathing or lateralateb adsg requirede hate)own tlrywal(8C). L'] 10- DATE: . Won r 9 4.2x Impact bridging or the rabndng where shown 5♦ Fi SEQ.: K2189715 4.No load should be applied to any compnnentuntil after all bracing and 4.InstaAetionoftruss isthereaponsibllltyofthe respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes musses are to be used Ina ranconoslce environment TRANS I D: LINK design leads be applied to any component, and are for condition-of use. 5.CompuTrue has no control over and assumes no responsibility for the S.Des ign assumes full besting at al supports shown.Shim or wetlge if EXPIRES:I ry r. p ry' 1/201 7 fabrication,handling,shipment and installedon of componema. 7.Design assumes ryCA r(t i L/� 6.This dedgn is furnished subject to the limitations set forth by 8.Plates shall be bcated enabethinage facesis ot Inca,eand placed so their center July 20,2016 TPINRCA in 1151.copies of which wIA be Wished upon request. Anes coincide chin joint center lines. Wel,USA)nau.(COT uTrus Software 7.6.8 1 L E 9.Digiti indicate size of plate In Inches. p ( )' 10.For braid connector plate design values sea ESR-1311.ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: -2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-561) 215 5-6=(-237) 307 5-1=(-869) 271 3-7=(-101) 198 BC: 2x4 RIDE' #16BTR SPACED 24.0" O.C. 2-3=(-604) 290 6-7=(-155) 802 1-6=(-151) 609 7-4=(-124) 810 WEBS: 2x4 KDDF STAND 3-4=(-975) 203 7-8=( -33) 47 6-2=( -33) 179 4-8=(-861) 218 LOADING 6-3=(-531) 203 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -143/ 919V -292/ 197H 5.50" 1.47 KDDF ( 625) " For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 20'- 5.0" -193/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked fox net(-7 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TL CREEP DEFL = -0.045" @ 13'- 1.7" Allowed = 1.300" MAX TC PANEL LL DEFL = 0.038" @ 3'- 2.3" Allowed = 0.417" MAX HORIZ. LL DEFL = 6-02 14-03 T MAX HORIZ. TL DEFL = 0.008" @ 20'- 3.3" 6-02 6-10-14 7-04-02 ' ' f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 IIM-9x9 Q 6.00 Wind: 140 mph, h=23.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 ,f,( load duration factor=l.6, NW\ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 111101 M-3x9 f 11.r 0 ' 144-3x40 4 1 � -,I N 0 I _ N V M-1.5x3 ** 0.25" 6 M-3x4 M-1.5x3 •6 M-5x8(S) y y P 6_02 7-02-06 7-00-10 ), �J 14G1 ". Vrp. 20-05 ,,,cf,,, $, x-:9200P 1-" JOB NAME : RT AMERICAN STEP 4 PLEX - B3 Scale: 0.2531 410017" WARNINGS: GENERAL NOTES, unless otherwise noted + /1A'1Cf"vf1Ai ), 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon me parameters shown and Is for an Indlvlual '' OREGON A Y '0G( Truss: B3 and Warnings before construction commences building component.Applicability of design parameters end proper // r • 2.2t4 compression web bracing must Be Installed where shown�. incorporation of component le the naponsibAlty of the building designer. //� -7 1 w �V` ii-A-- 3.Additional temporary bradng to Insure stability during construction 2 Design assumes the lop and bottom chorda to be Ie1ogheerally braced at "�,/ Y'1 lSy Is me responsibility of the erector.Additional permanent bracing of continuous end at 18/hino.couch es ply Goode braced(TC).lam their length). .m R R 1 o V ntlnuous shealhIn9 such es plywood sheathing(TC)and/or tlryweA(BC). DATE: 7/19/2016 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral biasing required where shown+0 SEQ.: V2 18 9 7 16 4.No load should be applied to any component until after all bradng and 4.Inslelleton of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greeter then 5.Design assumes trues ere to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are or"dry oondgion"of us e. 6Design 5.CempuTrus hes no control over end assumes no responsibility forme .necessary.sary. s NA bearing at all wppeds shown.Shim or wedge if EXPIRES: 12/31/2017 ry tc fabrication,handling,shipment and r.dnrHton of components. 7.Design assumes adequate drainage is provided. July 20,20 1 6 6.This design Is furnished wbfed to me limitations sat foist by 8.Plates Ad be located on both faces of truss,and placed so their center TPLWTCA In BCSI,copies of which wig be furnished upon request. In. einotd center tines. a size of tole e 9.Digits . MITek USA,IDo./CofnpuTrus Software 7.6.8(1L)E 10.For beak connector pieta design values see ESR-1311.ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 RIDE' d14BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=21.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 95.0 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. Sable end truss on continuous bearing wall UON. 4-1x2 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. DESIGN ASSUMES SHEATHING 5-00 5-00 TO ONE FACE ONLY T T T 12 8.00 IIM-4x4 1z Q 8.00 2 711.11111111SN f O M O r O O ti 4 5 1 l l l 2-00 10-00 2-00 �eaS SGP . 14, � ,u ` :920J0P JOB NAME : RT AMERICAN STEP 4 PLEX — C1 Scale: 0.9807 401r7 ' .4111111P WARNINGS: GENERAL NOTES, unless otherwise noted 109 CC 1.Builder and erection contractor should be advied of al General Notes 1.This design is based only upon the parameters shown and is for an Individualto Truss: Cl 3L, OREGON't9' O & oho compression we braing mucommences. building component.Applicability of design penmelero and proper �� 2.2a4 eampresstan Web bredng must be installed where shown r. Incorporation of component la the responsibility of the building designer. +O 1' 14 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced et t Is the responsibility of the erector.Additional permanent bracing of T ase,end et asICY o c respectivelyplywood anises braced throughout r dry length by SFR R. a-�� DATE: 7/19/2016 the overall structure b the responsibility of the buildingdesigner. continuous Maething such as aheathing(TC)and/or drywsfl(BC). 3.2a Impad bridging or lateral bracing required where shown r• SEQ.: K218 9 717 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. Intends are complete and at no time should any toads greater than 5.Design assumes trusses are to be used Ina non-corroewe environment, TRANS I D: LINK design bade be applied to any component. and are for"dry condttlon•of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NA bearing at ah supports drown.Shim or sedge If EXPIRES: .12/iy try y y1 7 febrioatlon,handling,shipment end installation of components. neceuary. C s7 /Gil T.Designassumes atedon drainage lapruss,an UUi/20,2016 8.This design Is furnished subject to the limitations set forth by S.plates aha)be bated on both faces of hues,and placed no their center TPIANTCA in SCSI.copies of which will be furnished upon request. Ines coincide with hint center lines. Welt USA Inc./Com uTrus Software 7.6.8 1 L E 9.Digits indicate size al plate H irwhaa. P ( )- 10.For bask connector plate design values see ESR-1311,ESR-1088(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2-10=(-437) 2546 3-10=(-304) 185 BC: 2x4 KDDF 01&BTR SPACED 29.0" O.C. 2- 3=(-2943) 538 10-11=(-343) 2130 10- 4=( -6) 517 WEBS: 2x9 KDDF STAND 3- 4=(-2661) 426 11-12=(-343) 2100 4-11=(-766) 224 LOADING 4- 5=(-1884) 403 12- 8=(-437) 2506 11- 5=(-200) 1241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1884) 403 11- 6=(-766) 224 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2661) 426 6-12=( -6) 518 TOTAL LOAD = 45.0 PSF 7- 8=(-2943) 538 12- 7=(-304) 185 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 80 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -259/ 1845V -206/ 2068 5.50" 2.95 KDDF ( 625) 37'- 0.0" -259/ 1845V 0/ OH 5.50" 2.95 KDDF ( 625) ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.147" @ 18'- 6.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.301" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 38'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL= -0.064" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.106" @ 36'- 6.5" 18-06 18-06 T 1 f Design conforms to main windforce-resisting 6-05-15 6-00 6-00 6-00 6-00 6-05-15 system and components and cladding criteria. f f Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 Q 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 4+( in the plane of the truss only. M-5x6(S) -!, M-5x6(5) 3.›44114,444444444444,0.25" 4 6 a } }1" I� M-1 3.5x3 /)000/M-1.5x3 r o -,f o o 1 f 10 All T 12 B "o tM-3x6 M-3x4 0.25" M-3x4 M-3x6 o 0F y y M sX)• 1 1 �`' ,t GINLr'�•c�"�tS/ 9-05-15 9-00-01 9-00-01 9-05-15 y 1-06 y �%' 17 y 37-00 1-06 - :9200PE r JOB NAME •. RT AMERICAN STEP 4 PLEX - B4 Scale: 0.1603 roAOPP '".°- . , s '"J► WARNINGS: GENERAL NOTES, unless the noted 'Sy, OREGON J> I.Builder and erection contractor Mould be advised of as Genesi Notes 1.Thls design Is based ants upon the parometere chows and b for an individual OR l.'O Q/ Truss: 134 and Warnings balms construction commences. building component.Applicabllny of design parameters end proper y t/ N 2.2b4 compropbn web brsdng mud be Installed where shown.. Incorporation of component Is the raeponstbAby of the building designer. !/� -7 1 A 3.Additional temporary bracing to Inure debility during canatrvcthn 2.Dedpn assumes the roll and bottom duras to M'density braced et "G,/ Y' �� by Is the responsibility of the erector.Additional permanent bracing of 2 continuous and.h..t 17 hingre�ct.ply unless bread throughout and/or d,yeir tenpin(. R I� .,. continuous Meslhln l as sing,e Msathinp(TC)asma tlryvnA(BC. DATE: 7/19/2016 the overall structure la the responstbaby of the building designer. 3.2i impact bddgmg or lateral bracing required where Mown++ SEQ.: K2 18 9 7 18 4.No load should be applied to any component until after.b brodng and 4.Installation of truss is the roapondblBty of the respective centrador. fasteners are complete and at no time should any loads greater then 5.Design assumes busses ere to be used Ina noncorrosive environment, TRANS ID. LINK design leads be applied to any component. and e^assumesr My endbea of at a. wedge 5.E spas ua Ms no control over and assumes no responsibility forme 6.Deems assumes NA baa 1 all u ns Mown.Shim or sed if EXPIRES: 12/31/2017 eaary. fabdcanon,handling,shipment end InstaMthn of components. 7.Design assumes adequate drainage I.provided. July 20,2016 e.This design la Nmlahed subject to the IImMlions sl forth by B.Plates alba be located on both faces obtuse,and placed so their center TPWJIDA In SCSI,copies of which MI be fumlehed upon request. Ines coincide with taint center Anes. S.Digits Indicate else of plate In Inches. MITek USA InolCOmpuTrus Software 7.6.8(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITak) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -166) 109 1-11=(-513) 2820 1- 2=(-3092) 517 5-17=( -653) 222 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3115) 589 11-12=(-516) 2816 11- 2=( 0) 176 17- 6=( -309) 1287 WEBS: 2x9 KDDF STAND; 3- 4=(-2854) 588 12-14=(-493) 2901 2-12=( 0) 194 17- 7=( -670) 293 2x6 KDDF #2 A LOADING 4- 5=(-2843) 655 13-15=( 0) 0 12- 3=( 0) 110 7-18=( -108) 642 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1764) 476 15-16=( -6) 39 3-19=( -659) 158 8-18=( -618) 201 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PUP 6- 7=(-1787) 960 16-17=(-283) 1801 4-14=( -172) 121 18- 9=( 0) 590 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 7- 8=(-2538) 557 17-18=(-315) 1891 15-14=( 0) 59 9-19=(-2296) 447 8- 9=(-2384) 453 18-19=(-361) 1789 14-16-) -298) 1902 19-10=( -120) 68 LL = 25 PSF Ground Snow (Pg) 9-10=( -90) 71 19- 5=( -309) 1652 0O For hanger specs. - See approved plans 16- 5=( -693) 153 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -259/ 1631V -154/ 191H 5.50" 2.61 KDDF ( 625) 36'- 1.0" -251/ 1616V 0/ OH 5.50" 2.59 KDDF ( 625) ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.167" @ 11'- 4.2" Allowed = 1.758" MAX TL CREEP DEFL = -0.390" @ 11'- 9.2" Allowed = 2.344" MAX HORIZ. LL DEFL = -0.065" @ 35'- 9.5" MAX HORIZ. TL DEFL = 0.108" @ 35'- 9.5" 8-11 9-01-08 9-01-08 8-11 "I 4 4 1 1' 4-05-08 4-05-08 2-06 3-01 3-06-08 4-07-10 4-05-14 4-05-08 4-05-08 Design conforms to main windforce-resisting f I 'f 'f f 1 '' 'f '' f system and components and cladding criteria. 12 12 12 12 4.00 6.00 M-4X6 Q 6.00 Q 4.00 Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4,0" load duration factor=l.6, 6 ,yx End vertical(s) are exposed to wind, Truss designed for wind loads M-9x10 in the plane of the truss only. 3.1" M-3x9 •00.00 lee' 7 M-1.5x3 4 M-5x6 M-5x6 3 +1 M-3x102 + + M-3x8 • M-1.5x37--- M-1.5x3 o A/ NW + 0 1+* 11 12 19 o M-5x10 M-1,5x3 M-3x4,,, _ S N I /_ja)30{8 16 17 18 "19 M-3x8 M-3x8 0.25" M-3x8 M-1.5x3 M-5x8(S) l l ) ll l l l l 4-05-08 4-02 2-016407-2211-04 3-08-04 9-03-04 8-09-04 J• l l � �,` 3 PFCF : S'10-09-04 25-03-12 ` sl ll l GINE 11-03-04 0-06 24-09-12 1" i + ©A-+l l 36-01 c' 89200PE 9j JOB NAME : RT AMERICAN STEP 4 PLEX - B5 00 Scale: 0.1631 Wawa 0AP 1 ,� WARNINGS: GENERAL NOTES, unless otherwise parameters 7 OREGON ,\'. Truss: B 5e CC and W and s ctionbefore contractor shouldnon Be advisedcof a8 General Net.. 1.buideco is compdonent. onlypl upon the gregn a r mown and h for r individual and Warnings before costrudbn commencoe, building component.Applkabillty of design parameter and proper 2.2x4 compression web bradng must be installed where ehavm.. Incorporation of component h the roeponsibRty of the building designer. /� (1 ` 3.Additional temporary bradng to knots stability during construction 2.Oesign assumes the top and bottom chords to be laterally braced al 1 L �.y Is IM rosponsibiply of the erecter.Additional permanent lancing of 2 we and at 10 c.c.respectively unless braced throughout their length by DATE: 7/19/2016 the overall structure h the responsibility cite building designer. 3 continuousIbridginggor such as bplywoodradng re shoe where antl/or drywel(BC). 'R/ L'1 rj'1 Impact or lateral psnib required whpe Maven.contractor. p'7 R L SEQ.: K2189719 4.Habadshould cMapplied toany ti mposmlintsentellerednpand 4.Design ofbussIsthe aretoins respedaeviron fasteners are complete and et no time should any mem greater than 5.Design aswmeetnaaee are to be used m a noncorroelvs environment, TRANS ID: LINK desIgn lead.be applied teeny vompenant and are for"dry condition"ofuse. 5.CompuTns has no control over and assumes no responsibility for the 8.Design assumes full bearing at a8 supports Maven.Shim ar wedge If EXPIRES: 12/31/2017 ears. fabncation,handling,shipment and Inetalhtmn of components. d. 6.This design Is furnished subject to the limitations eel fort by 8.Platesnshal be locaassumes ted one both faces drainage lof truss,and placed so their center July 20,2016 TPIMTCA In SCSI,copies of xhkh Mil be furnished upon request. lines coincide with Joint center lines. B.Digits indkete sin of plate In inches. MiTek USA,Inc./CornpuTrus Software 7.6.8(1L)-E tO.For bask connector plate design values see ESP-1311,ESR-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 ICOND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND Design conforms to main windforce-resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIE' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=l5ft, 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=1.6, LL = 25 POP Ground Snow (Pg) Truss designed for wind loads M-1.509 or equal at non-structural in the plane of the truss only. vertical members loon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-3x6 where shown; Jts:2-3,7-8,11,13 Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 18-06 18-06 1' T T 6-07-11 6-00 5-10-04 5-10-04 6-00 6-07-11 T T T T 1 T T 12 12 6.00 I IM-4x4 d 6.00 4.0" 5 .e—,f 1.1 M-5x6(5) M-5x6(5) 0.25" 0.25" 6 +F i r r 2 � FAO eul B di _441 11 11 12 13 14 0 1 10 M- 1.5x3 0'25" M-1.5x3 0 M-5x8(s) i PF{RF•z, 6-05-15 5-10-04 6-01-12 6-01-12 5-10-04 kAG 4- /0 y1 1'-706 7 1-06 37-00 fi 89200PE r" JOB NAME : RT AMERICAN STEP 4 PLEX - BFW , 0.2228 ,I i• �"� WARNINGS: GENERAL NOTES, unless otherwise noted • OREGON A.atr 1.Builder end erection contractor should be advised old General Notes 1.This design Is based only upon the parameters shown and h far an Individual 7 OR G I Y 10 Truss: BFW and Warnings before.en.bodwn commence., boding component.Appkebllly of design permitter*end proper A 1} 2.2e4 amprenion web bradng mud be Instated where.horn.. Incorporation of component Is the responsibility of the bolding designer. �/� -7). w j �"�"' 3.Addsenl temporary bracing to Inure stability during construction E Eesti assumes the top and bottom owns Is be tateraly braatl et '�/ �+.� Y le to responsibility althea erector.Additional permanent bracing of senpnuonus sheathing rsuch as plywood sheathing(TC)arid/or emenvely unless braced throughout thedrywsl(ir BC). Fi R I�„� DATE: 7/19/2016 the overall structure la the re.ponelblly of the building designer. 3.2s sped bridging or lateral bracing required where shown s. SEQ.: V218 9 7 2 0 4.No load should be applied to any component until ager d bracing and 4.Installation of trues is the reepnneibllly of the respective eentrador. fasteners era complete and at no time Mould any loads greater than 5.Design assumes trusses we to be used In a non-corrosive environment, TRANS I D: LINK design loads be eppled to any component. and etc on dry sendkkn•a a..supports wedge 5.CempuTrua Ms no control over and assumes no rsaponedeSy for the 8.Design somas NI bearing m all.0 rh Nrown.shim or we if EXPIRES: 12/31/2017 scary. fabrication,handling,ehlpment and installation of components. 7.Design eeeumes adequate drainage is prodded. July 20,2016 5.This design is furnished subject to the limitations eel font by B.Plate.Mal be bated on both faces of trues,and placed.o their anter TPIW1 CA In SCSI,copies o1 whkh edl be hlmlahed upon requed. Ines coincide with joint center line. I.Digits indkete size of piste in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L}E I I.For bade connector plate design values see ESR-1311.ESR-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #13BTR SPACED 24.0" O.C. OND. 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 Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON.. 18-06 18-06 T T 1' 10-04-07 8-01-09 8-01-09 10-04-07 1' f6-07-12 6-00f 5-10-04 5-10-04 {6-00 6-07-12 4 4 1 '( f 1 1' 12 12 6.00 [7' IIM-4x4 Q 6.00 4.0" 5 I-4' 1.1 M-3x5 M-3x5 4 6 M-3x5(5) ....e.- ``- M-3x5(5) 0. 4 M-3x6 M-3x6 3 -(-@ 7 +8 + +, +B M-3x8 .i- +. M-3x8 2 il o + •+ r I I O 5"7 p N i- W __ ail 10 11 12 13Q 25„ 14 15 16 YN M-3x8 M-3x6 M-3x6 M-3x8 M-5x6 M-5x6 M-5x8(S) p�j/� vs O !"11 OF 00. y y 6-04-04 6-00 6-01-12 6-01-12 6-00 6-04-04 �c �GtNE' . u./per. 1-04 37-00 ,:te' l��jr-A/� p -7 mss. 87,200 E { JOB NAME : RT AMERICAN STEP 4 PLEX — BFWRH Scale: 0.1997 "� •! /y. WARNINGS: GENERAL NOTES, untesa otherwise noted V � �� Se. 40 Truss: B FWRH 1.Builder and arodkn contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and d for an Individual t. and Warnings before anstrudlon commences. building component Applicability or design parameters end proper P is 2.204 compression web bracing must be Installed where charm s. incorporation of component is the responsibility of the balding designer. /r^ 1' l 4 2�� 3.Addhfoal temporary Waning to Imre stability during construction 2.Design assumes the lop and bottom chorda la be laterally braced et "r�,/ ♦♦♦ i G �(� la the responsibility of the erodor.Additional permanent bracing of P ntinc.end d se o n rsuch pty ood s braced(TC)a,rdl their dry Iength by R 1�..�'- `_ continuous sheathing or sueh as nshoe where s and/or drywaA(BC). -R' DATE: 7/19/2016 the overall structure Is the reasonability of the building designer. 3.2t Damped bridging or lateral bradng required where shown.« SEQ.: K2 18 9 7 2 1 4.No load should be applied to any component until after all bradng and 4.Installation of trues is the responsibility of the reapectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusws are to be used in a noncorrosive environment, design bads be applied to an sill. end are for"dry condition"of use. TRANS ID: LINK e^ over 5.ComWTrus has no control over end assumes no responsibility for the N.De�gn�wwmes full bearing at all supports shown.Shim or wedge It EXPIRES: 12/31/2017 fabdatbn,handling.shipment end installation of components. ry. .y 6+ 7.Design..lral b ea adequate drainage is prodded. July 20,20 1 V N.This Design is furnished subject to the limitations eel forth by B.Plates shall be located on both teas of trues,and plead no their abler TPtIWICA in SCSI,apes of whkh mdi be furnished upon request. Ines coincide with err anter lines. MiTek USA,Inc./Com uTrus Software 7.6.6 1 L E 9.Digits intlkete size of plate In inches. R ( )- 1o.For bask connector plate design values we ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1.&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 74 2- 9=(-1084) 1562 3- 9=( -952) 298 10- 6=(-526) 1028 BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. 2- 3=(-1494) 618 7- 8=( 0) 0 8- 9=1 0) 66 6-11=(-986) 315 WEBS: 2x4 KDDF STAND 3- 4=(-1035) 382 8-10=( -10) 16 9- 4=( -133) 623 LOADING 4- 5=( -851) 224 10-11=(-1969) 1991 9- 5=( -616) 556 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1031) 311 9-10=1-1208) 1646 BC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF 5-10=( -458) 289 TOTAL LOAD = 45.0 PSF OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 POE Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -286/ 1046V -2000/ 2000H 5.50" 1.67 ROOF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -299/ 1021V -2000/ 2000H 5.50" 1.63 KDDF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" 8-06-08 8-06-08 MAX TL CREEP DEFL = -0.005" @ -1'- 1.5" Allowed = 0.150" MAX LL DEFL = -0.025" @ 8'- 6.5" Allowed = 0.808" 1 .c I MAX TL DEFL = -0.038" @ 8'- 6.5" Allowed = 1.078" 4-05-11 4-00-13 4-01-08 4-05 1 ,f f ' j' MAX HORIZ. LL DEFL = 0.033" @ 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.039" @ 0'- 5.5" IIM-4x4 8.00 177 Q 8.00 4,0" ICOND. 3: 2000.00 LBS SEISMIC LOAD. I M-3A 17f M-3x5 NN Design conforms to main windforce-resisting ,� system and components and cladding criteria. M-1.5X9 ,M-1.5x4 Wind: 140 mph, h=22ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x5 � M-3x$ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 M-3x9 load daranion factor= 6, End vertical(s)(s) are exposed to wind, i M-3X5 3 „,I 11110:44.,..,. Truss designed for wiloadsI / � in the plane of the truss only. M-1.5x9 Truss designe: : t : twi: kersothe same suural top -3X9 cord. InsureOtlookers mucr1 areas only. d f! 1 M-3x9 94II o 7 8 10 miiiimen �11 --,,--t M-1.5x3 M-3x10 M-3x4 M-5x8 ,1 l ) ) 1 7-07 0-11-08 4-03-04 4-03-04 y y ) l 1-01-08 7-07 9-06 y 8-04-12 0-09-12 8-08-04 y �E� PRD��s ). y ``� ,vyGIN, - /p 17-01 ,__44..i -.K,9 .�. 892O0PE <' JOB NAME : RT AMERICAN STEP 4 PLEX - D11/ / ' �, . ---• Scale: 0.2562 WO WARNINGS: GENERALIsNOTES, unless dhhe se parameter 7I a OREGON '/ 1.Builder and erection anbador should be advised of el General Notes 1.ThIs design Is based only upon the parameters shown and b for an Individual 4'' OREGON Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2c4 compression web bradng must be Installed where shown*. Incorporation of component la the responsibility of the bolding designer. v�O w fl � "'++ 3.Additional temporary burning to Imre stability during conatrudlon 2.Dos,assumes the top and bottom strode to be througaterallyhout bead et �a V G+ Is the nsponsiNily of the erector.Additional permanent Mating of 2 o.c.and H 10'o o neon a.ply a eas braced Ihrouphod mak length by _ " �'�� coMmuous sheathing such as plywood Meatorp(TC)and/or drywal(SC). '^♦ all DATE: 7/19/2016 the overall structure N the responsibility of the balding designer. 3.2a Impact bridging or lien!bracing regubed when shown.. SEQ.: K2189722 4.No lad should be applied to any component andy afar all bradng and 4.o.talatien°Mumlaathe..�b�emyeftIn h�espedha• ador.neM, fasteners are complete and at no time should any loads greater than and Designassumes for'dry mesa. of to be TRANS I D: LINK design leech be applied to any amponeM. 8.Design resumes NA bearing at el supports shown.Shim or wedge if 5.Compel.has no control over end assumes no responsibility for thenec,,,,rye EXPIRES: 12131 f2017 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drabuge Is prodded. July 20,2016 8.This design is furnished subject to the limitations set forth by e.Plates.hell be located on both faces of trues.and placed so mak cotter TPNN1CA Ir SCSI.copies of which will be furnished upon request. It,..coincide with Mint center line. 9.Digits indicate size of plate in Indus. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For bees connector plate design values sae ESR-1311,ESR-1888(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) 74 2- 9=(-190) 729 3- 9=(-246) 196 10- 6=( -89) 595 BC: 2x4 KDDF #1l,BTR SPACED 29.0" O.C. 2- 3=(-981) 270 7- 8=( 0) 0 8- 9=( 0) 66 6-11=(-719) 176 WEBS: 2x9 KDDF STAND 3- 4=(-735) 204 8-10=( -1) 7 9- 4=(-133) 477 LOADING 9- 5=(-735) 224 10-11=( -24) 43 9- 5=(-158) 135 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-776) 163 9-10=(-107) 615 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-10=(-265) 160 TOTAL LOAD = 45.0 PSF OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -122/ 927V -138/ 1756 5.50" 1.48 KDDF ( 625) "* For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -117/ 754V 0/ OH 5.50" 1.21 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. yOND. 2: Design checked for net(-7 F 9 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" 8-06-08 8-06-08 MAX TL CREEP DEFL = -0.005" @ -1'- 1.5" Allowed = 0.150" fMAX LL DEFL = 0.018" @ 8'- 6.5" Allowed = 0.808" MAX TL CREEP DEFL = -0.036" @ 8'- 6.5" Allowed = 1.078" 4-05-11 4-00-13 4-01-08 4-05 I '1' '1' 4' MAX HORIZ. LL DEFL = -0.009" @ 16'- 11.2" 12 12 MAX HORIZ. TL DEFL = 0.015" @ 16'- 11.2" IIM-4x4 BOB. 'C 8.00 4 4.0" Design conforms to main windforce-resisting ' system and components and cladding criteria. NN Wind: 140 mph, h=22ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 10o. M-3x4 in the plane of the truss only. 3 lr M-3x4 0 of 1 M-3x4 9 I_ + '0 o tV r o �� o ilmiiiimim ri 7 8 10 a 11 �~ M-1.5x3 M-3x8 M-1.5x3 M-5x8 y l l l y 7-07 0-11-08 4-03-04 4-03-04 y l y y 1-01-08 7-07 9-06 y 8-04-12 0 y09-12 8-08-04 1 ‹(�E� pQpss y 17-01 yco NG�Nfi /� - 89200PE 9r' JOB NAME : RT AMERICAN STEP 4 PLEX - D2 Scale: 0.2562 = / ^- WARNINGS: GENERAL NOTES, unless otherwise noted 0 Truss: D2 1.Builder and erection contractor should be advised ofd General Notes 1.This design is bawd only upon the parameters shown and is for en individual 7 OREGON N a r. and Warnings before construction commences. building component Applicability of design parameters and proper Qt 2.204 compresston web bracing must be installed where shown�. incorporation of component is the responsibility of the building designer. �� ' )n" 14 2.(-s �� 4 3.Additional temporary bracing to insure stability during construction 2.Destgn assumes the top end bottom chortle to be laterally braced al I -(. 0* Is the responsbilty of the erector.Additional permanent bracing of 2'o.c.fou at 10foe c.c.respectively unless braced Ihrouphoul(heir length by R'�� `- DATE: 7/19/2016 the overall tlruqurs h the responsibility continuous bridging ng such as plywood aneethine(Ts)and/or drywal(BC). aponsibnly of the building designer. 3.2a Impact bridging or lateral bracing required where shown+, SEQ.: K2 18 9 7 2 3 4.No load Mould be applied to any component until after all bradng and 4.Installation of buss is the reeponsiblity of the respeotoe contractor. fastener.are complete and at no time should any loads greater than 5.Sedge assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrue hes no control over and assume.no responsibility for the 6.Desitin assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/21)17 fabrication,handling,Mimed end installation of components. necessary.Design7. ass umes 9.This design is furnished subject b me limitations Set forth by 8.Plates shag be coated on both faces o uate drainage Istruss,and pieced ea their ceder July 20,2016 TP W6TCA in SCSI,copies of which will be furnished upon request. Mee coincide inch)obi canter lines. MITek USA,Inc./Com uTrus Software 7.6.8(1E L 9.Digits Indicate size of pee In inches. p ( 10.For beak enactor pee design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-01-00 GIRDER SUPPORTING 20-08-00 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) 74 2- 8=(-760) 5160 B- 3=( -294) 2052 12- 6=(-1316) 249 BC: 2x6 KDDF 015BTR 2- 3=(-6472) 1026 8-11=(-754) 5116 3-11=(-1752) 328 6-13=(-2650) 499 WEBS: 2x9 KDDF STAND; LOADING 3- 9=(-9562) 782 9-10=( 0) 0 10-11=( -84) 596 13- 7=( -976) 6178 204 DF 2400F A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4542) 786 10-12=( -6) 42 11- 4=( -804) 4790 7-19=(-9262) 692 2x9 KDDF #1&BTR B; TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF O'- 0.0" TO 19'- 1.0" V 5- 6=(-5498) 904 12-13=(-876) 5660 11- 5=(-1074) 256 209 KDDF STUD C; BC UNIF LL( 233.3)+DL( 206.7)= 990.0 PLF 0'- 0.0" TO 19'- 1.0" V 6- 7=(-5274) 860 13-14=(-104) 658 11-12=( -688) 4698 2x8 KDDF #2 D 5-12=( -178) 982 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL TC LATERAL SUPPORT <= 12"OC. UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -831/ 5097V -135/ 183H 5.50" 8.08 KDDF ( 625) OVERHANGS: 13.5" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19'- 1.0" -770/ 4828V 0/ OH 5.50" 7.72 KDDF ( 625) ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. Attach 2 ply with 3"x.131 DIA GUN nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 __,. ''.- 9" oc in 1 row(s) throughout 2x9 top chords, MAX LL DEFL = -0.001" @ -1'- 1.5" Allowed = 0.113" 9^ oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 1.5" Allowed = 0.150" 9^ oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.068" @ 8'- 6.5" Allowed = 0.908" XX 9" oc in 2 row(s) throughout 2x8 webs. MAX TL CREEP DEFL = -0.150" @ 8'- 6.5" Allowed = 1.211" 8-06-08 7-04-10 3-01-14 MAX HORIZ. LL DEFL = 0.029" @ 18'- 9.2" f f f f MAX HORIZ. TL DEFL = 0.043" @ 18'- 9.2" 4-08-01 3-10-07 3-03-12 4-00-14 3-01-14 f f Design conforms to main windforce-resisting 12 12 M-4x6 system and components and cladding criteria. 8.00 p Q 8.00 4.0" Wind: 140 mph, h=22ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 -1-,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, iEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 m_3,6 3 003, / M-5x6 M-4x10 M-5x104141 ,1 `p=7 _, o IF . 4 1 � 9 .-a 111 w�1� o I I M-3x6 IIIII N 9 10 12 13 M-1.5x3 M-6x10 M-4x8 M-7x8 M-1.5x4 y y )' , , , 1 4-06-05 3-00-11 0-11-08 3-05-08 4-02-10 2-10-06 1 l l l 1-01-08), 7-07 11-06 y � 0 PROFe�,. y 8-09-12 0 09 12 10-08-0419 c INi .9 /�� l l 19-01 4 89200PE <' JOB NAME : RT AMERICAN STEP 4 PLEX - D3 r 11.19t-se-i---- ---- Scale:Scale: D.2195711,11111 • �"'� me Cr WARNINGS: GENERAL NOTES, unless otherwise noted. 'TSG OREGON /1A i f s .. I.Budder and erection contractor should be commences. advised of al General Notes 1.The lesion Is based only upon the parameters era shown sad is for an Individual V Il l7 V I Y 4i Truss: D3 and Warnings before construction wnnnanas. building wmpof componentistApplicability of design parameters end proper 2.2o4 compression web boring mud las bsblbtl antro shown s. incorporation of component N the responsibility of the building designer /,0 '4 if 14 9- 3.Additional temporary bracing to incase stability during construction 2 Design usumes the tap and bottom MOMS to be lelerely bread N by Is the responsibi f the erector.Additional permanent bracing of Y o.c.and et iP a.c.rasp,cc pty unlace braced throughout choir length). Ariefi R I1..\-' y o continuous sheathing such es plywood shutiano(TC)and/or drywall(BC). DATE: 7/19/2016 the overall structure Is the responsibility of the bulling designer. 3.2%Impact bridging or literal bracing required where shown•• 4.No bad should be applied teeny component until after all bracing and 4.Installation of trues lathe responsibility of the respentve contractor. SEQ.: K218 9 7 2 4 fasteners are wmpbte 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 bade beapplledtoany component. and are esumcfullbe riofuse. 5.CompuTrue has no worm over and assumes no reeponslbdty for the 8.Design s NW bearing et J supports shown.Shim or wedge It EXPIRES: 121311?617 scary. fabrication,handling,shipment and Installation of wmponente. 7.Design assumes adequate drainage 6 provided. July 20,2016 B.This design A furnished eubled to the limitations set form by B.plates shall be bated on both faces of was,and placed so their center TPI/WI-CA In BEN,copies of which will be furnished upon request. lines wlndde with(NIM center linea. 9.Digits Indicate sire of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(11)-E 10,For bask wnnedor plate design values see 651.1311,ESR-lase(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/C 1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-87) 61 1-9= (- 6) BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-11) 5 (-36) 38 2-9= 136 117 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" -79/ 580V -27/ 68H 5.50" 0.93 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PIP Ground Snow (Pg) q.- 0.0^ -82/ 534V 0/ OH 5.50^ 0.86 KDDF ( 625) ADDL: BC CONC LL+DL= 754.0 LBS @ 2'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.018" @ 2'- 1.8" Allowed = 0.202" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.036^ @ 1'- 11.5" Allowed = 0.181" MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 3-08-04 0-03-12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 1' i' i' 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1,5x3 3 Truss designed for wind loads -/ in the plane of the truss only. 411. 112 r- 0 I 0 N IN0 c J o i=. 4 / M-3x4 M-3x6 y +754# y y 3-08-04 0-03-12 y y 4-00 4S...(('\'‘'. ti 0 PFtopFs& ��Co G I N,E , /© <t` 89200PE -7 r JOB NAME : RT AMERICAN STEP 4 PLEX - DGIRD .- Scale: 0.5597 ��' ---. WARd08: O.ThI.dLNOTEb, uMsuonhenvlse separambQ 7 .441111P1°01111 OREGON ��1. [ Truss: DGIRD Raider and erection contractor or MOWtl be advised dal General Notes 7.This design h based only upon the parameters shown endo bran Individual and Wamiga before comirudbn commences. building convened.Apdicablllty of design parameters and proper Z.284 compression web bradnp must be Instalbd where drown c. Incorporation of companent h the reeponsibgl y of the building designer. /.0 'II'.q\i. 1 4 (114��fte) 4 3.Addflsnal temporary bracing to basere stability during construction 2.Design assumes the top and bottom chords to be'Morally braced at ! V is the responsibility of the erector.Additional permanent bracing of T o.c.and at 1P c.c.respectivelycplywood braced throughout their length by DATE: 7/19/2016 the overall structure la the responsibility continuous sheathing such as plywood aheaming(TC)0M/or drywaNBC). �'."/ tj p� t eponoenrp afthe buildingt designer. 3.2a Impact at ins or lateral bracing required where shown t4- SEQ.: ('i 1-7 lr4 . K2 18 9 7 2 5 4.No bad should be applied to any component until r all bracing and 4.Installation or was is the responsibility or the rospecthre contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any componentend are fo•drycondgbn.ofuse. 5.Comi n.,has no control over and assumes no responsibility for the 8.Dee�pn�aswmet full bearing at an supports Hawn,Shim or wedge if EXPIRES: 12/31/2017 facolbhandling,ndling,shipmentand installation of components. ry. Ml T.Design tesshalassumes adequate bathfagec.a ptrussad. n July 20,2016 G.This design bNmlsirod subjectofe to thelimitationsno na set forth by 8.Plates shall be located on both faces of wet,end placed so their center TPVW7CAin SCSI,copies which WA be Nmbhed upon request. knee coincide with Joint center lines. MITek USA Inc./CompuTrus Software 7.6.8(1 L}E a.Digits Indicate size of pets in inches. 70.For basin connector plats design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2408) 337 1-5=(-328) 2067 5-2=( -224) 1827 BC: 2x8 KDDF #16BTR 2-3=( -152) 192 5-6=(-322) 2020 2-6=(-2367) 392 WEBS: 2x4 KDDF STAND LOADING 3-9=( 0) 0 6-3=( -162) 141 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 193.8)+DL( 135.0)= 278.8 PLF 0'- 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -296/ 2107V -80/ 200H 5.50" 3.37 KDDF ( 625) Single member as shown. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 1.0" -309/ 2107V 0/ OH 5.50" 3.37 KDDF ( 625) 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. *a For hanger specs. - See approved plans GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6-06-07 5-02-13 0-03-12 MAX LL DEFL = -0.036" @ 6'- 4.7" Allowed = 0.558" MAX TL CREEP DEFL = -0.081" @ 6'- 9.7" Allowed = 0.749" 12 MAX HORIZ. LL DEFL = 0.008" @ 11'- 7.5" 6.00 p M-1.5x3 4 MAX HORIZ. TL DEFL = 0.019" @ 11'- 7.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x8 2 1 `� rl e t LII 0 H 1 m in ilI , o M-5x16 M-3x10 M-6x10 y y 1 6-04-11 5-08-05 y �, cy 12-01 a�' GI E. xi, 'V0.. `r 89200PE c' JOB NAME : RT AMERICAN STEP 4 PLEX - Fl Scale: 0.4070 WARNINGS: GENERAL NOTES, Men otherwise noted' OREGON /aCt 1.Builder and erection contractor should be advised of a1 General Notes 1.This design h bawd only upon the parameters shown and is for en Individual �j 'KJ Truss: Fl and Warnings before construction commences. building component.Applicability of design parameters and proper L" a� Z.Dao compression web bracing must be installed where shown o. incorporation of component b the responsibility or the building designer. %) �Y 1 w 2- 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lip and bottom chards to a laterally brand al "G/ 1 Y R). by la the rospons dlH of the erector.Additional permanent bracing of T and at ea hin.such as ply unless bawd throughout Their bngb). 47e'IR R I'r os.ans sheathing such ti plywood sheathing(TC)braced bout rt tlrylength). 5r DATE: 7/19/2016 the overall structure is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown•• SEQ.: K2 18 9 7 2 6 4.Ne load should be applied to any component until alter all bracing and 4.Installation of truss la the responsibility of the respective centredo, fasienero are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design bads be applied m any component. and owin s ndlbon of use. wedge 5.CompuTrus has no control over and assumes no responsibility for the S.Design NN bearingt al w d.shown.Shim or w. If EXPIRES: 12/21/2017 scary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. July 20,2016 S.This design Is Nmlehad abbot to the limitations set form by 8.Plates shag be located on both faun of buss,end placed so their center TPVWfCA in BCSI,copies of which ell be Nmished upon request. Ines coincide nth Ion anter Ones. 9.Digits indicate dee of plats In inches. MITek USA,Inc.iCampuTtus Software 7.6.8(11)-E 10.For bask connector plate design values be ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 1.0" OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 pec g. BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. GOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2X9 KDDF STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 PSF Wind: 190 mph, h=22.2ft, ,0,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, End M-1.5x9 or equal at non-structural s desial(s) are exposed to wind, 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 6-05-04 5-07-12 T 12 6.00 [7' M-1.5x3 9 -/ f 14-3" 3 N I 0 I to o 'I 0 I 1 o M-155x3 M-ix6 M-3x4 J• l l 6-03-08 5-09-08 y 1-0 6 y 12-01 y � �''G'E �61 89200PE r' JOB NAME : RT AMERICAN STEP 4 PLEX — FWA r��r Scale: 0.3598 7A NO WARNINGS:e O.ml.e is uny upon the lsepar mete ren " �Ar OREGo N 1.4/ Truss: FWA and and should commences. building or al General Notes Thisbingdesigncopnet.onlyupon parameters and bfor e,Individual ai ant Warnings before construction commences. hoisting cemponenl.Applicability of design parameters and pro 2.204 compression web bracing must be Installed where shown a. incorporation et component to the responsibility et the building designer. '11' 1. 1�� 3.Additional temporary bracing to Insure stability during construction 2.Destgn assumes the top and bottom chords to be laterally braced at � / '�(I, �� Is the responsibility of the erector,Additional permanent bracing of 2'Data and at 10 o,c.respectively unless braced throughout their longs by `_ DATE: 7/19/2016 the overall ekudure is the responsibility Of the building designer. continuous sheathing such es plywood sheatntng(TC)and/or drywaf(BC). R R \ 3.2i Impact bridging or leterel bracing required where Mown v e A�fl..�1.+� SEQ.: K218 9 7 2 7 4.No load should be applied to any component until ager an bracing end 4.Installation of truss la the reaponelbANy or the respectNe contractor, fasteners are complete end at no time should any bads greater than 5.DeNgn assumes trusses aro to be used Ina noncorroeie environment, TRANS ID: LINK design keds be applied to any component, and are for"dry condition"of use. 5.CampuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge If EXPIRES. 12/31/2017 fabrication,handling.shipment and installation et components. necesssry, 7.Desi8.This design is furnished subject b the limitations est forth by 8.Platesnshal be locaassumes ted one both faces of drainage Is protruss,end placed ao their center d. July 20,2016 TPUWTCA In SCSI,copies of which will be furnished upon request. Noes coincide vAth)Dint center Ones, Wel(USA,Inc./Com True Software 7.6.8 1 L E 9.Digits indiote else of plate h inches. ( )' 10.For bask connector plate design veluea See ESR-1311,ESR-198a(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15ICOND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF #1&BTR SPACED 29.0" S.C. WEBS: 2x9 KDDF STAND Design conforms to main windforce-resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=23.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=1.6, M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, vertical members (uon). Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 6-02 19-03 T T f 6-02 6-10-19 7-09-02 T T 1 T 12 12 6.00 l' )IM-9x4 Q 6.00 9.0" z •f-,f aN\ M-3x6 M-3x6 y '3 r--- o -3x6 0 co 111111111111" I, 1 IL Ald _ 'I.I N 0.25"6 M-7.3x6 e s M-3x5 M-3x5 14-5x8(S) .1 Y 1 .1' � OAFS, 6-02 7-02-06 7-00-10 y - GIN ' /p�� l 20-05 89200PE r JOB NAME : RT AMERICAN STEP 4 PLEX — FWB '""' Scale: 0.2379 : 4:14- WARNINGS: O.This LM is b, antes upon enoted IPI OREGON�� 1. . t.Bulldsr and mdbn contractor should be advised dal General Nates 1.This design h based only upon the parameters Chown and h for an Indlvldual 4'' ` 'Ne( Truss: FWB and Warnings before construction commence.. building component.Applicability of design parameters end proper 2.2x4 compos Won web bracing met be installed where shown+. Incorporation of mmponeM la the responsibility of the building designer. /) f� 4 3.Addllonel temporary bracing to Inure NebtEy during construction 2.Design end et 10 the top and bottom chords to be laterally bread at "V 14 I.int ro nsibiIty of the erector.Additional permanent bracing of T continuous end sheathing 10'hin.cash as ply amus braced(TC)en t r eirdry Ian)B(. R R I I. apo germane 2 qa. nd at14.c.such e.elytwod sheathing(TC)throughout end/or drywaA(th by 4- DATE: 7/19/2016 the welsh structure I0the r.epontmty of the building designer. 3.2e impact bridging or lateral bowing required where.hewn++ SEQ.: K2189728 4.Noload mouldbeapplied hany component until after ell bracing and 4.'negationoftruss Isthe reepocalbtllyofthe respective contractor. fasteners are complete and at no time ehould any loads greeter then 5.Design assumes truesee ere to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied toeny component and ere same condition" aueea. 5.CompuTnn Me no control over end secants no reeponsibllty for the 6.Deems NI baa 1 A supports shown.Shim or wedgeif EXPIRES: 12/31/201 7 .nary. A hbcesig,is furnie,ed cable arWmstmlallnn of components. 7.Pedgneae beeeaaed on faces b.e,d. and July 20,20 16 e.This design la Nmleh.d wb(ed b ms limitations set bah by S.Platen shall be located on both lacca of frau,and pieced so their center TPLWICA Sr SCSI,copies of which will be furnished upon request. Anes seisids 04th pint center linea 9.Digits Indicate site of pieta in inches. MiTck USA Inc.iCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITch) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) BO 2-4=(-593) 595 3-4=(-224) 142 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-339) 335 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -111/ 443V -600/ 600H 5.50" 0.71 KDDF ( 625) OVERHANGS: 18.0" 0.0" 4'- 0.0" -120/ 262V -600/ 600H 5.50" 0.42 RODE ( 625) LL = 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (errs). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IIOND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.024" @ 2'- 2.9" Allowed = 0.239" MAX TC PANEL TL DEFL = 0.024" @ 2'- 2.9" Allowed = 0.359" 4-00 MAX HORIZ. LL DEFL = 0.003" @ 0'- 5.5" I '( MAX HORIZ. TL DEFL = -0.003" @ 0'- 5.5" 12 6.00 ICOND. 3: 150.00 PLF SEISMIC LOAD. I Design conforms to main windforce-resisting M-1.5x3 system and componentsand cladding criteria. 3 -/ Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 ,. I 0 I '. ri g..I°. I 1 I 1 1 I.I I..I I.I.I I•I I I I..11.111111 N O ....111111111111 c ti 2� ��4 M-3x9 M-1.5x3 l , y 1-06 4-00 ��9,EpP( 0A.-s mac„. �c N ESR /per :9200PE JOB NAME : RT AMERICAN STEP 4 PLEX - FWC • Scale: 0.6294 _ WARNINGS: GENERAL NOTES, unless ethere..noted: OREGON Truss: FWC 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and h for an Individual 4 and Warns g.before conetrudlon commence.. building component.Applicability of design parameter,and proper 2.Pa4 compression web bradng must be Installed whare shown*. incorporation of component is me responsibility of me building designer. ��'O 1' 2-°N ° �� 3.Additional temporary bracing to Insure stability during construction 2 Design and .ttnames Ms lop arta bottom...ler to b.laterally braced et /J ( 4 Is the rosponsibilly of me erector.Additional permanent bracing of Z'o.nti ata at ee e.r,respectively unless braced m C,5,/l their length by �` R j L- DATE: 7/19/2016 the overall enucluro Is the responsibility of me building des designer. comm�urus shging or such of acing relywood uiredsheathere s and/or drywal(BC). Ig 4.IZd nImpactbodging la Menspradng required wfipreshe con SEQ.: K2169729 a.Noeeshould aapplied to any component untoagereneradnhand 5.Designlasofetruss trIsthe aretousedfaonpednecontractor. fasteners are complete and at no time.Would any loads greater than 5.Design assumes trusses are to be used In a nrncomsive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition.of use. 5.CompuTus has no control over end assumes no responsibility for the 6.Design assumes NI bearing at aft supports shown.Shim or wedge If EXPIRES: p C[�` 1m y 201 7 fabrication,handling,shipment end inatalhmon of components. 7. airysumes C.1Af.RGtD L a] ILL! 7 6.This design b furnished eub).d to the limitations eel forth by 6.Mates nshal be located onebotthifaace to tpruss. and pieced so their center d. July 20 20 1 6 TPW/fCA in SCSI,males of which will be furnished upon request. Ines coincide with lewd center lines. 5.Digits Indicate size of pleb In Indus. MiTek USA,Ino,/ConlpuTrus Software 7.6.8(1L)-E 10.For basic connector pate design values sae ESR-1311,ESR-,SSS(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 2.5" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF blaBTR LOAD DURATION INCREASE = 1.15 BC: 204 KDDF 01&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 POE Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 95.0 POE load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads only.for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF LBC 2012 AND IRC 2012 NOT BEING MET. 73able 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. DESIGN ASSUMES SHEATHING TO ONE FACE ONLY 5-07-04 5-07-04 .( T T 12 12 8.00 IIsi-4x9 Q 4.00 2 ii o o I H ` o0 ao0 0o I 1 �o ligjllIllilIllh J' 1-01-08 y 11-02-08 1-01-08 � . E© Pf OF4.ss c:3, •i"tyGIN �,4 E . /p*fir' 'CC'89200PE JOB NAME : RT AMERICAN STEP 4 PLEX — El •scale: 0.4900 an WARNINGS: GENERAL NOTE b udeupotherwise parameters 110 Cr ' ' g •OREGON1 /� I.Builder and erection contedor should be advised o/al General Notes 7.This design b based only upon the parent...shown and Is bran individual L.�' ` Y✓ Truss: El and Wantings before construction commence.. building component.Applicability of design aarometers end proper 2.2a4 osmpreWon web bracing moa be Installed where shown.. incorporation of component Is the responsibility of the building designer. !<) "' } 14 20 4 S.Addition°'temporary bracing to insure stability during construction 2 Design assumes atIF s.c.s top and bottom chorda to los laterally braced at V by Is me responsibEty of IM erector.Additional permanent bracing o/ continuous Nsethbgesucch es.plywood sheathing(TC)and'ohout dryw°g ir BC IO- DATE: 7/19/2016 the overall dmdure is the e.pon°Iblltty of the building designer. 3.2i impact bridging m latera'bradng required where shown.. �� 4.No load should be applied to any component until after N bracing and 4.Installation of truss i.the responsibility of respective contractor. SEQ.: K218 9 7 3 0 tadeners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a non-corrosive environment, - TRANS ID: LINK design loads beappledtoany component. B and ere condition"of n,dow.smmorw. if 5.compuTNehas nocontrol over and.esumesnoresponsibility for the Design 9 °p° "°° EXPIRES: 12/3112017 c fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage a provided. July 20,2O l 1 6 6.This design is furnished eub)ed to the limitations set forth by B.Plates shag be located on both faces of buss,and placed so Heir center TPI,WTCA In SCSI.copes of whish WI be famished upon request. Ams coincide with Joint center'bee. 9.Digits Indicate size of plate in Inches. MiTek USA,100./CompuTrus Software 7.6.8(1L).E 10.For bask connector plate design values see EBR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -99) 108 1- 8=(-1311) 1545 1- 2=(-1043) 618 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-737) 312 8- 7=(-1311) 1545 3- 8=( -502) 497 WEBS: 2x9 KDDF STAND 3- 4=(-590) 207 8- 9=( -59) 230 LOADING 4- 5=(-590) 207 8- 5=( -502) 497 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIF 5- 6=(-737) 312 6- 7=(-1093) 618 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -99) 108 TOTAL LOAD = 45.0 PSF LETINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -297/ 758V -2000/ 2000H 5.50" 1.21 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 2.5" -297/ 758V -2000/ 2000H 5.50" 1.21 KDDF ( 625) 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/240, TL=L/180 5-07-04 5-07-04 MAX LL DEFL = 0.023" @ 9'- 7.7" Allowed = 0.515" 1' ' MAX TL DEFL = 0.024" @ 1'- 6.8" Allowed = 0.686" 1-08-12 1-00 2-10-08 2-10-08 1-00 1-08-12 MAX HORIZ. LL DEFL = 0.013" @ 10'- 9.0" 1' j' '1 ' 1' 1' 1' MAX HORIZ. TL DEFL = 0.015" @ 10'- 9.0" 12 12 8.00 IIM-4x4 Q 8.00 ICONS. 3: 2000.00 LBS SEISMIC LOAD. 4 4.0" Design conforms to main windforce-resisting RUNsystem and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 5 4 o. 43X4 Gie7 N. o m II of 1 _6 ��7 M-4x6 M-3x8 M-4x6 1 1 ). 5-07-04 5-07-04 yPROF 11-02-08 y 4.C<:1 �SS ,„,,45.? < 89200PE �r JOB NAME : RT AMERICAN STEP 4 PLEX - E2 //-/ Scale: 0.9249 .011111.� �T'� "_'" /y.. . WARNINGS:s: O.This GENERAL NOTES, uNaupon thnvise e 7 OREGON 1.0 Truss: E2 and Warnings sbeforconlmctorsnoodbences. of al General Noes builddesign ipbased only uponye pesmaown and Isoper Individual 4 Ail and Wamings bebre conHrudlon commences. building component.Appllabllly of design parameters end proper Z.2a4 compression web bracing must be installed Where shown+. Incorporation of component is the responsiblity of the building designer. /6 "7 li 1 4 n 0 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom Words to be laterally braced at F L OK. Is the respenldblAly of the erector.Additional permanent btaciig a 7 o.c.and at ig o c respectively unless braced throughout their length by DATE: 7/19/2016 the overall.trocbrs Is the responsibility amnpeot sheathing such as plywoodsheathing(TC)requiredwhere s own 4 aryweA(ec). R ��„ soon Ity of the permanent g designer. 3.co Impel bridging or such bracingod Where Mown r On �7 SEQ.: K2 18 9 7 31 4.No bad should be applied to any component until after all bradng end 4.Installation of truss is the rosponsiblity of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design bads be applied bany component. end are for"dry condition"muse. 5.CompuTrus has no control over antl assumes no responsibility for the a Design assumes N8 bearing at all supports shown.Shim or wedge if EXPIRES: 12/21.1/2017 eusry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate obahfaces drainage is prodded,an J U I/20,2016 8.This design b MmleMd WNW m the limitations tat forth by 8.Plates shall be located on both real of truest and plead so their anter 1111M/TCA in SCSI,copies of which will be fumlehed upon request. linea coincide with Joint anter lines. 9. es. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.Doe baits sic cotnnector d.size or ate deign values siinvalaa ne ESR-7377,ESR-7568(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER. SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 74 2- 6=(-640) 2051 6- 3=( -271) 1059 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2352) 691 6- 7=(-489) 1526 3- 7=(-1085) 456 WEBS: 254 KDDF STAND; 3- 4=( -649) 139 7- 8=( -49) 135 7- 4=( 0) 329 0 2x6 KDDF#2 A LOADING 4- 5=( -648) 142 7- 5=( -17) 322 LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 5- 8=( -565) 177 TC LATERAL SUPPORT <= 12"OC. 120N. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 45.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -97/ 765V -109/ 124H 5.50" 1.22 KDDF ( 625) 13'- 6.0" -101/ 587V 0/ OH 5.50" 0.40 KDDF (1985) 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/240, TL=L/180 MAX LL DEFL = -0.009" @ -1'- 1.5" Allowed= 0.113" MAX TL CREEP DEFL = -0.005" @ -1'- 1.5" Allowed= 0.150" MAX LL DEFL = 0.069" @ 2'- 11.5" Allowed = 0.629" 7-10-12 5-07-04 MAX TL CREEP DEFL = -0.135" @ 2'- 11.5" Allowed = 0.839" MAX HORIZ. LL DEFL= -0.055" @ 13'- 3.2" 3-00-08 4-10-04 5-07-04 MAX HORIZ. TL DEFL = 0.089" @ 13'- 3.2" 12 12 8.00 IIM-4x9 Q 8.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 ,FA Illi Wind: 140 mph, h=21.8ft, TCDL=6,0,BCDL=6.0, ASCE 7-10, MM /? i"1X8 Mx6k 7 1- M-5x6 ,-I o M-3x9+ 4 6.94 12 y y b b 2-09 5-00 5-03-08 0-05-08 l y 1 1 O P R 0/ 1-01-0e 2-09 10-09 �, • 61 y y y c�'� w�NG1N cS<2 �e 1-01-08 13-06 \ 'Fi * 11 :9200PE r JOB NAME : RT AMERICAN STEP 4 PLEX - E3 1 Scale: 0.3061 � -' cr 1.Bidder GENERALgrais NOTES, unless Whhe ise parameter 7 OREGON fa 1.Binder and arodbn contractor should be advised of al General Notes 1.This design h bawd only upon the parameters shown and is bran individual OREGON full'V` '�6/ Truss: E3 and Warnings before construdlon commences. building component.Applicability of design parameters and proper ,/� 1� 2.244 compression web bracing must M installed where shown+. incorporation of component k the responsibility of me building designer. �/� `7 y w 2 v 4 3.Additional temporary bracing to Insure stablltiy during construction 2.Design assumes the top end bottom chords to be laterally braced st 'S,/ h 1 Y L• [iP Is the responsibility of the erector.Additional permanent bracing al T o i and et e.10'hio.n.each as pl unless broad(TC)and/their dry length by RIO- jJ continuous sheathing were as ening wee where sow/or tlrywsA(Sc). DATE: 7/20/2016 the overall structure is the responsibility of the building designer. 3.241mped bridging or letenl bracing required where siwvn++ 4.No bad should be applied to any component until alter an bracing end 4.Installation of trues Is the rosponsibuty of the respective contractor. SEQ.: K218 9 7 32 fasteners are complete end at no time should any loads greater than 5.Design townies trusses ar.b be used b a non-corrosie environment, and an for'dry condition.of use. TRANS I D: LINK design basis be applied to any component. 5.Compu7 us Ms no control over end assumes no roaponaldN y for me 8.Design assumes Nl bearbp at a1 supporta shover Shim or vadge if EXPIRES: 12/31/2 01 7 ory. fabrication,handling,shipment and 1lallaton of components. 7.Design assumes adequate drainage is provided. July 20,20 q 1 6 the 8.This design is furnished&Med to e limitations set forth by 8.Metes shall be located on both facet of truss,and placed ss their center TPI W1 CA in SCSI,copies of which v,1 be furnished upon request. Anes cathode with toles center lines. 9.Digits indeed elite of plate in inches. MITek USA Ina/CompuTrus Software 7.6,8(1L)-E 10.For basic connector plate design values nee ESR-/3t1,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 1-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #16BTR 9-08-00 GIRDER SUPPORTING 36-01-00 ON TC 1-2=(-440) 672 4-5=(-1282) 6722 1-4=(-1888) 352 2-6=(-7358) 1418 BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-440) 672 5-6=(-1282) 6722 4-2=(-7358) 1418 6-3=(-1888) 352 WEBS: 2x9 KDDF STAND; 5-2=( -136) 110 2x6 KDDF #2 A LOADING LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( -12.5)+DL( 10.0)= -2.5 PLF 0'- 0.0" TO 9'- 8.0" V 0'- 0.0" -779/ 4033V -2000/ 2000H 5.50" 6.45 KDDF ( 625) TC UNIF LL( 426.0)+DL( 340.8)= 766.9 PLF 0'- 0.0" TO 9'- 8.0" V 9'- 8.0" -779/ 4033V -2000/ 2000H 5.50" 6.45 KDDF ( 625) _,'- ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered: IIOND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. 6" oc in 2 row(s) throughout 2x6 top chords, XX CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 9" o n 1 rows) throughout 2x4 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" o< in 2 row(s) throughout 2x6 webs, MAX LL DEFL = -0.088" @ 9'- 10.0" Allowed = 0.438" 9" oc in 1 row(s) throughout 2x9 webs. MAX TL CREEP DEFL = -0.193" @ 4'- 10.0" Allowed = 0.583" MAX HORIZ. LL DEFL = 0.021^ @ 9'- 2.5" MAX HORIZ. TL DEFL = 0.037" @ 9'- 2.5" 'COND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting ' system and components and cladding criteria. Wind: 190 mph, h=19.Sft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-10 4-10 load duration factor=l.6, f T f End vertical(s) are exposed to wind, Truss designed for wind loads M-3x6 M-7x12 M-3x6 in the plane of the truss only. f ___. 2 3 - I I o A A Cr 0 9 ... 5 �e.s6 M-4x10 M-1.5x3 M-4x10 y l 4-10 4-10 1 l 9-08 �� cO PROF -- 6. `4..;" 89200PE re JOB NAME : RT AMERICAN STEP 4 PLEX - G1 �y.+7/i$ti•., Scale: 0.5609 ' Am... WARNINGS: GENERAL NOTES, unless otherwise noted: Ow,.,E�OIV �'4 I.Balder end erection contractor should be advised of CO General Notes 1.This design Is based only upon the parameters shown end is for an Individual Truss: G 1 and Warnings before construction commences. building component.Applicability of design parameter.and proper �//• R( 2.2x4 campredon web bradng must be Installed where shown+. Incorporation of component Is me responsibility of the building designer. /^ jr" �y�\ 3.Additional temporary bracing b Insure stability during construction Design assumes me lop erns bottom chards to be laterally braced et 'G✓ 14L Is the responsibility or the enactor.Additional permanent bracing of continuous s 2.o.c.and et 18 o.c.aaoh plywoodas ply unless braced throughout their length by r DATE: 7/19/2016 the evera8 structure is the responsibility of the building designer. 3,2e Impact bridgingor lsteral bedngrequhand/or lede weshow; tlrywaN(BC). 'F 1RI1= i SEQ. : K2 18 9 7 3 3 4.No load Mould be applied to any component until after al bracing and 4.Installation of Ines Is the responsibility or the respective coMrador. fasteners are complete and at no time should any bade greater than 5.Design assumes busses are told,used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for drycondiion'.or use. 5.CompuTrus hes no control over and assumes no reeponeibiliy for the 6.Design assumes Ng bearing et el supports shown.Shim or Hedge If EXPIRES: 1213'1 12017 hbric.Hon.handling,shipment and Installation of components. ry. 6.This designis furnished subject to the limitations est forth by7.Pence as t b ebaded on bdoth feces is grossed. July 120,2016 1rE.Ines csnagera th located oebeth feces of truss,and placed wmelt center Y TPNNfOA In SCSI,copies of which WI be furnished upon request. Anes coincide with joint lines. 9.Gipps Indicate We of pate in inches . MiTek USA Inc./Com uTrus Software 7.6.8 1L E 10. Far basic connector glee design values sea ESR-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-05-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 016BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5160) 802 1- 6=(-712) 4110 6- 2=( -280) 1972 4- 9=(-5336) 872 BC: 2x6 KDDF #liBTR 2- 3=(-3260) 560 6- 7=(-708) 4070 2- 7=(-1810) 390 9- 5=( -94) 8 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-2664) 492 7- 8=(-274) 1418 3- 7=( -254) 1498 LL = 25 PSF Ground Snow (Pg) 4- 5=( -110) 136 8- 9=(-279) 1418 7- 4=( -398) 2150 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 9=( -516) 3194 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 230.2)+DL( 204.2)= 434.4 PLF 0'- 0.0" TO 15'- 5.5" V BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA @@ADDL: BC CONC LL+DL= 2107.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. 0'- 0.0" -647/ 4179V -104/ 209H 5.50" 6.69 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -933/ 5725V 0/ OH 5.50" 9.16 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9" oc in 1 row(s) throughout 2x9 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x9 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I @@ HANGER BY OTHERS TO APPLY VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CONC.LOAD(S)EQUALLY TO ALL MEMBERS. MAX LL DEFL = -0.034" @ 4'- 10.3" Allowed = 0.727" MAX TL CREEP DEFL = -0.084" @ 4'- 10.3" Allowed = 0.969" MAX HORIZ. LL DEFL = 0.009" @ 15'- 2.0" 9-00-12 6-04-12 MAX HORIZ. TL DEFL = 0.018" @ 15'- 2.0" T T T 5-00-01 4-00-11 4-05-04 1-11-08 Design conforms to main windforce-resisting 1' '( 1` 1' 1' system and components and cladding criteria. 12 M-5x6 M-4x8 M-1.5x3 Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 8.00 173 4 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i, load duration factor=1.6, �p e!!� End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 l I' 0 ro mAIIIIIIIIIII Cain R iMill 11111 1•- 6 7 8 -,9 -/ 1 o M-5x10 M-3x6 M-6x8 M-3x8 M-4x6 y y pl. 102107# J' y 4-10-05 4-04-03 4-03-08 1-11-08 y 41`� PR©FL-s.. 15-05-08 �, '� NCaIN4.... /0 :9200P <" JOB NAME : RT AMERICAN STEP 4 PLEX - E4 . . Scale: 0.3397 t4/ 41111P , WARNINGS: GENERAL NOTES, union otherwise noted: ilk �� *4.. 1.Builder and erection contractor.hood be advised of al General Notes 1.This design is band only upon the parameters shown and l•for an individual 40 Truss: E4 and Warnings before construction commence, building component.Applicability of design parameters end proper `// 1� i{ 2.204 compression web brednp must be installed where erwwn+. iA. f or ampunent lathe rosponablityy of the building designer. Ge�� -7}/ 14 n L 1+yr, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom dross to be laterally braced al h IM roW»mlbtitiy of Me erector.Addeenet permanent teecinp of 2 o.c.and at 1,7 o a reapect.ply unless braced throughout their length by DATE: 7/19/2016 the overall structure la the ro siblti of the building designer. anmrpsvy sheathing or Heralb plywood required sheathing(TC)o and/or tlrywel(BC>. �" I 1 ( �„ •Pon Y g.Ix Impact bridging or lateral bracing where sMwn+. Jl sr SEQ.: K218 9 7 3 4 4.No load drould be applied to any component teal after all bracing and 4.Installation of trues is the roapors ibllty of the re•pedwe contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncormetoe environment, design bade be applied to any component. and are for"dry condition"of use. TRANS ID: LINK p responsibility 5.DesignssumesNlbearing et.4euppoNehoww.Shimorwedgeif EXPIRES: 12/31/2017 5.Com uTrue hes no control over and assumes no re ibil for the neceeee fabrication,handling,shipment and Indstlation of components. 7.Design assumes adequate drainage Is provided. July 20,2016 8.This design I.Nmlehed eub)ed to the limitations rat fort by 9.Plates Mal be bated on both feces of truss,and placed as their anter TPBWTCA in SCSI,copies of which will be Nmished upon request. Anes coindde with joint center lines. MITek USA,Inc./Cam uTrus Software 7.6.8 qL)-E 10.Fe,basic connectoriscisizeofpglen in hdqrs. P ( 9.For te plate design values sue ESR-1311,ESR-7888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 74 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-87) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -75/ 352V -13/ 57H 5.50" 0.56 KDDF ( 625) 1'- 4.9" -51/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 9.0" -8/ 29V 0/ OH 5.50" 0.09 KDDF ( 625) 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" MAX TL CREEP DEFL = -0.005" @ -1'- 1.5" Allowed = 0.150" 1-05-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.041" MAX BC PANEL LL DEFL = 0.003" @ 1'- 3.8" Allowed = 0.092" MAX BC PANEL TL DEFL = 0.002" @ 1'- 2.8" Allowed = 0.122" 12 MAX BC PANEL TL DEFL = -0.001" @ 1'- 5.9" Allowed = 0.122" 8.00 F7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 4.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 4.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=19.7ft, TCDL=6.O,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 0 i the plane of the truss only. o 0 o M-3x4 1 l y 1-01-08 2-09 'PROVIDE FULL BEARING;Jts:2,3,4 t 0 PR Oir ." t N '4;.,9 0,0 6 , 89200PE 9r JOB NAME : RT AMERICAN STEP 4 PLEX - EJ1 �4�,,I/.�*f�,1/ Scale: 0.7095 -- WARNINGS: GENERAL NOTES, unless otherwise noted: r-$2.... aa'� /+�p-� `, "Cr 1.Builder and erection contredor should be advised of ail General Notes t.This design is based only upon the parameters shown and Is for r an individual $ O(�EGOI V *_ Truss: EJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper i 2.2x4 compression web bracing must be Instalbd where shown+. Inoorporatbn of component Is the responsibility of the building designer. ,/" /9l°° n f�� 4 3.Additional temporary bracing to insure stabrlpy during conWudlon 2.Oesipn assumes ms top and bottom chords to be latently braced at +O II L�.f'(L Is Ina respomlMpy of me erector.AddMlonal permanent bracing of T o.c.and at 19 o e.reapedMaly unless brecod throughout IWir lengm by !R R.I V+� DATE: 7/19/2 016 me a resperall tlmdure b the recontinuous sheatNng such as plywood sheathing(TC)andlor drywall(BC). eponsibility of the building designer. 3.2a Impact bridging or Were!brecing required where shown.+ SEQ.: K218 9 7 3 5 4,No load should be applied to any component antn ager all bracing and 4.Installation or truss is the responsibility of the respedhe contractor. fasteners are compete and at no time ahold any bads greater than 5.Design assumes trusses are to be used In e non-corrosive environment, TRANS ID: LINK design sada be applied to any component. and are for"dry condition"of use. qc12/31/2017 ��ry 5.CompuTrus has no control over and assumes no responsibility forme 6.Design assumes full Waring at Cl sapports shown.Shim or wedge If E�vpI R L 2�.T1/^„!..y fabrication,handling.ehipmenl and Installation of components. necessary. as. G//�hr IZ G, L lT. L/u 7.Designasume.adequate drainage Isprovided. siUIy 20,2016 6.This design Is furnished sub)ed to the limitations set forth by B.Plates shall W located on both faces of truss,and pissed so their center TP WwfCA in SCSI,copies of which will W fumhhed upon request. Ones coincide with Joint center linos. MiTek USA,Inc./Com uTrus Software 1 L 7.6.6 E 9.Digits indicate sire of plate in inches P ( )- 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.7" IBC 2012 MAX MEMBER FORCES INR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-67) 23 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 45.0 PIP 0'- 0.0" -103/ 454V -10/ 6BH 5.50" 0.73 KDDF ( 625) 1'- 9.2" -76/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 7.7" -31/ 66V 0/ OH 1.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 'COND. 2: Design checked for net(-7 psf) uplift at 24 "or spacing. B.00 12" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.0" Allowed = 0.150" MAX TC PANEL TL DEFL = 0.003^ @ 1'- 0.9" Allowed = 0.229" MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.9" MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.9" 3 -! Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1.6, o II Truss designed for wind loads o in the plane of the truss only. I-- 7 111 o O 2 rte' 4��' M-3x4 l l )' l 1-06 2-00 0-07-11 'PROVIDE FULL BEARING;Jts:2,4,3 I fi �' :92OOPE �l- JOB NAME : RT AMERICAN STEP 4 PLEX - ESJ1410!!! !!; Scale: 0.8734 -- WARNINGS: le CC .BaldG.This design unless on they rooted: -/ OREGON� 4 1.Binder and entlbn entndor should be e0vised did General Notes I.Thle design Is band only upon the parameters shove and Is ler an individual �/ Truss: ESJ1 and Warnings before cenbudlon commends. building component.Applicability of design parameters and proper 2.214 compression web bracing must be Installed where sheen*. bdrponlbn of component k the responsibility of the bridling designer. �/� "7 '" y w 2�7 "'� 3.Additional temporary bracing to insure stability during construction 2 Design seethes the tap and bottom deka to be laterally breed at 'V 1 ai' � Is the redAly of the erector.Additional M brae t 2 o.c end at le o.c.respectNety unless breed throughout Meir length by �''] spend permanent bracing o continuous sheathing such as plywood sheathing(TC)and/or dryweI(BC) �n�'L - DATE: 7/19/2016 the overall structure la the responsibAAy of the building designer. 3.28 Impact bridging of lateral bracing required where shod• SEQ.: K2 18 9 7 3 7 4.No load should be applied to any component until after an bracing and 4.Instagetbn of truss lathe reepensibWty of the respedNe contractor. fasteners are complete and st no tine should any beds greater than 5.Design assumes busses are to be used Ina non-corrode environment, TRANS I D: LINK design beds be applied to any component. end s,.or dry admeneumes an. wedge 5.CompnTrus hes no control over and eddies no responsibility for the 8 necessary. NI bee 1 al supports shown.Shim or we If EXPIRES:RES 12/31/2017 fabrletion,handling,shipment and mst.Iletbn of components. 7.Design assumes adequate drainage is prodded. July 20,2016 6.This design is fumiehad subject to the limitations eel forth by 8.Plates shall be located on both fads of bun,end placed so their center TPEWICA In SCSI,copies of which WA be Nmished upon request. And ooindde with joint center lines. 9.Digits Indicate size of pled in Inches. MiTek USA,Ino./CompuTfus Software 7.6.8(1L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 38-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-516) 538 4-5=(-1138) 7452 1-4=( -184) 68 2-6=(-7858) 1206 BC: 2x8 KDDF #1&BTR 2-3=(-516) 538 5-6=(-1138) 7452 4-2=(-7858) 1206 6-3=( -184) 68 WEBS: 2x4 KDDF STAND; LOADING 5-2=( -580) 3656 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 450.0)+DL( 380.0)= 830.0 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. 0'- 0.0" -727/ 4389V -2000/ 2000H 5.50" 7.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -727/ 4389V -2000/ 2000H 5.50" 7.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. J,- ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. \/�/ 6" lac in 1 row(s) throughout 2x8 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 XX 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.075" @ 4'- 10.0" Allowed = 0.438" 9" on n 2 row(s) throughout 2x6 webs, 9" cc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.165" @ 9'- 10.0" Allowed = 0.583" MAX HORIZ. LL DEFL = 0.012" @ 9'- 2.5" MAX HORIZ. TL DEFL = 0.020" @ 9'- 2.5" ICOND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-10 4-10 load duration factor=1.6, f f ,r End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5X3 M-5x12 in the plane of the truss only. M-1.5x3 f 1 2 3 U I- - o A _ a 0 co II - co It o II - - 4 x 5 x6 =M-10x10 M-3x10 =M-10x10 ) y e 4-10 4-10 1 y 9-08 ��V, C3 PROp re\cscc, GIN SR y© ,e :9200PE r"` JOB NAME : RT AMERICAN STEP 4 PLEX - H1 j, Scale: 0.5609 �, Cr WARNINGS: GENERAL NOTES, uMeuponhparamete OREGON �4/ Truss: H 11Builder end erection cangadot should be advised of al General Note. This design Isbased only upon the parameters era shown end is for an individual end Wemings before construction commences, building component.Applicability of design parameters and proper Qt 2.204 compression web bracing must be installed where shown*. incorporation of component is the raeponsibaty of the building designer. }e '1(3� 3.Additional temporary bracing to Insure Nobility during construction 2.Design eesumaa the top end bottom chortle to be laterally bread al Q II (', �� Is the responsibility of the wed°,Addition!permanent bracing of 7 u•c.end at 10 o c reapsdNely unites bread throughout their length by • /�s � 0- DATE: 7/19/2016 ma overall structure le the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywe8(BC), �k'� 3,Zr impact bridging or lateral bracing required where shown* SEQ.: K2 18 9 7 3 8 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contredor. fasteners are complete and at no gine should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end ere for-dry condition"of use. 5.Comdata has no control over and assumes no responsibility or the 8.Design assumes of bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment end installation of components. necaenase 7.Petlgnaallbessdedon drainagefsoftosis sed. n July 20,2016 8.This design ie furnished subjedet n to the limitationsetc set forth by B.Plates shag be located on both faces of toss,end placed so their caste! TPgWICA in SCSI,copies of which w@ be furnished upon request. Ines colndde vdth!Diol center Imes. MiTek USA Inc./Com uTrus Software7.6.8(114-E 0.Digits indicate size of pots in Inches. p10.For basic connector poo design values sae ESR-1311,ESR-t988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 65 5-6=(-141) 79 5-2=(-501) 298 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-125) 103 2-6=(-157) 304 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 6-3=(-216) 276 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 12 TOTAL LOAD = 45.0 PSP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 4.00 G,"' 0'- 0.0" -123/ 509V -47/ 66H 5.50" 0.81 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -209/ 73V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.012" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.1" Allowed = 0.041" MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ 0'- 9.0" M-1.5x3 4 Design conforms to mai n windforce-resisting -/ system and componentsand cladding criteria. M-3x4 3 Wind: 140 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I I load duration factor=1.6, f I I End Vertical(s) are exposed to wind, Truss designed for wind loads e� in the plane of the truss only. 0 0 rk Cd 0 I r 0 I I 5 X X6 M-1.5x3 M-3x4 ' PROE4 I 1-06 1-02-08 1 ��IN • 616 14? /©�, ` 89200PE r JOB NAME : RT AMERICAN STEP 4 PLEX - HJ Scale: 1.0366 /�:, �-44. WARNINGS: GENERAL NOTES, unless otherwise noted' 11. • OREGON C. 1.Builder and.radion contractor should be advised of al General Notes 1.This design I basad only upon the parameters shown and Is for an Indhdual 7j Truss: HJ and Warnings before construction commences. building component.Applicability of design parameters and proper L. 2.D:4 compression web bradng mull be Installed where shown e. Incorporation of component h the responsibility of the building designer. =' 4� 1 4 2.3 " - ' 3.Additional temporary bracing b Inure stability during construction Z.Design assumes the top and bottom chords to ba laterally braced N �,/ 4 '+: by Is the responsibility of the erector.Additional permanent bracing of z ntc.and at to hins respectively ply modunlesheathing(TC) Dread throughout their length). lieFi�'�� .Petalcontinuous Impactshginglerng such as acing re air a where shown own 4r dryweN(BC). DATE: 7/19/2016 the overact structure la the rasponstbNry or the budding designer. 3.gx tmwa bridging or later.)bracing required where st,own,. 4.Na bad should be applied to any component until after all bradng and 4.Installation of buss Is the responsibility of the respective contractor. S EQ.: K218 9 7 3 9 fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nuncnnwslve environment, bads be rippled to any component. and era fssumes Nndbbnbf use, TRANS ID: LINK design 5.ComwTnro has no control over end eewmes no responsibility for the 8.Design assumes I beefing at ail supports shown.Shim or wedge If EXPIRES: 12/31/2017. ry• fabricanon,handling.shipment and Instaliatlon of components. 7.Design assumes adequate drainage is provided. July 20,2016 8.This design Is furnished subject to the limitations set forth by 8.Plates shad be located on both faces of truss,and placed w their center TPUWI'CA in SCSI,copies of which will be furnished upon request. Ines corrode with Joint center linea. 9.Digits Indicate sin of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.B(1L)-E 10.For bask connector plate design values see ESR-7371.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 5.9" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -2) 65 7-8=(-190) 119 7-2=(-696) 296 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-221) 104 2-8=1-289) 524 WEBS: 2x9 KDDF STAND 3-4=(-139) 59 B-3=(-376) 161 LOADING 4-5=( -89) 51 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP 5-6=( -65) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 45.0 PIP OVERHANGS: 18.0" 20.6" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PIP Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -166/ 333V -97/ 152H 5.50" 0.53 KDDF ( 625) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 9.0" -396/ 421V 0/ OH 5.50" 0.67 KDDF ( 625) considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 5.9" -169/ 397V 0/ OH 1.02" 0.91 KDDF ( 625) 9'- 5.9" -122/ 371V 0/ OH 1.02" 0.93 ROOF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. kOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.012" @ -1'- 6.0" Allowed = 0.200" 0-10-12 9-06-11 9-UO-OB MAX LL DEFL = 0.023" @ 11'- 2.5" Allowed = 0.171" / / ` w MAX TL CREEP DEFL = -0.027" @ 11'- 2.5" Allowed.= 0.229" I I 'I MAX TC PANEL LL DEFL = 0.001" @ 0'- 6.9" Allowed = 0.028" 12 6 MAX TC PANEL TL DEFL = 0.001" @ 0'- 6.9" Allowed = 0.041" 9.00 D MAX HORIZ. LL DEFL = -0.008" @ 9'- 5.4" 5 MAX HORIZ. TL DEFL = -0.008" @ 9'- 5.4" Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 190 mph, h=21.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ro End vertical(s) are exposed to wind, o Truss designed for wind loads M-3x4 m in the plane of the truss only. M-3x4 3 0 Ee I M o1 r oI Ica ,v- 7 -/ M-1"5x3 M-3x4 1 y 0-09 y 1-06 y 9-05-15 !PROVIDE FULL BEARING;Jts:7,8,9 5 1408-09 y -M*<(' 615 r.., �52,�a, 44., IY� _fry r 89200PE r JOB NAME : RT AMERICAN STEP 4 PLEX - HJ1 ..., / Scale: 0.3979 WARNINGS: GENERAL NOTES, unless otherwise noted: Te e OREGON A, Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters Moven end b for en individual R GO1 V Truss: HJ1 end Warnings before construction commences. building component.Applicability of design parameters and proper ` 2.294 compression web bracing must be Installed where Moven v. incorporation of component Is the responsibility of the building designer. ' 1. 14 2�� # 3.AddNlonal temporary bracing to insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced al "V 4' 4 1 Is the responsiblaly of the erector.Additional permanent bracing of 2'o.c.and a 17 o c respectively anises braced throughout(heir length by IO- DATE: sheathing such as plywood sheathing(TC)and/or drywal(BC). '''��/// aR DATE: 7/19/2016 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown,e SEQ.: K2189740 4.Ne load should be applied to any component until alter all bradng and 5.4.Designassumesof truss is the asponelu«sf the respective ec ntrvimnrment, fasteners are complete and at no time should any loads greater theng design bads be applied to any component. and are for"dry oondElon"of we.TRANS 1 D: LINK B.DOmpuTNs has no control over and assumes no responsibility forme 6.Desigassumes Ng bearing at sl supports shown.Shim of wedge If EXPIRES: 12/31/2017 fabdcaNon,handing,shipment end metelttion of components. 7.Desgnassumes adequate drainage is provided. July 20,2016 6.This design is furnished cabled to the Imltetlons set forth by B.Plates shall be located on beth faces Clots,and placed so their center TPBWTCA In SCSI,copies of which MN be furnished upon request. lines coindde vdth joint center lines. 9.Digits Indicate sloe of plate in Indies. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basis connector plate design vatues see ESR-1311,ESR-7888(BMOC) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" - IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-919) 923 3-4=1-1792) 1796 1-3=1 -60) 91 2-4=1-1406) 1380 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 3-2=(-2266) 2256 WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -1350/ 1416V -2000/ 2000H 5.50" 2.27 KDDF ( 625) TOTAL LOAD= 45.0 PSF 1'- 10.3" -1355/ 1408V -2000/ 2000H 5.50" 2.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 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/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.001" @ 0'- 10.2" Allowed = 0.064" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.001" @ 0'- 6.7" Allowed = 0.096" M-1.5X3 M-3X8 MAX HORIZ. LL DEFL = 0.003" @ 0'- 3.5" MAX HORIZ. TL DEFL = -0.003" @ 0'- 3.5" 1 2 ICOND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting i system and components and cladding criteria. ' Ii Wind: 140 mph, h=19.6f t, TCDL=6.0,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), M Mload duration factor=1.6, I I End verticale s) exposed to wind, rn rn Truss designed forwind loads I I in the plane of the truss only. ,ti .a 1 I I All connections and attachments of components to form I I the structural system for imposed seismic loading is the responsibility of the engineer of record. f �4 / 3 �` Design assumes shear panel to align with verticals in adjacent trusses. M-3x8 M-3x4 Note:Attachments as stated above must account for the component overturning moment. 1 1 1-10-04 ��,,•tC3 PROF Fss vo :9200P r JOB NAME : RT AMERICAN STEP 4 PLEX - GHBP /. Scale: 1.2100 wee WARNINGS: GENERAL NOTES, nieces othervdee noted: • OREGON �'L. 1.Builder and erection contractor should be advised of al General Notes 1.Tills design h based only won the parameters shown end h for an Individual t to Truss: GHBP and Wamings before construction commences. building component.ApplkabAity of dealgn parameters and proper �L t A, 2.2x4 compression web bracing mud be Installed where shown.. incorporation of component b the responsibility of me building deelgner. /� '4'3\ 4 3.Additional temporary bracing to Insure atebgey during construction Z Destpn assumes the lop ail bottom Words to be laterally braced at r+�,/ l �.4 by Is the repontbilty of the erector.Additional permanent bracing of 7 0tIn and s ee hirec.crespectively ply woods bracedTl)end/or throughout rink length). //,� j)R 1�s++' conmpact kroemkg such l b aplywooddng to wired sheathing(TC)andrywaN(BC). F7 DATE: 7/19/2016 the overall structure N the responsibility of the building deWgner. 3.Zr impact bridging or afetal bndng required where kaon 0 SEQ.: I?218 9 7 41 4.No Toad should be applied to any component until ager all bracing end 4,installation of trust Is the responsibility of the respective contractor. Nehmen are complete and at no time Would any loads greater than 5.Desgn seeumes tenses ere to be used In.non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end ere for dry condition"muse. 5.CompuTrus has no control over and assumes no reeponsib ty form. 5.Design g .e eumb. a.All .t al supportsshown.. awn.Shim or wedge H EXPIRES: 12/31/2017 fabrication,handling.shipment and k/ellkkn of components. .I 7.Plates shell be adequate onbothdrainage is provided. UUIy 20x2016 B.This design b furnished subject to the Iknti.lbne tet form by S.plates chap be kilted bon laces of inns,and placed Sc melt center TPWVTCA In SCSI,copies of which MIA be furnished upon request. loss coincide with joint canter lines. 9.MiTek USA Inc./CompuTrus Software 7.6.8(1L}E .Digits For bascconnectorplate de inches. o Sinn vahros sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 65 5-6=(-141) 79 5-2=(-501) 298 BC: 2x9 KDDF 1#16BTR SPACED 29.0" O.C. 2-3=(-125) 103 2-6=(-157) 309 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 6-3=(-216) 276 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 12 TOTAL LOAD = 95.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 9.00 0'- 0.0" -123/ 509V -47/ 66H 5.50" 0.81 KDDF ( 625) ' LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -209/ 73V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LLL/240, TL=L/180 MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.012" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.9" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.1" Allowed = 0.091" MAX HORI Z. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ 0'- 9.0" M-1.5x3 4 Design conforms to main n windforce-resisting system and componentsand cladding criteria. M-3x4 3 Wind: 140 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I I load duration factor=1.6, End vertical(s) ore exposed to wind, - Truss designed for wind loads ea in the plane of the truss only. N ` 5 y \<6 M-1^5x3 K-3x4 vi1, ,© PR04, 1-06 1-02-08 �� NGIN '7� cStjQ� , . 89200PE Fr JOB NAME : RT AMERICAN STEP 4 PLEX - GJ ,r- Scale: 1.0366 l'0,141" 4121111111 WARNINGS: GENERALO.This design uNeuponthe aramUd OREGON to Truss: GJ Builder sbeforcontrectormouldbeadvhetl of el General Notes Thiscompbard only plcabnthe parameters shown and is(open Individual and compregs before constructionngmu commends building component.AppllrbNNy of design parameters and proper 9.° 2.2x4 compression web bracing must be Installed where shown�. incorporation of Component Is the responsibility of the building designer, ') 14 3.Additional temporary bracing to Insure stability during construction Z Design assumes the top and bottom drama to be laterally braced at by Is the responsibility of the erector.Addalond permanent brocmg of o.c.and d g o c rsuch as ply unlet bread(7C)and/or r dryeir length). DATE: 7/19/2016 the overall structure he me responsibility of the buildingdesigner. 2:c Imp om streaming such as acing rplywooequired mind where antlmr drywall(BC). 4.in Impact bdging or lbs rel bracing iy 01 the when mowo SEQ.: K218 9 7 4 2 4.Na road should be applied m any component until after all erasing and 4.Installation of Suss I.the responsibility of roapeame contractor. fasteners are complete and at no time should any loads greater than E.Design assumes trusses an to be used Ina nomcorrodve environment, TRANS ID: LINK design bade be applied to any component. and are or"dry condition.Druse. 6.CompuTms hes no control over and assumes no responsibility for the 6.De�gnn assumes NII bearing at ate supports shower.Shim or wedge If EXPIRES: 12/31/2017 mase fabrication,handling.Moment end installation of components. ry 7.Design sarmeaadequate drainage ispressed' July 20,216 6.This design is CSI,mi es of w i the I be time rt ofth by 8.Mena mei be'meted on bent laces of hose,and placed w their canter TPW/TCA In BCS!,copies of which WI be Nmhhed upon request. Ansa coincide with Joint center lines. 0.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector piste design values re ESR-1311,ESR-7 988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -2) 65 7-8=(-180) 129 7-2=(-530) 247 BC: 2x4 KDDF #15BTR SPACED 29.0" O.C. 2-3=(-177) 86 2-8=(-296) 476 WEBS: 2x4 KDDF STAND 3-4=(-135) 63 8-3=(-122) 160 LOADING 4-5=( -99) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-6=( -54) 26 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PIP Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" 0/ 439V -50/ 142H 5.50" 0.69 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 9.0" -255/ 151V 0/ OH 5.50" 0.24 KDDF ( 625) Unbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 3'- 1.6" -112/ 230V 0/ OH 1.86" 0.31 KDDF ( 625) considered for this design. 7'- 1.6" -158/ 330V 0/ OH 1.86" 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 11'- 2.5" -56/ 115V 0/ OH 1.86" 0.18 KDDF ( 625) 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/240, TL=L/180 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" 0-10-12 2-02-13 4-00 4-00-15 MAX TL CREEP DEFL = -0.012" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.001" @ 0'- 7.8" Allowed = 0.028" f fMAX TC PANEL TL DEFL = 0.002" @ 0'- 7.8" Allowed = 0.041" 12 9.00 .t 6 MAX HORIZ. LL DEFL = -0.007" @ 11'- 1.6" MAX HORIZ. TL DEFL = -0.007" @ 11'- 1.6" Design conforms to main windforce-resisting 5 system and components and cladding criteria. Ie Wind: 140 mph, h=21.7ft, 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, 4 o Truss designed for wind loads 1 in the plane of the truss only. M-3x4 N .13 M-3x4 3 z l' g in n 0 1 r 0 .1 tIlilli _ -/ 7 M-1.5x3 M-3x4 0-09 1 l l 9,' .0 Ffi 1-06 (PROVIDE FULL BEARING;Jts:7,8,4,5,6 I 11-02-08 t�ca t/'uI NE,,, ()/ 89200PE r JOB NAME : RT AMERICAN STEP 4 PLEX - GJ1 ...,--Scale: 0.3979 a/�� WARNINGS: GENERAL NOTES, unless Bap parameters �r OREGON Je,`.... 1.Binder and erection contractor should be advised of al General Notes 1.This deign is bard only upon the parameters shown and h for an individual REGOA V �L✓ Truss: GJ1 and Warnings before contlrudlon commence.. building compenam.Applbablllly of design parameters and proper sy -k- 2.204 comproWon web br.dnp mots be installed where shown a. incorporation of component h the rasponsibldy of the building designer. ,,° j 14 !1) 3.Additional temporary bracing to Insure tlablldy during constnet n 2.Deign assumes Ms lop end bottom chords to be 1 terody braced at "G/ Y' L Is the responsibility f the erector.Additional permanent bracing of T ntin and a Id o n respectively ply unlace braced(TC)and/or their length by ). p .f' R I L+ fty a 7 o.c.a d Maetg or such as ely oodunle s braced and/or air leA(BC). l+. DATE: 7/19/2016 the overall structure k the responsibility or the Wilding designer. 3. Impact bridging or lateral bradng required where Mown.+ SEQ.: 2 18 9 7 4 3 4.No load should be applied to any component until after all bracing and 4.Installation Lalan i num.s truss is costo sbe/Cydof th respective mcdon.mm, fasteners are complete and at no time should any beds greater men and era for"dry condition"of use. TRANS ID: LINK design beds be applied toscomponent. 8.Design swims full bearing.talsupports shown.Shim or'hedge If EXPIRES: 12/31/2017 noS.CompuTrus has control over and assumes no responsibility for the ssary. r� .A fabnoelbn,handling,shipment and Intlallation of components. 7.Deign assumes adequate drainage larovi provided' July 20,20 1 6 8.This design is furnished enlyad to the Imitation.rt forth by 8.plates shall be located on both faces of truss,end placed as their center TP W/ICA in BCS(,copies of which elI be furnished upon request. Ira coincide vMh Joint center line.. 9.Digits indicate sire of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E I0.For basic connector plate deign values see ESR-1311,ESR-1988(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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-21) 24 3-5=(-117) 88 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-56) 34 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)001( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -58/ 334V -14/ 47H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -22/ 153V 0/ OH 5.50" 0.24 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-03-12 0-03-12 MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" 1' MAX BC PANEL TL DEFL = -0.009" @ 1'- 10.6" Allowed = 0.157" 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" 4.00 7 MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to mai n windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), M-1.5x3 load duration factor=l.6, 4le End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only, o oI o oI oM I 1 • 1111112 I I 2 ��5 0 M-3x4 M-1.5x3 1 l l 3-03-12 0-03-12 l ,6 1-00 3-07-08 61,0 4.c(, PROs 4c, 17 89200PE r JOB NAME : RT AMERICAN STEP 4 PLEX - LI. 11110"Scale: 0.6296 Slur /y-.,�` WARNINGS: GENERAL NOTES, unless otherwise noted: /'y .. Truss: L 1 1.Builder end erection contractor Mould be advised of all General Notes 1.This design Is based only upon the parameters shown end b for an Individual '"J7 OREGON A`y 4 and Warning.before construction commence.. building component.Applicability of design peremetera and proper 107 \tx 2.204 compression web bracing must be installed where shown+. Incorporation o!component Is the responsibRty ohne building designer. �/� 91w 14 n � 3.Additional temperery bradng to insure stability during construction 2.Dasign assumes the tap and bottom chordate he laterally braced et r L ��.y. I.IM rospontlbllty of Me erector.Additional permanent tracing of 2 o.c and et 10 c.c.respectively unlace braced throughout their length by `_ 7/19/2016 the overall structure Is the re.penstbllty of me buildingda 2.imps continuous sheathing were as plywood sheathing(TC)where end tlrye.I(BC). "ken [']10- DATE: l bracing 4.Installation e tmpact sINs.er hterei pWakensanetb regulrod whpe dawo t a p'I 1-1 SEQ.: K2189794 4.Noencsarekl che eteanfoonocrneantsagarellerednhand 5.I.SgAsores I.ethe ereoility of respective ee won tor. Wieners are campele and at no time should any loads greater then 5.Destgn eewmee busses ere to be used In a rancorroeNa environment, TRANS I D: LINK design loads be applied to any component. end are for'dry condition'of use. 5.compul'rus has no control over and assumes no responsibility for Inc 6.Design assumes NI beedng et el supports Mown.Shim or wedge if EXPIRES: 12/31/2017 nece fabrication,handling.shipment and Installation of components. gna ss 7.Design tessawmes Weclogues drainage hoesotprodded...,en July 20,2016 6.This design Is furnished subject to the IlmpaBons set forth by 8.Plata..real be located on both laces of Wes,and plead m their center TPNWTCA In 9151,copes of which will be fumhhed upon request. Ines coincide with joint center line. Wee USA Inc./Com uTrus Software 7.6.8 1 L E 9.Digits Indicate size of plate In Inches. P ( )- 10.For basic connector plate design values see ESR-1311,EN12-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-4=(0) 0 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-50) 23 TC LATERAL SUPPORT <= 12"OC. LION. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSI' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -54/ 342V 0/ 47H 5.50" 0.55 KDDF ( 625) 3'- 4.7" 0/ 93V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 3'- 7.5" -44/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 0. For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 17 'GOND. 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/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.011" @ 2'- 1.4" Allowed = 0.189" MAX TC PANEL TL DEFL = 0.010" @ 2'- 1.4" Allowed = 0.283" MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.8" MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.8" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads O in the plane of the truss only. 0 I 1 / 2X 4 .. M-3x4 ), l 1-00 3-07-08 (PROVIDE FULL BEARING;Jts:2,4,3 I �r $0) PR op co NGIN ♦©19 * t-t 89200PE <" JOB NAME : RT AMERICAN STEP 4 PLEX - L2 ,, /��' Scale: 0.8761 [.' WARNINGS: GENERAL NOTES, diem otho n8s@ noted: /1A�+a /ti/'y Au I )a"` 1.Balder and eredion contractor should be advised of sl General Notes 1.This design b based only upon the parameters shown and Is for an Intlividual �j OR GOI Y VJ Truss: L2 and Warnings before construction commences. building component.Applicability of design parameters and proper La F� 2.2x4 compression web bracing must be Metalled oh.,.shave«. Incorporation of component Is the responsibility of the building designer. .e.0 }' 14 fl 4vs 4 A Additional temporary bracing to insure.tabu/during construction 2 Design assumes ms lap.M boMONS la be laterally braced et "4./ by Is the responsibility of the credo,.Additional permened bracing of a2 ores and at i e hies well as respectively woods bread(TC) /ut drab length). 49eR R i,.\- coreinuom sheathing well as plywood uire@ he e s 0,0,0 dryw.A(BC). DATE: 7/19/2016 Ira=overeN structure h me responsibility of the bulling desilpler. J.2e Impact bridging or lateral bracing raquiretl where strewn++ SEQ.: K2189745 4.Nn teed.1,0014 be.pplod to any 000rpon.nt unttl eft.r all bradng end 4. stalatonof swsauers�oMbueymafthrresn respective nneoter.nem, fasteners ere complete and at no time should any loads greater than Design assumes TRANS ID: LINK design bade be tippled to any component. 8.D and gn aecar ee MUb acing at supports.bows.Shim orwageu EXPIRES: [[sv 1n ry )^(T.I'7 5.CompuTM had no control over and mamas no responsibility for m. neceEXP(�Et3. L�a]�l GL7 I7 sorry. .l p febdcallnn,handling,shipment and Installation of components. 7.Design assumes adequate drainage h provided. July 20,�T GO 1 6 S.This design is furnished staged to IM limitations set forth by e.Plates shall be bated on both faces of INm,end plead w their anter TPINVTCA in SCSI,copies of which ted be banished upon request. Ines coincide vdth joint anter lines. 9.Digits odate she of plate In inches. MITek USA Inc./CompuTfus Software 7.6.8(1L(E 1o.For basic connector plate design value.see ESR-1311,ESR-19ee(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-33) 37 3-5=(-179) 120 BC: 2x4 KODF #16BTR SPACED 24.0" D.C. 2-3=(-79) 53 WEBS: 204 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -97/ 399V -20/ 64H 5.50" 0.63 KDDF ( 625) LL = 25 Ply Ground Snow (Pg) 5'- 9.0" -35/ 231V 0/ OH 5.50" 0.37 KDDF ( 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. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 2'- 10.6" Allowed = 0.285" 5-00-04 0=03-12 MAX TC PANEL TL DEFL = -0.053" @ 2'- 8.6" Allowed = 0.428" 1' '1' 1' MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 0.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . 3 -/ load duration factor=1.6, End vertical(s) are exposed to wind, T, Truss designed for wind loads A in the plane of the truss only. 0 0 I rd I 1 1 I 2�_ ** 5 0 M-3x4 M-1"5x3 1 1 1 5-00-04 0-03-12 1 1 1 1-00 5-04 � N((, PR OF , t4C�`� t. fi. ' -y- 89200PE r JOB NAME : RT AMERICAN STEP 4 PLEX - L3 j/-! Scale: 0.5852 #2, : WARNINGS:uilderGENERAL NOTES, udeuponMrvAse,n.tnoted: , 7/ OREGON 4, 1.Bottler and erection contractor should be advised dal General Notes 1.This design b based only upon IM parameters shown and is ler an individual L'' Truss: L3 and Warnings before construction commences. building component.Applicability of design perimeters and proper ` 2.2a4 compression web bracing mut be Installed where shown+. Incorporation of component Is the responsibility of the bulling designer. /� }/ /1 yav 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me top and bottom chords M be latently braced al "�✓ 4 L Is the responsibility of the eroder.Additional permanent bracing of 2ca'ntin end et td o.c.rsuch as ply unless braced throughout their length by R R 1 LN- DATE: 7/19/2016 the overall structure Is the responsibility of me building designer, Impact ridging or such as plywood required a where s own+drywag(BC). 3,Zr2t Impact bndging or lateral bracing roqulred v4nn shown++ SEQ.: K2189746 4.No load should Baapplied taany component until after all bracing and 4.Wollaston oftruss isthe responsibility ofthe respective contractor, fasteners are complete and at no time should any loads grater than 5.Design eeeumee truaee ere to M used In a noncorrosive environment, design beds be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 6.Design assumes ful bearing at all supports elm..Shim or sedge If 5.CompuTms Ms no control over and assumes no responsibilhy for Iha necessary. EXPIRES: 12/31/2017 fabrication,handling,shipment end lnetelNBon of components. 7.Design assumes adequate drainage la prodded. July 20,2016 6.This design I.furnished subject to the limitations at forth by S.Plates shall be located on both feces of truss,and placed a then center TPI,WTCA In SCSI,copies of which nil be furnished upon request. linea coindde 04th joint center lines. 8.Digits Mamie eaze of plate in Inches MITek USA Inc./Com uTrus Software 7.6.8(10-E IN.Forbasic connector plate values sue ESR-1311,ESR-1868(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 4.0" 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=(-20) 22 3-5=(-105) 78 BC: 2x4 KDDF $16BTR SPACED 24.0" O.C. 2-3=(-55) 28 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 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" -60/ 328V -12/ 92H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 4.0" -19/ 137V 0/ (410.001508" H 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" 3-00-04 0-03-12 MAX TC PANEL LL DEFL = 0.007" @ 1'- 8.6" Allowed = 0.145" '� '� 1' MAX TC PANEL TL DEFL = -0.008" @ 1'- 8.6" Allowed = 0.217" 12 9.00 MAX HORIZ. LL DEFL = 0.000" @ 3'- 0.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 0.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), M-1.5x3 load duration factor=l.6, 4 End vertical(s) a exposed to wind, 3 r ldIIIIIIIIIIIIII Tress designed for wind loads In the plane of the truss only. 0 N 0 ti I rn 1 I 2� �5 IF 0 M-3x9 M-1.5x3 l /, 1 3-00-04 0-03-12 l l l 1-00 3-04 tv ��GlNEfi6) y©'7 89200PE <" JOB NAME : RT AMERICAN STEP 4 PLEX - L4 / . Scale: 0.6472 i� l` , /� WARNINGS: GENERAL NOTES, unlessohrtwise noted: + OREGON Cpv. 1.Builder and erection contractor aloud be advised of al General Notes 1.This design is based only upon the parameters Moven and b for en individual R O V a.; ,( 4,1 Truss: L4 and Warnings before construction wmmenoes. building wmponent.Applkabllhy of design parameters and proper �L � ��\a" +, 2.244 compresalon web bradng must be inhaled where shown s, incorporation of component is the responsibility of the building designer. /"� 14 3.Additional temporary bracing to Insure stability during construction 2.Design ad I to'the tell end bottom chorda to be laterally braced al ,a � by b the respentbaty of Oro erector.Additional permanent bracing of 2 nand ale hing such as ply wood s bracatl(TC)a d/their length). {'7 f R i lmk' continuous9limed medbridging or such l b.Ong e where e shown n nor drywaA(BC). ''! DATE: 7/19/2016 the overall atruclura la the roaponalbNty of the building designer. 3.�Impsd bridging or ateral bndng required wA,ers Moven., SEQ.: K2 18 9 7 4 7 4.No dad should be applied to any component until after all bracing and 4.Installation ta Aet sorts Ohms are to beusedd here respective c enactor. fasteners are complete and at no time should any dads greater than Design TRANS ID: LINK design bads be applied to any component. 6.°D,dsraprs,.sum.nay„dnu sitNppan shown.Shim or u. 8.CompuTrus has no control over and assumes no responsibidry forme necessary. EXPIRES:. 12/31!2017 fabrkation,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. July 20,2016 6.This design is bmiahed subject to the limitations set forth by B.Plates steal be located on both faces of hues,and placed en their center TPAWTCA in SCSI,wpbs of which will be famished upon request. linea<oinside with joint center Ines. 9.Digit indicate size of plea in Inches. MITek USA,Ina./CompuTrus Software 7.6.8(1L)-E 10.For baste connector pate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x9 RIDE #1SBTR SPACED 24.0" O.C. 2-3=(-79) 67 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HOBE BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 911V -22/ 6888 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.40 KDDF ( 625) M-1.5x9 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.079" @ 2'- 11.1" Allowed = 0.972" 5-05-04 0-03-12 . i' MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" 12 4.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, 011 Truss designed for wind loads in the plane of the truss only. ti N O 1 N to Orn 1 -/ 1 2► 111.-- 115 0 M-3x4 M-1.5x3 . 1 1 5-05-04 0-03-12 1 1 1 1-00 5-09 ; ' ``1'GI R '%2 A. 89200PE r JOB NAME : RT AMERICAN STEP 4 PLEX - P1 _; /� _ Scale: 0.5715 WARNINGS: O.This GENERAL NOTES, unless otherwisetepenoted 17 OREGON f, VP Ct 1.andBolderW and erection contractor should be advised of al General Notes 1.buil dahlin p n based ppl upon y o p design parameters shown and Is faster Indlvldwl 4'' OREGON V I Y Al. Truss: P1 and Warnings before construction ammenas. incorporation component.Applicability is sllth of seansi perometera and proper F� 2.2s4 compression web bracing must be Installed where shown s. Ineerporotbn of component bine responsibility of the building designer, !'�/� w (Z�,}�' `"�r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the by and bottom chords to be laterally bread et 'V Y CSA Is the responsibility f the erector.Additional M bracing of T seas.and at ttl seas.respectively unless braced throughout their Isopto by �'�+ N o permanent continuous sheathing such es plywood sheathing(TC)and/or drywa8(BC). 4 DATE: 7/19/2016 lire overall structure b the responsibility ohne building designer. 3.Whiniest bridging or laaral bracing required where sham+v SE V218 9 7 4 8 4.Na bad should be applied to any component until after all bracing and 4.Installation of inIs the responsibnity of the respective contractor. 4 fasteners are complete and at no tkne should any bads greater than 5.Design saeume,busses are to be used Ins noncorrosive environment, design bade be applied to any component. end are ler"dry condition"of use. TRANS ID: LINK 5.eompurushoenocenalower.ndassumesnoroyrombti8ylerhe 8.Design assumes full b.arhrg atd.atnotta sheen.Shim or sedge It EXPIRES: 12/3`112017 neceeory, fabrication.handling,arapmenl and installation of components. T.Design mums adequate drainage Is provided. July 2O,2016 8.This design is furnished subject to the limitations set forth by 8.Plates Mall be bored on both faces atom,and placed w their center TPIWICA In SCSI.copies of which will be furnished upon request. Nees coincide with joint center lines. 9.Digits Indiate size of plate In inches. MITek USA,Inc./CampuTrus Software 7.6.8(1L)-E M.For basic connector plate deeIgn values see ESR-1371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 4.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 204 KODE' N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-33) 37 3-5=(-17B) 117 BC: 2x9 KDDF N1&BTR SPACED 29.0" O.C. 2-3=(-72) 50 WEBS: 2x9 KDDF STAND 3-9=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PIE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -49/ 395V -20/ 62H 5.50" 0.63 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 4.0" -35/ 230V 0/ OH 5.50" 0.37 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 1COND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.092" @ 2'- 10.6" Allowed = 0.285" 5-00-04 0-03-12 MAX TC PANEL TL DEFL = -0.054" @ 2'- 8.6" Allowed = 0.928" 1' '1 1' MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 0.2" 4.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, q (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, End vertical(s) are exposed to wind, T Truss designed for wind loads /1 in the plane of the truss only. 0 I , 0 cv 11111111111111116 1 1 2 .. 5 M-3x4 M-1.5x3 J' y l 5-00-04 0-03-12 ) ), 1-00 5-04 �ti Ea PRop ‹ : 619 NGLN fig �p IP `c` :9200PE <` JOB NAME : RT AMERICAN STEP 4 PLEX - L5y Scale: 0.5852 I try-.-- WARNINGS: GENERAL NOTES, unless otherwbe noted. p - OREGON w{.. 1.Builder and erection contractor should be advissed of aR General Notes 1,This design Is based only upon the parameter.shown end le for an Individual 9 �1�"" 40 Truss: L5 and Warnings before construction commenced. building componentApplhabllEy of design parameters and proper y 2.2a4 amprosdon web bracing must be installed where shown e. Inarporatlon of component le the roepondbNay of the building designer. �/O 2.0 y�� ' 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bosom chords to be laterally braced H L ��'�'^ Is the respondNRy of me erector.Additional permanent bracing of 7 continuous and at 1 P o.c.such as ply unless braced(TC)and/or they length by � Fi R 10- DATE: 7/19/2016 me overall structure is the respondbify MIN,building designer, 2.Impact a ct sheathing such lateral b alywg re uiredsheatIn ere s o n c• drywnN(BC). 3.In tmpact bonusing or 8,.,.resporacingnsibility required the when drown lee SEQ.: K2189749 4.Nobadshould n,leeiatl tat any as shout until hada aneaasinhand 4.DesigneeofteussIsIhs are to be ueonnea.pedsead won (edema era complete and at no time should any beds greater than N.and assumes bums are to be used M dawn-conoaros environment, TRANS ID: LINK design badabeappwadtoany wmponed. sneerer. aryandxbn of m. 5.CompuTns has no«Meal over and assumes no responsibility for the 8. egnmassumes NA inhaling at allauppons drown.Shim or Wedge If EXPIRES: 12/31/2017 rebrianon,handling,shipment and Installation of amponees. ry' 7.Design haassumes hcateden both Is hiss,provided. July 20,2016 6.This design is Nmlahatl eubfed to me limitations eat wit by S.Plates shall be located on both feat of hiss,and placed se their center TPIAVTCA In SCSI,espies of which nil be Nmlehed upon request. linea colndde with)NMI center lines. SMiTek USA,Inc./ComuTrus Software 7.6.81L E o pertDigit.indicate Mign values P ( F 1.Farbashate connector epee.Idenvelues see ESR-1311,ESR-19813(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 919BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x4 KDDF 91&BTR SPACED 29.0" O.C. 2-3=(-79) 67 WEBS: 2x9 RODE STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 411V -22/ 68H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.40 KDDF ( 625) ** 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. LOND. 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/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.079" @ 2'- 11.1" Allowed = 0.472" 5-05-04 0-03-12 f ' ,( MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" 12 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, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, End vertical(s) are exposed to wind, ,g Truss designed for wind loads Nin the plane of the truss only. N I N 0 N N l y 0 1 1 / I 2�� 5 O M-3x4 M-1.5x3 l l l 5-05-04 0-03-12 .6 ,6 1 1-00 5-09 4,ti��° p Ft Up61.0 :920 JOB NAME : RT AMERICAN STEP 4 PLEX - P2 "og Scale: 0.5715 air WARNINGS: GENERAL NOTES, unless otherwise noted. y1ry ('.w,pyAt w �)a I.Builder and erection contractor should be advised of al General Notes 1.This design h based only upon the peramatete shown end tarot en Individual OEl l.7O Y Ax W Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper // 2.TA compression web bredng must be Installed where shown+. incorporation of component h the responsibility of the bolding designer. - /�/* "7 w f1�} 3.Additional temporary bracing to inure stability during construction i Design assumes the by she bottom chords to M laterally braced at 'L,/ ` Y G 1 by Is the responsibility of the enactor.Addlbonel permanent bracing of T continuous ou at ea10'o.c.such es anode brecetl throughout malt length). '/d R 1 1.,k- conmpact sheathing such es bracing re lyse where s o and/or drywsN(BC). DATE: 7/19/2016 the overall structure is me responsibility of building designer. 3.2a Impact bridging orlaera!bredng required where mown++ SEQ.: K2189750 4.No load.05101 be epplied to any component 008 after at b,esg eed 5.4. the responsibility sed of n a respective contractor, fasteners ere complete and et no time should any loads greater thanand gra for"dry trusses use s re tob. TRANS ID: LINK design loads uehe.ocedtoenycomponen S.Design assumes MI bearing atall supports shown.shim orwedgeif EXPIRES: 12/31/2017 5.CompuTrue has no contra!over end awarded no responsibility ler the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. July 2O,2016 0.This design is Punished subject to the limitations set forth by A Plates Mal be Waled on both faces(Abuse,end placed so their center TPWVICA W SCSI,copies of witch will be furnished upon request. Anes coincide with jowl center lines. 9.Digits Indicate size of pate in Inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1L)-E tO.For basic connector plate design values See ESR-1311,ESR-less WITCO This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-30) 32 3-5=(-144) 117 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-62) 44 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 PIP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.I01. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 350V -18/ 57H 5.50" 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 9.0" -22/ 191V 0/ OH 5.50^ 0.31 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 "or spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.025" @ 2'- 6.8" Allowed = 0.244" 4-05-04 0-03-12 MAX TC PANEL TL DEFL = -0.025" @ 2'- 5.1" Allowed = 0.366" T T 'r 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.2" Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), lir- ... 11111111111.4d 4 -/ load duration factor=1.6, i H 111 111 Ill End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. NNc. N,-1I, 1OI 25 M-3x4 M-1"5x3 J' y l 4-05-04 0-03-12 l l y 1-00 4-09 VD P li 0P4" ��5 �tJCtl►VE7:�� /per ` " ®9200PE yr JOB NAME : RT AMERICAN STEP 4 PLEX - P3 ; ' Scale: 0.6038 --- WARNINGS: GENERAL NOTES, unless othen4ee noted 0 • Truss: P3 1.Builder and eredbneontrsdorshould beadvised elalGeneral Notes 1.me design Is based only upon the parameters shd.and isfor anindividual 57 OREGON 'Q/ and Warnings before construction commences. building component Applicability of design parameters end proper G �pe A 2.284 compression Nab bracing must be Installed where shown.. Incorpordian of component la the responsibility of the building designer. <0 -//' 14 '2P��$ Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom does to be laterally braced et 3.Additional �y�.w,. Is the responsibility of the erector.Additional permanent bracing of 2 continuous and et sheathing cin,each as ply unless braced(TC)a cul r dry bngth by k R RI'� DATE: 7/19/2016 the overall etrbucture bthe responsibility of the buildin dealner. Ziingor suchasre uiredwhere.emn 4eryweg(BC). e o 3.In Impact bridging or bbrel bracing required where shown be SEQ.: K2189751 4.fasiotashrew be m.pelenmanySeeuntil nyafter all eaWnhand 4.Designtmium.ctrIsthe responsibility bsuseofthe respeaosaevinon fasteners aro compete and at no time should any beds greater then 5.end are mistimes trusses are to be used In a non-corrosive environment, designloads be Ileal to an end ere for"dry condition.of use. TRANS ID: LINKe Y endcsen. 8.Design assumes halbearing atalsupports shown.Shim orwedge If EXPIRES: 12/31/2017 5.Compuirue Me no control over and assumes no responsibility for the .ary fabrication,handling,shipment and installation of components. 7.Designwassumes adequate drainage b provided. July 20,2016 N.This design is furnished aided to the limitations set nom,by 8.plates shag be bated on both faces of truss,and pieced so their center TPIMTCA in SCSI,copes of whkh will be famished upon request. Ines coincide with join center lines. MiTek USA Inc./Com uTrus Software 7.6.8 1 L E S.Digits indicate she of pieta in males. P ( )- 10.For beck connector plate design values see ESR-7371,ESR-1988(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 1 (Drawings not to scale)dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I ( Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. I404, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS 9 g,is always required. See SCSI. 01 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves a may require bracing,or alternative Tor I :0_(0) ., p bracing should be considered. r � O A � 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C6-7 designer,erection supervisor,property owner and plates 0-'nd' from outside 7-8 BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber Is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,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 eP Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING ..."••• 15.Connections not shown are the responsibility of others. Indicates location where bearings(supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ® number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. Mu MIN140 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone CSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, M e 20.Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013