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Plans (10) # PERMIT ADDRESS CLOSED 111 �� 24 MST2016-00336 17059 SW JEAN LOUISE RD 25 MST2016-00337 17067 SW JEAN LOUISE RD 26 MST2016-00338 17075 SW JEAN LOUISE RD 27 MST2016-00339 17083 SW JEAN LOUISE RD lvi ilek 28 MST2016-00340 17091 SW JEAN LOUISE RD MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 6-1 84 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: R47200314 thru R47200328 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ,<co PRUFFSS G��c, �NGINEF'9 /02 `z" 87022PE 9<' cv <ckAj OREGON cP 4 i 'Ab 4/BER OS A. HEP`�P E 'IRE :06/30/20 April 29,2016 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 R47200314 PL16-184_UPPER F01 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Sep 29 2015 MiTek Industries,Inc.Fri Apr 29 07f43:23 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-hktLhwsQbgCPTVno4vpZ ehkhHObS1OJMWrRwzLuho I 1-9-12 I 2-60 I Scale=1:18.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 m 8 �( a 7 3x5= 3x4= 3x4= 0- 9-8-4 I o-11 9-6-12 LOADING(ps() 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 0.16 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=-688/0,34=688/0 BOT CHORD 7-8=0/430,6-7=0/536 WEBS 46=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. �ca ..AGN FR ` o 2 87022PE 9x t cv(AT OREGO -( 0417 'P l''�MBEFt \ EXPIRES:06/30/2017 April 29,2016 1 f mllaramo ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/I-7473 rev.10/072015 BEFORE USE. + Design valid for use only with M7ek0 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 applcabilily of design parameters and properly incorporate this design into the overall I building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing BNI R iTEk' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaBly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 I Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47200315 PL16-184_UPPER F02 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.840 s Sep 29 2015 MiTek Industries,Inc.Fri Apr 29 07:4323 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-hktLfcw5QbgCPTVno4vp2 ehehFRbOCOJMWrRwzLuho 0-94 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 I I 1 2 3 4 5 6 7 e e e 0 ai e e 11 10 9 1 4x4= 4x8 = 3x8 = 3x5= 0-I 4 13-9-4 I 1 13-7-12 Plate Offsets(XX)- 111:Edge,0-1-8.1 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:67 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=600/0-1-8,11=600/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1028/0,3-4=-1028/0,4-5=1282/0,5-6=1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=973/0,6-9=0/523,4-10=-349/0,2-10=0/822,2-11=680/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��5 ��G I NE- - /% 2 ',c' 8 • 2 P E (9I' iv 7 w� , OREGO r1 A4/ 'P0„t,cctijeER Al 4 A. HE SER EXPIRES:06/30/2017 April 29,2016 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI47473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overal building design.Bracing indicated n to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing k MiT is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the INI R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB•89 and SCSI Building 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 R47200316 PL16-184_UPPER F03 Floor 22 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Sep 29 2015 MiTek Industries,Inc.Fri Apr 29 07:43:23 2016 Page 1 ID:5eV?tdjYIz0X2xysiFDVpzsmUO-hktLfcw5QbgCPTVno4vPZ ehahFsbP50JMWrRwzLuho I 2-1-4 I 2-6-0 I Scale=1:26.3 1.5x3 II 4x6= 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 I I 1 2 3 4 5 6 7 i IVIII -- 0 i , e • 1'J 10 9 6k 3x5= 4x8= 3x8= 3x5= 01118 15-1-4 I 0-1-8 14-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 . BCLL 0.0 Rep Stress Ina YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:71 lb FT=0%F,50 hE 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. <<- ‘7,,ED PROFec, ��5 t.NGI NEER /�29 87022PE r to cv yVgTOREG N q� 1N fiOncci�/ 11 �O S A. HO\ EXPIRES:06/30/2017 April 29,2016 1 MIMI AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. lot Design valid for use only with Mireke 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 verifythe applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi IC 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 ANSUIPIl Quaily Criteria,DSB-89 and BCSI Bonding Component 7777 Greenback Lane Safely Informaton available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 • Job Truss Truss Type Qty Ply POLYGON R47200317 PL16-184_UPPER F04 Floor 6 1 Job Reference(ootio Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Sep 29 2015 MiTek Industries,Inc.Fri Apr 29 07:4324 2016 Page 1 ID:5eV?tdjYiIzoX2xysiFD VpzsmUO-9wRjsywjBvo31 d4_MnQ26CBsQ5csKrBYXOFOzMzLuhn ¢aq 2-6o Scale=1:23.2 5x8 = 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 e a 0 • e a 11 10 9 8k 5x5= 4x8= 3x6= 3x4= 0-11-18 13-4-0 0-1 13-2-8 I Plate Offsets(X,Y)— 111:Edge,0-1-81 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) l/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 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 65 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=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. .\-?‘t° PRQFFss co 5GIN4-9 /%2 87022PE 9I' N yI-1.'Oj, OREGON rte Z.C// �O �MeERN\ �� OS A. HE¢\-\P EXPIRES:06/30/2017 April 29,2016 i mil_ I WARNING-Verify rrry desi gn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent 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 IYI 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,051.89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47200318 PL16-184_UPPER F05 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Sep 29 2015 MTek Industries,Inc.Fri Apr 29 07:43:24 2016 Page 1 • ID:5eV?tdjYilz0X2xysiFDVpzsmUO-9wRjsywjBvo31 d4_MnQ26CBnr5ZrKpgYXOFOzMzLuhn 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 — Zr e e e e 10 9 /rtVQ� 4x8= 4x10 = 4x8= 4x8= 15-1-4 I I 15-1-4 Plate Offsets(X,Y)— f1:Edoe,0-1.81,j8:Edoe,0-1-81,f11:Edoe,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(TL) -0.15 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.52 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=1049/0-5-8,8=1092/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=2144/0,3-13=-2144/0,3-14=2144/0,4-14=2144/0,4-15=-2274/0,15-16=2274/0,5-16=2274/0, 5-17=2274/0,6-17=2274/0 BOT CHORD 10-11=0/1265,9-10=0/2471,8-9=0/1569 WEBS 6-8=-1819/0,6-9=0/823,5-9=278/0,4-10=382/0,3-10=307/0,2-10=0/1027,2-11=-1603/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)152 lb down at 13-2-8,152 lb down at 2-3-0,117 lb down at 1-5-7,112 lb down at 3-0-10,112 lb down at 4-7-13,112 lb down at 63-0,112 lb down at 7-10-3,112 lb down at 9-5-6,112 lb down at 11-0-9,and 112 lb down at 12-7-12,and 118 lb down at 14-2-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,a D P R OFFS Uniform Loads(p8) �'� cS Vert:8-11=-5,1-7=-50 �,N tGNGiNEFi9 X029 Concentrated Loads(Ib) Vert:6=112(F)3=112(F)2=152(F)12=117(F)13=112(F)14=112(F)15=112(F)16=112(F)17=112(F)18=-152(F) r . 870 2 P E r 19=118(F) i ,/ tP y0 /.. /\./ Al>, OREGON c O4i •P ,I,/BER N\ .\ OSA. HE ` EXPIRES:06/30/2017 April 29,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 6(11-7473 rev.10103t2015 BEFORE USE El Design void for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual buiding component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT IC 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/fPll Quality Criteria,DSB-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 I Job Truss Truss Type Qty Ply POLYGON PL16-184_UPPER F06 FLOOR GIRDER 2 1 R47200319 Job Reference(ODbonau Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Sep 29 2015 MiTek Industries,Inc.Fri Apr 29 07:4325 2016 Page 1 ID:SeV?tdjYIz0X2xysiFDVpzsmUO d6?54HxLyDwwfnfAwVxHePj1vUyo3KChmgTyWpzLuhm 1-10-4 I 2-6-0 Scale=1:25.7 3x4 II 3x5= 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4 I I 12 3 4 5 6 7 e• e O e ee e e • 10 9 4. 3x6 = 3x6= 3x6= 3x6= I 15-1-4 15-1-4 Plate Offsets(X,Y)— fl:Edae,0-1-81 LOADING(pst) SPACING- 1-0-0 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=408/0-5-8,8=408/0-5-8 Max Uplift11=122(LC 6),8=-122(LC 7) _ Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-262/262,2-3=957/163,3-4=-957/164,4-5=1006/150,5-6=1006/150, 6-7=-348/348 BOT CHORD 10-11=251/634,9-10=144/1068,8-9=-229/734 WEBS 6-8=-858/275,6-9=304/615,4-9=-411/388,4-10=432/373,2-10=293/674, 2-11=730/221 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)11=122, 8=122. 3)This truss has been designed for a total drag load of 2000 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-1-4 for 132.4 plf. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��rl 0 P R OFFS c., .,%--Co 4 s/`-',4- 0.-__. 44, 87022PE r' y SAT OREGO (1 4 o N "P.0' �MQER '\1 �O SSA. HO", EXPIRES:06/30/2017 April 29,2016 1 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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Beforeuse,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 tens web and/or chord members only.Additional temporary and permanent bracing IYI-■ 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/TPII QuaMy Criteria.DSB-89 and SCSI Balding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Cerus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47200320 PL16-184_UPPER F07 Floor 4 1 Job Reference(optional) Pacific-Lumber&Truss Co., Beaverton,Oregon 7.640 s Sep 29 2015 MiTek Industries,Inc.Fri Apr 29 07:4325 2016 Page 1 ID:5e V?tdjYi lz0X2xysiFDVpzsm UO-d6?54HxLyDwwfnfAwVxHePj 1 GU_t3OZhmg?y WpzLuhm I 0-11-4 I 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:11.3 I-_ ■ III MgrAihilihIIII I WV/ ME kIM MI Fil 5 =' 3x4= 3x4= �1-� 3-8-4 j 1_ 3-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 """ 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/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. c��co� AGN FR % 870 2PE ,44 �r N SAT OREGON ti�Q�� 9c' �1 ER N0 pS A. 1-1E-01:- EXPIRES: E0PEXPIRES:06/30/2017 April 29,2016 I4 MINIM ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the buildingdesigner must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47200321 PL16-184_UPPER F08 Floor 14 1 Job Reference(optional) •Pacific Lumber&Truss Co., Beaverton,Oregon - 7.640 s Sep 29 2015 MiTek Industries,Inc.Fri Apr 29 07:4325 2016 Page 1 ID:5eV?ttljYilz0X2xysiFDVpzsmUO-d6?54HxLyDwwfnfAwVxHepjOkU?230Qhmg?yWpzLuhm I 2-6-0 I 0.11-12 1 1 0-6-12 azar= 1 1.5x3 II 2 3x4= 3 3x4 II 4 Scale=1:11.2 - o - / e1 z • 7 S 5 1.5x3 II 3x4= 4x6= 32-10-4 I 3-74 1? I 4-6-8 1 3-7-4 1-8 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) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-6.8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=128/Mechanical,6=385/0-6-0 Max Gray 7=152(LC 3),6=385(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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(Of) Vert:5-7=6,1-4=80 ,D pROFe ConcentratedVert: Loads(F)) Ca tIG N. s/O Vert:4=125(F) 2 'rte 87022P� �f , . I +N � fiAT OR GON ti�O�� 'AQ� AA. HE H EXPIRES:06/30/2017 April 29,2016 mem 1 iti ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/032015 BEFORE USE. Design valid for use only with M7ekt&connectors.This design is based only upon parameters shown,and is for an individual building component,not « a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overal 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 properly damage.For general guidance regarding the IMI 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPII Qualify Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47200322 PL16-184_UPPER F09 Floor 15 1 Job Reference(o_ptional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Sep 29 2015 MTek Industries,Inc.Fri Apr 29 07:4325 2016 Page 1 ID:5eV?tdjYIz0X2xysiFDVpzsmUOd6?54HzLyDwwfnfAwVxHePj0pU?J3OLhmg?yWpzLuhm I 2-6-0 1 0-5-12 1 I 0-6-12 av41= 1 1.5x3 I I 2 4x4 = 3 3x4 II 4 Scale=1:11.3 - O co { < i 7 5 1.5x3 II 3x4= 4x6= 3-4-4 I 3-1-41 I -0. 48 I 3-1-4 'd-14 0-8-4 0-1-8 Plate Offsets(X,Y)— 14:0-1.8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:27 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=102/Mechanical,6=368/0-6-0 Max Gray 7=129(LC 3),6=368(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 3-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Concentrated Loads(lb)—60 '\��E G N FF063 Vert:4=125(F) �,, l`� F,g O29 4 870 2PE r. yN niN �Al, OREG N (yam O<U "Po AMBERO OS, A. He?, EXPIRES:06/30/2017 April 29,2016 0 ®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 Mack®connectors.This design is based only upon parameters shown,and is for an individual budding component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate the 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 - MTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality 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 R47200323 PL16-184_UPPER F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.640 s Sep 29 2015 MiTek Industries,Inc.Fri Apr 29 07:4326 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-51ZfHdyjW2nGwEMUCTWBdGC uLQorhq?KkV2FzLuhl 1 0-5-4 I 2-6-0 1 1.5x3 II 2 4x4 = 31.5x3 II Scale=1:11.3 J 03 5 3 .. 4x4= 3x4= �1-� 3-2-4 3-0-12 I 1 Plate Offsets(X.YI— (5:Edge.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 0.17 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. (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. �ti�,ED PRo>�Fss c�� ANGINE '7- �a2 rr 870 2PE �9t- N -0,, OREGON tiz Q�N Of, MBER � SA. H - 2 EXPIRES:06/30/2017 April 29,2016 I I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIh7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notes a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporatethis design into the overall MeV design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing eV is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualty Criteria,DSS-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 R47200324 PL16-164_UPPER F11 Floor 33 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Sep 29 2015 MiTek Industries,Inc.Fri Apr 29 07:4326 2016 Page 1 I D:Se V?tdj Y Iz0X2xy s i F D V pzsm U O-51ZTH dyJ W1n G W E M U CT W Bd G Cq u Heomj q?I<kV2 Fz Luhl I 1-11-4 I 2-6-0 I Scale=1:26.0 1.5x3 I I 4x6= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 e e e e 05 eZ''''''..'''''...'''''''''' • a 0 e e 141 10 9 8 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) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stresslncr YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1369/0,3.4=1369/0,4-5=1452/0,5-6=1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=1072/0,6-9=0/622,2-10=0/725,2-11=945/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c. - �� 870 2PE , rr N ,CV 5. <C‘�A,, OREGON r, 4/ '5)O SMB ER 1\ Or, A- HE# EXPIRES:06/30/2017 April 29,2016 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 01I1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated B to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quail),Criteria,DSB-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 R47200325 PL16-184_UPPER F12 Floor 24 1 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Sep 29 2015 MiTek Industries,Inc.Fri Apr 29 07:43:26 2016 Page 1 ID:SeV?tdjYilz0X2xysiFDVpzsmU0-512THdy,W2nGwEMUCTWBaGCzuJlonrq?KkV2FzLuhl 1 0-10-0 I 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 e• o L° 1 A� 9 e 8.e� 7 Y !y�y 4x5= __ 1.5x3 II 3x5 C� 3x4 = I 11-4-0 I 11-4-0 Plate Offsets(X,V)- f1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 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. _co PROPex. 4c\o �NGINEFR X02 _' 87022PE 91' / yA�'0 OREGO 1 ti�OWN C' OBER �`s A. HE R�P EXPIRES:06/30/2017 April 29,2016 _ 1 Verify-Ve'/y desi gn parameters and READ NOTES ON THIS AND INCLUDED MIMICREFERENCE PAGE MIF7473 rev.10/032015 BEFORE USE. 11 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,note a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design info the overs@ 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/TP11 Qualify Criteria,DS6-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47200326 PL1e-184_UPPER F13 FLOOR GIRDER 3 1 Job Reference tootionall Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.640 s Sep 29 2015 M7ek Industries,Inc.Fri Apr 29 07:4327 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-ZV7rUacUgAeu4pY1v_IjgpMvIZJX5s E_U3ahzLuhk 1 1-2-12 1 1-10-0 I I 1-8-8 Scale=1:25.4 3x4 II 6x12= 3x4 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 4x8= 3x4 II 1 2 3 4 5 6 7 8 9 e .J i e a e '-/ NN— '1 a \ e e .' 13 a ° 12 11 3i 5x8 = 6x16= 3x5= 4x10= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,V)— 11:Edoe,0-1-81,PI 0:Edoe,0-1-81,114:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.13 12-13 >999 360 • BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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. Strongbacics to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)825 lb down at 3-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-14=8,1-9=-80 Concentrated Loads 825(F)) �� R0 NE FF`Sn ��\� �,. F9 0* 87022PE 1- GAJ, QREG N tii O4 5C FABER 'N\ pSA- HO; EXPIRES:06/30/2017 April 29,2016 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®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 - - T building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing- Wel( is always required for stability and to prevent cotapse 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/M1 Quality Criteria,DSII-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-184_UPPER F14 R47200327 FLOOR GIRDER 3 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(oDfionall 7.640 s Sep 29 2015 MiTek Industries,Inc.Fri Apr29 07:43:27 2016 Page 1 ID:5eV?ttljYIz0X2xysiFDVpzsmUO-ZV7rUzzcUgAeu4pY1 v_IjgpJjlbhXBy_E_U3ahzLuhk I 1-8-4 I 2-6-0 I Scale=1:25.4 3x4 I I 4x8= 1.5x3 I I 3x4= 1.5x3 II 4x8= 3x4 I I 1 12 2 13 14 3 15 4 16 5 17 6 18 o e o oe 0 e e ® e 10 9 !r� 4x6= 4x10 = 4x8= 4x6=- I I 14-11-4 14-11-4 I Plate Offsets(X,V)— 11:Edoe,0-1-81,18:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl L/d 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/TPI2007 (Matrix) Weight 74 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=873/0-5-8,8=833/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-1758/0,13-14=1758/0,3-14=1758/0,3-15=1758/0,4-15e_1758/0,4-16=1867/0,5-16=-1867/0, 5-17=1867/0,6-17=-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(pit) _ PRofFs Vert::8-11=-5,t) 1-7=50 Concentrated Loads(Ib) � NGINEF `' Vert:6=-89(F)4=89(F)12=100(F)13e_95(F)14=-129(F) = 1589(F)16=-89(F)17=-89(F)18=129(F) �� 2 870 2PE 9 y �.5, OREGO ti o4/ 'A0 AMBER \\ OS A. HE?' EXPIRES:06/30/2017 April 29,2016 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIr-7473 rev.101032015 BEFORE USE. r Mi Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not llu a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord membisers only.Additional temporary and permanent bracing A ilrek* always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the INI 1 R. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPI1 QuaNly Criteria,051-89 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 R47200328 PL16-184_UPPER F15 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co. Beaverton,Oregon 7.640 s Sep 29 2015 Mi Tek Industries,Inc.Fri Apr 29 07:4328 2016 Page 1 ID:SeWtdjYIz0X2xysiFDVpzsmUO-1 hhEiJ_EF81V WEOIbdV_G2LXT_FGiL7SeDc68zLuhj I 1-5-12 I 2-6-0 I Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 °S ocg 8 u 7 3x5= 3x4= 3x4= 944 I 0.1 9-2-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:46 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=406/0-4-0,8=406/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-639/0,34=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. 3 :O PRQFFss <rN- OA —.76) /04_ 44 . ' . 87022PE r" N N y <(‘A?, OREG N etc)ato 1' '4,/ BER '\1 Qr `s A. HEtx-4 EXPIRES:06/30/2017 April 29,2016 s -� 4 ®WARNING-Verify design parameter:and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1t Design valid for use only with MSek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - -, building design.Bracing indicated is to prevent bucking of individual truss 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Criteria,051.89 and SCSI Building Component 7 re Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Clrus Heights.CA 95610 mil MiTek3 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: AMERICAN MODERN 5-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: K1878503 thru K1878543 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. �� p PR o1 06, ,t4GINFF� w 4t' 89782PE 52 OREGON 'A U l R,�4 & ! 12016 _..` April 7,2016 Rivera,Mark 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. 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 #16BTA LOAD DURATION INCREASE = 1.15 1-2=(0) 0 1-6=(0) 0 2-7=(0) 0 5-7=(0) 0 BC: 2x9 KDDF #166TR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. U010. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LI( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" 0/ OV 0.00" 0.00 yyyyy ( 0) 6'- 10.5" 0/ OV 0.00" 0.00 yyyyy ( 0) ver.ica or equal non-structural LL = 25 PIF Ground Snow (Pg) 7'- 0.5" 0/ OV 0.00" 0.00 yyyyy ( 0) vertical members ((slion). 20'- 8.0" 0/ 'OV 0.00" 0.00 yyyyy ( 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 CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 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" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed= 0.458" 11-02-12 9-05-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.008" MAX TLCREEP 1 LL DEFL = 0.000" @ MAX 11'- 2.8" Allowed= 0.681" 20-08 ,I MAX TL CREEP DEFL = 0.000" @ 11'- 2.8" Allowed= 0.908" 12 12 IIM-4x4 d 6.00 6.00 14q Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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. Zill I'' -'�+ REFER TO COMPUTRUS STANDARD /oa�p m GABLE END DETAIL FOR COMPLETE rn r�� SPECIFICATIONS. DESIGN ASSUMES SHEATHING o II'III 0 TO ONE FACE ONLY 4 56 1 1 6-08-12 13-11-04 1 y JO ). 1-06 k 6-10-08 13-09-08 y 7-00-08 0-02 13-07-08 ��, 9 PRQ��ScS' Yl y y ), �,�`' <�GINE�R ion 1-06 20-08 (t.' 89782PE r JOB NAME : AMERICAN MODERN 5-FLEX - AlScale, 0.2723 , �- -.. WARNINGS: GENERAL NOTES, udandhheparan to S. -9 OREGON qa" 1.Blinder end erection contractor should be advised of sit General Notes 1.This design Is bawd only upon the parameters shown and is bran individual Truss: Al and warnings won.constractbn wmmenaee, banding component.Applicability of design parameters and proper q • 2.2a4 compression web bracing mud be Installed where shown+. Design nincorporaton ofhetpcomponentIs the responsibility of the building designer. (....,"q‘ 3.Additional temporary bracing to Insure stability during conetructbn 2.Design and at top and billy u chortle to 4 lrougho bread d Is tire responsibility of the erector.Additions(permanent brecmg of 2 ntio. antl ale hin.rsuch as ply unless braced(7C)and/or their dry langur). continuous sheathing such as plywood shaathing(TC) tlrywel(BC). �by � !"�. U�. l � DATE: 4/7/2016 - the overall structure Is the responsibility OM building designer. 3.2c Impact bridging or lateral bracing required where shown++ SEQ.: vi8 7 8 rJ 0 3 4.No bad should be applied to any component until ager all bracing and 4.Indalelion of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive envhonment, design bade be applied to any component. and are for"dry aedtloe of use. wedge TRANS ID• LINK 6.DedgnaseumeaNebearing danwpporlsshown.Shim orwe If EXPIRES: 12/31/2016 5.compurms has no corero(over and.ewm.a no rewoala(Ity for the mcem , fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. April 7,2016 8.This design Is lamlehed eub(ed to the limitations eel forth by 8.Plates shah be bated on both faces of truss,and placed so their center TP WJfCA in SCSI,copies or which WI be furnished upon request. lines coiridde with joint center lines. 9.Digits radiate size of plate In Inches. M)Tek USA,Ino./CompuTfao Software 7.6.7(114E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -3) 92 8- 9=(-121) 193 8- 2=(-1040) 320 9-13=(-465) 199 BC; 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=( -939) 210 9-11=( -9) 16 2- 9=( -126) 829 13- 5=(-137) 542 3- 9=(-1307) 349 11-12=( 0) 0 9- 3=( -553) 181 13- 6=(-260) 135 LOADING 4- 5=( -933) 277 10-13=(-285) 1135 9-10=( -230) 855 6-14=(-116) 127 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -939) 295 13-14=(-225) 966 3-10=( -73) 397 19- 7=(-192) 921 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1125) 277 14-15=( -30) 62 11-10=( 0) 51 7-15=(-828) 248 OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 10- 4=( -8) 209 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:2-9,6-7,14 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -125/ 1069V -140/ 193H 5.50" 1.71 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 8.0" -103/ 868V 0/ OH 5.50" 1.39 KDDF ( 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(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" 11-02-12 9-OS-09 MAX LL DEFL = -0.033" @ 6'- 8.8" Allowed = 0.987" f ,r MAX TL CREEP DEFL = -0.067" @ 6'- 8.8" Allowed = 1.317" 3-07 3-03-08 4-04-04 4-05 5-00-04 f f f 1' '' 1' MAX HORIZ. LL DEFL = 0.016" @ 20'- 6.3" MAX HORIZ. TL DEFL = 0.026" @ 20'- 6.3" 12 12 6.00 1;7". IIsi-4x9 d 6.00 4.0" Design conforms to main windforce-resisting 5 ,f-,( WF\ system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,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, 9 Truss designed for wind loads IIIIIHNbli111111111.011101111111111: in the plane of the truss only. 3'r of ir �l1' 13 T -'� 10 14 15 o N M-3x8 M-1.5x3 .a f-- o 8 9 M-1.5x3 M-3x8 M $ ~ M-1.5x3 l y y y y y 3-05-04 3-03-08 4-06 4-08-08 4-08-12 Jr l l l 1-06 6-10-08 13-09-08 1 7-00-08 0-02 13-07-08 y � �R Q�C�SS l 20-08 y � N(''tlV��rR r02 '' :9782PE 9c' JOB NAME : AMERICAN MODERN 5-PLEX - A2 Scale: 0.2509 irWARNINGS: GENERAL NOTES, unless otherwise noted jam„ Truss: A2 1.Builder and erection contractor should be advised oral General Notes 1.This design is based only upon the parameters shown and is for an individual V REGON2o�. �` and Warning.before construction commences. building component.Applicability of design parameters end proper 7 OREGON V r 2.2a4 compression web bracing must be inatelbtl where shown+. incorporation of component la the responsibility of the building designer. 3.Adtlftlonai temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1/+v q ,}1f +i b � e Is the responsibility or the erector.Additions'permanent bracing of Dec.. and at f ly o.c.reach as sly unless braced throughout their length by �+ 1 1 1 DATE: 4/7/2016 the overall ebuctureisthe re delepetoontinuouridginger!Morelacngreuiredwters sheathing(TC) B4 U t responsibility of the building designer. 3.2a Impact bridging or!Morel bracing required where Mown+♦ 4. S EQ. : K 18 7 8 5 0 9 4.No bad should be applied to any component unfit after all bracing and 4.Installation Whin Is the responsibility of respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design aaeumes trusses are to be used In a noncorrcahe environment, TRANS I D: LINK design loads be applied to any component. and are far"dry condition'.of use. 5.CompuTnn Morn control over and tisanes no reeponslblllty for the 0.Design assumes Nil bearing et all aupporb thaw,,.Shim or wedge it EXPIRES: 12/31/2016 . mbrtcetlon,handling,shipment and installation of componante. 7.Design assumes adequate drainage is provided. S.This design is furnished subject to the limitations sat forth by B.Plates Mae be boated on both faces of truss,and pieced so Rein center April 7,2016 TPW.ICA In SCSI,copies of which will be furnished upon request. Ines coincide with lobi center lines. L)-E 9.Digits indicele size of plats In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 10.For baNc connector plate design values see ESR-1311,ESR-19135(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 #168TR LOAD DURATION INCREASE = 1.15 1- 2=1 -867) 208 7- 8=(-109) 136 7- 1=1-830) 231 13- 5=(-294) 135 BC: 204 KDDF #13BTR SPACED 29.0" O.C. 2- 3=(-1186) 309 8-10=1 -53) 201 1- 8=(-174) 786 5-17=( -82) 130 3- 9=( -893) 271 10-11=1 -50) 189 8- 2=(-493) 156 17- 6=1-189) 913 WEBS: 2x9 KDDF STAND LOADING 4- 5=1 -899) 288 9-12=(-200) 838 8- 9=(-160) 592 6-18=(-821) 245 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1115) 273 12-13=(-229) 933 2- 9=1 -52) 312 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 11-19=1 -21) 94 10- 9=1 0) 120 TOTAL LOAD = 42.0 PSF 13-15=1-199) 861 9- 3=( 0) 168 14-16=1 0) 0 3-13=(-376) 164 Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) 15-17=(-221) 955 11-12=1 0) 107 17-18=1 -30) 61 13- 4=1-131) 506 considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14-15=( 0) 85 ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ RHO REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -102/ 858V -138/ 130H 5.50" 1.37 KDDF ( 625) 20'- 5.0" -102/ 857V 0/ OH 5.50" 1.37 KDDF ( 625) 10-11-12 9-05-04 ,' T f ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 3-04 3-03-08 4-04-04 4-05 5-pp-09 ,r VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 fMAX LL DEFL = -0.032" @ 12'- 8.2" Allowed = 0.975" 12 12 6.00 MAX TL CREEP DEFL = -0.075" @ 12'- 8.2" Allowed = 1.300" I IM-9x9 Q 6.00 MAX HORIZ. LL DEFL = 0.013" @ 20'- 3.3" 4.0n MAX HORIZ. TL DEFL = 0.022" @ 20'- 3.3" 4 4'-Q NN\ Design conforms to main windforce-resisting system and components and cladding criteria" M-3x411111111.11i -3x4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, �'r End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 2 M-3x4 r� o 6 m M-3x4 it 1 1bill m f o 4� ve y m v -/I E 13 7 17 *18 .-I 1�1-igiri: M-4x8 I M-9x6 M-1.5x3 oo f 7"I lid, 8 M-`1116 M- x5 M-§�J '' M-1.5x3 M-3x8 M-3x5 M-3x5 M-3x5 y l l l ) l l ) 3-02-04 3-03-08 2-07 1-11 1-08-08 3-00 4-08-12 l l l 6-07-08 13-09-08 y y ) ��tO Opt. 4-6 13-00 6-09-08 7-05 ' t`GINE.• �/ 1 l 20-05 89782PE r' JOB NAME : AMERICAN MODERN 5-PLEX - A3Scale: 0.2631 ,-.‘ r✓ WARNINGS:d.r. OThIsdeignisb, uMaupotherwise parnoted ,,,r7 OREGON '..- Truss: 40 t.Boldest and erection contractor stwJd be advised of all General Notes 1.This design Is bated only upon the parameters shown and is for an individual lip 7 C/ RI-.l�V I V ,.,! Truss A3 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 �� [yam 2.Zrt1 compression web bndng mud M installed where shown«. incorporation of component Is the responsibility of the building designer. �C 3.Additional temporary bracing b Insure stability during construction Y.Design assumes the top and bottom chords to be laterally braced al _1 Is the responslbllty of the erector.Additional permanent bracing of T o e.and at 70 ova raapectNaty unless braced throughout their length M j*. `l. continuous sheathing such as plywood sheemhry(TC)and/or drywal/BC), !"A U;,". s . DATE: 4/7/2016 me overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown«« SEQ.: K 18 7 8 5 0 5 4.No bad should be applied to any component until after all brodrp end 4.Installation abuse Is the responsibility of the respectle contractor, fasteners are compete and at no time should any beds greeter men 5.Design assumes trusses are to be used in e noncorrosve environment, design bade be applied to any component. end Cr.for"dry condition.of use. TRANS ID: LINK8.Design assumes full bearing at el supports Mown.Shim or wedge if EXPIRES: �A/ 1/20t 5.CompuTrus has no central over end assumes no responsibility for the necessary. L-YA I Il GL7 Gr t v fabrication,handling,ehipmeM and installation of component.. 7.Design assumes adequate drainage Is provided. April 7,2016 6.This design Is furnished sub)ed to the limitations set forth by 8.Plate.shag be boated on both face.of buss,and placed so their center TPIM/TCA In 13131,coplee of which will be furnished upon request. g Once Digits de joint lines. Indicate sleeoplate In inches. MITek USA,Inc./CompuTrua Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-t311,ESR-1088(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 #160CR LOAD DURATION INCREASE = 1.15 1- 2=(-1012) 293 6- 7=(-149) 146 6- 1=(-812) 242 8- 9=(-149) 111 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEDS: 2x4 KDDF STAND 2- 3=( -786) 266 7- 8=(-297) 858 1- 7=(-168) 843 4- 9=(-299) 142 3- 9=( -772) 263 8- 9=(-187) 701 7- 2=(-118) 151 9- 5=(-165) 744 LOADING 9- 5=( -822) 216 9-10=( -39) 46 2- 8=(-310) 152 5-10=(-818) 295 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 8- 3=(-106) 377 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:1-2,9-5,7,9 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -108/ 857V -151/ 168H 5.50" 1.37 KDDF ( 625) ** For hanger specs. - See approved plans 20'- 5.0" -109/ 858V 0/ OH 5.50" 1.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP checked for OND. 2: Designnet(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.021" @ 5'- 7.7" Allowed = 0.975" MAX TL CREEP DEFL = -0.043" @ 5'- 7.7" Allowed = 1.300" MAX HORIZ. LL DEFL = -0.006" @ 20'- 3.2" 10-11-12 MAX HORIZ. TL DEFL = 0.011" @ 20'- 3.2" T 9-05-04 5-08-08 5-03-04 4-06 4-11_04 Design conforms to main windforce-resisting 4 f f f f system and components and cladding criteria. 12 6.00 M-4X9 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 3 ,F-,( End vertical(s) are exposed to wind, NN\ Truss designed for wind loads in the plane of the truss only. 2 4 44:.r 1 I co N IO O or f 6 7 he Itis M-1.5x3 0,25" 9 'to M-1.5x3 M-5x8(5) l 5-05 y 5-06-12 y 4-09-08 l 4-07-12 l ti�� PRF. 5-05 l 20-05 y �� `.1GI N.e. t9/0 2 ` :9782PE ter". JOB NAME : AMERICAN MODERN 5-PLEX - A4 • ,....ie Scale: 0.2881 ,V WARNINGS: OENERAL NOTES, unless otherwise noted. 7 Truss: A 4 1.Balder end erection contractor should be ativlssd of all General Noted Thls design is based only upon the parameters shown and is for an Individual * GON and Warnings before construction commences. building component.Applicability of design parameters and proper N. 2.204 compro Won Web lancing moat be installed Where shown*. Incorporation of component N the reaponelbill y of the building designer. �,y� u4 �: �„ � 3.Additional temporary bracing to Insure stability during construction 2.Design and silassumes the top end bottom chords to d l laterally braced at T Is the red:oWbll y of me erector.Additional permanent bracing of 2'o.c.end at 17 o c.respectively unless braced throughout their length by /�. .,t DATE: 4/7/2016 the overall structure Is the responsibility continuous sheathing such as vryWwoa.heatmng(Tc)and/or dryWen(Bc). '1 gyp '.+ oRN, ftY of the building designer. 3.2t impact badging or lateral bracing required Where shown** V F e SEQ. : K 1 8 7 8 5 0 6 4.No load should be applied to any component until after all lasting and 4.InstaAaticn of truss Is the reaponsIbulty of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are 5 be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. aMaro for'Wry condftbn"of use. 12/31/2016 �lt]l ({ c 5.CampuTrus has no control over end assumes no reeponalblldy for the 6.Design eg assumes NN bhang at al supports shown.Shim or Wedge it EXPIRES: 1 Gt 1�20 V fabrication,handling,shipment and installation of components. 7,Design sums adequate drainage is provided. 6.This design Is furnished subject to the&Mations eat forth by S.Plates shall be bated on both faces of truss,and placed as their center April 7,2016 TPIANTCA in SCSI,copies of Which 540 be famished upon request. Ines coindde with joint anter lines. MITek USA,Inc./CompuTrua Software 7.6.7(114.E 9.Digits indicate size of plate In Inches. 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-156) 165 9-10=(-237) 317 9- 1=(-822) 353 7-13=(-269) 142 BC: 209 KDDF g16BTR SPACED 29.0" O.C. 2- 3=( 0) 0 10-11=(-153) 693 1-10=(-337) 775 13- 8=(-173) 742 2- 9=(-159) 164 11-12=(-153) 643 10- 2=(-126) 199 8-19=(-820) 250 WEBS: 2x4 ROOF STAND LOADING 9- 6=(-696) 270 12-13=(-192) 692 10- 4=(-810) 320 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 13-19") -34) 97 11- 9=( 0) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-787) 275 9-12=( -68) 119 TOTAL LOAD = 42.0 PSF 7- 8=(-806) 207 6-12=( 0) 199 12- 7=( -89) 103 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 POP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIYITBC STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -120/ 858V -291/ 198H 5.50" 1.37 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -105/ 857V 0/ OH 5.50" 1.37 KDDF ( 625) '* For hanger specs. - See approved plans 'COND. 2: Design checked fox net(-5 psf) uplift at 29 "oc spacing. • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.032" @ 1'- 3.4" Allowed = 0.975" MAX TL CREEP DEFL = -0.053" @ 11'- 0.6" Allowed = 1.300" 0-11-15 1-p19-04-10 9-06-11 MAX HORIZ. LL DEFL = 0.008" @ 20'- 3.3" 1' ' f 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 f f ' 1 I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12 6.00 '<]6.00 Wind: 140 mph, h=22.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-4x6 End vertical(s) are exposed to wind, M-4x6 3 M-3x8 5 Truss designed for wind loads M-3x9 4 in the plane of the truss only. �. yc4 s- yr 111111111111,1111111111111111111 M-3x9 7 r of il -3x9to 0 in co f-I I Cr1.0 I Iu �I / /- i:. tie r� " 9.. 10 11 12 13 "14 M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(S)y r 1'�[� r 0-10-03 5-03-13 5-03-13 y 4-06-07 y 4-04-11 y �r�� rn� t`sr 1 y y �`5 �yGINE4c,9 f02 20-os :9782PE t- v JOB NAME : AMERICAN MODERN 5-PLEX - B1 ." '.r Scale: 0.2531 WARNINGS: GENERAL NOTES, unless on the rnoted: • OREGON �. f.Butder and erection conrsdor stook be advised of el General Nates 1.This design Is based only upon the parameters shown and N for an individual n 1 OI V Truss: B1 and Waminge before construction commences. bulking component Applicability of design parameters and proper 2.2r4 compression web bradng must be installed where Mown s. incorporation of component is the raeponsibptiy of the building designer. 1;9, "lay .i b - 3.Addtlonal temporary bracing to Inure stability during construction 2.Design assumes the top and bottom dards to be laterally braced etir al i k Is the responsibility of the erecter.Additional permanent bracing or 7 ntln5.and et 1 s hin such se ply unless each nd TC)throughout r dryelr length). -A ,L t"�.' continuous sheathing soon as plywood sheathing(TC)and/or drywaH(BC). U `` DATE: 4/7/2016 the overall structure is the reaponabtty either building designer. 3.2r!mired bridging or lateral bredng required where shown.+ SE K1878507 4.Na load should be applied to any component until after at bracing and 4. gation of trusissMe s responsibility eoaN.nononue contractor.e 4• Wieners ere complete end at no time should any roads greater then Design assumes design bade be applied to any component. and era for"dry condition'of use. TRANS ID• LINK 8.Design assumes full bearing at elupperisehown.Shim orwedge If EXPIRES: 12/31/2016 s.Compurrus has no enrol over and mimes no rosponsiblllly for list necessary. fabrication,handling.shipment and Inaalletion of components. 7.Design assumes adequate drainage Is provided. April 7,2016 8.Ibis design is furnished sidled to the limitations set form by 8.Mates shall be located on both faces of truss,and placed so their center TP WVTCA In SCSI,copies of which wit be furnished upon request. B.iIn..Indicate coindde Nee joint lines. then to Iline MITek USA,Inc./Comp-Rue Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311.ESR-I988(MITab) • 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-158) 177 9-10=(-236) 298 9- 1=(-822) 387 7-13=(-264) 172 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=( 0) 0 10-11=(-244) 636 1-10=(-370) 771 13- 8=(-235) 742 2- 9=(-155) 175 11-12=(-244) 636 10- 2=(-126) 162 8-14=(-820) 308 LOADING 9- 6=(-696) 350 12-13=(-251) 692 10- 9=(-819) 905 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 13-19=( -36) 97 11- 4=( 0) 260 BC LATERAL SUPPORT <= 12"01. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-787) 363 4-12=( -59) 108 TOTAL LOAD = 42.0 PSF 7- 8=(-806) 270 6-12=( 0) 149 12- 7=( -75) 63 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -244/ 858V -242/ 198H 5.50" 1.37 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -161/ 857V 0/ OH 5.50" 1.37 KDDF ( 625) For hanger specs. - See approved plans IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I' VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = -0.053" @ 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" f f ff -,� ,r MAX HORIZ. TL DEFL = 0.012" @ 20'- 3,3" 12 12 6.00 L '' provide support a 6.00 Design conforms to main windforce-resisting system and components and cladding criteria, 3 5 Wind: 140 mph, h=23.3ft, TCDL=4.2,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 M-3x8 Truss designed for wind loads !p 9 in the plane of the truss only. 111111111111111111111111 M-3x4 7 11111111111111 -0 I of ,,Mt,-3x4 to e ti N -.. 1 Lil 9** 10 11 `12y 13 �lq -/ M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(5) 0-10-03 5-03-13 5-03-13 4-06-07 9-09-11 1 20-05 y C,..;5 '1i.‘AGINli-4/9 0' 444 4 :9782pE -yr- JOB NAME : AMERICAN MODERN 5-PLEX - B2 • � �Scale: 0.2531 WARNINGS: GENERAL NOSES, upass otherwise ratetl Truss: B2 I.Builderand eradlon contractor Mould be advised dal Genarel Nates This design is based only upon the parameters shown and h for an lndlsk ual s7 OREGON (ay end Waminga before construction cortmonces, building component.Applloabiley of design parameters end proper S 4e& 2.2e4 compression web bredng mug be Inetalbtl where shown+. incorporation of component is the responsibility of the building designer. ,..[) �'y 3.Additional temporary bracing to Insure stability during conetrudlon 2.Design assumes the tap and bottom chords to be laterally braced et ] ' V '�r"J t,"(� la the responsibility of the erector.Additional permanent bracing of 7 o.c.end et i Q o.c,snsh 5.eh unless braced throughout their length by r !{y DATE: 4/7/2016 the overall structure h the responsibility of the building designer, continuous sheathing latelateral b acing Mse where s ose 5 drywad(BC). 1 �� ('��v, 3.2e lenges bddging or thnebracing required where shown+e5 UL [L SEQ.: K 18 7 8 5 0 8 4.No load should be applied to any component unto aper all bredng end 4.Installation of bass Is the responsibility of the reapectNe contractor, fasteners are complete and at no time should any loads greeter than 5.Design assumes Mosses are to be used In a non corroeve environment, TRANS ID: LINK design beds be applied to any component. and are for"dry condition"of use. 5.Compulere has no control over and assumes no responsibility for the 6.Design-assumes NI bearing at all supports shown.Shim or wedge II EXPIRES:: 12/31/2016 fabrication,handling,shipment end Installation ofoomponents. se ry' .I 7.Design esetbeeladequate othimge to rustan April 7,20 1 6 B.This design is nod aubjsa to the It be!lana sot forth upo by A.Plates shell be boated on both faces truss,ofend placed so their comer TPUWfCA in SCSI,copies of which will be furnished upon request, lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L}E 9.Digits mdkete 6ze of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-19813(MUM) 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/Crg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-523) 229 5-6=(-237) 306 5-1=(-808) 307 3-7=( -89) 186 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-562) 254 6-7=(-188) 748 1-6=(-174) 570 7-4=(-156) 756 WEBS: 2x4 KDDF STAND 3-4=(-909) 231 7-8=( -34) 46 6-2=( -29) 185 9-8=(-799) 255 LOADING 6-3=(-496) 224 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -125/ 858V -292/ 197H 5.50" 1.37 KDDF ( 625) ** Fox hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 20'- 5.0" -112/ 857V 0/ OH 5.50" 1.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -7 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.038" @ 3'- 2.3" Allowed = 0.417" MAX TC PANEL TL DEFL = 0.071" @ 3'- 2.3" Allowed = 0.625" 6-02 14-03 , MAX HORIZ. TL DEFL = 0.008" @ 20'- 3.3" 6-02 6-10-14 7-04-02 f f f T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. IIM-4x4 Q 6.00 6.00 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), 2 4...e load duration factor=l.6, NW\ End vertical(s) are exposed to wind, Truss designed fox wind loads in the plane of the truss only. M-3x4 M-3x9 r- o IIII\k -3x90 All014.,4M.. I I N 0 I N f5** 6 7 *8 M-1.5x3 0.25" M-3x4 M-1.5x3 M-5x8(S) PR y6-02 7-02-06 7-00-10 y .`.c OSS� GINE .- f J• 20-05 z97g2PE �� r JOB NAME : AMERICAN MODERN 5-PLEX - B3 • 6cale: 0.2531 •"~'a ..�!� WARNINGS: O. hRALNGTsb uMsupontheMaenobd -9E! OREGON I.Builder and erection contractor*auk be advised of al General Notes 1.This design Is basad only upon the parameters.hewn and la for en Individual V I�l 4l V I V Truss: B3 and Warnings before construction commence.. building component.Applicability of design parameters and proper 2.204 compression Web bredng mud be Installed where shown*. Incorporation of component k the reepondbAny of the building designer. v'V A[A v. 15 /* 3.Additional temporary bracing to Insure debility during construction 2.2 0.0.assumes the by end bottom ass for la be laterally braced st al ,4 Y� Is the rospomlbNN of the erector.Additional permeant bracing or 2 0 0.and at 10 o c respectively unless braced throughout their length by continuous sheathing such as pywaod sheathing(TC)and/or dryweRBC). r-A f L ` DATE: 4/7/2016 Sr.overall structure is the respansibiny of the building designer. 3.25 Impact bridging or lateral bracing required where shown 0 0 I e v 4.No bad should be applied to any component until ever all bredng and 4.Installation of truss la the responsibility of the respetlNe contractor. SEQ. : K 18 7 8 5 0 9 fasteners are complete and at no time should any loads greater man 5.Design assumes trusses an to be used Ina non-conosive environment, end aro for"dry condition"of use. TRANS ID: LINK design loads be applied to any component. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes NI bearing et as supports shown.Shim or wedge If EXPIRES: 12/31/2016 2/31 1201 6 fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 7,2016 f-ifl`a7 G/ tIGV 8.This design la furnished subject to the limitations set forth by 8.Plates shal be bated on both faces of truss,and placed so their center TPIM/rCA in BCSI,copies of which eli be furnished upon request. Ins.coincide indicate dth of plaint te center lines. leines 9. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E /O.For bask connector plate design values see ESR-1371,ENR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-388) 2380 3-10=(-276) 193 BC: 2x4 KDDF #1E13TR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-2792) 599 10-11=(-269) 1991 10- 4=( -18) 497 3- 4=(-2485) 521 11-12=(-290) 1959 4-11=(-719) 255 LOADING 4- 5=(-1757) 468 12- 8=(-430) 2336 11- 5=(-245) 1166 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1757) 468 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 16- 2=(-718) 255 6- 7=(-2985) 520 6-12=( -18) 497 TOTAL LOAD = 42.0 PIP 7- 8=(-2792) 549 12- 7=(-276) 193 OVERHANGS: 18.0" 18.0" 8- 9=( O) 76 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 PIP. 0'- 0.0" -191/ 1725V -206/ 206H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -191/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) TOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.136" @ 18'- 6.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.276" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.059" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 36'- 6.5" 18-06 18-06 6-05-15 6-00 T Design conforms to main windforce-resisting 6-00 6-00 6-00 6-05-15 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 6.00 M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6.00 load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 5 'f'/ Truss designed for M-5X6(5) in the plane ofthe'� M-Sx6(S) only. %4444444444 0.241 .25" �� 6 M-1.5x3 le\ /Noop M-1.5x3 N / N0 c o o 1 10 'f of M-3x6 M-3x4 10.25" 12 o M-5x8(5) M-3x9 M-3x6 0 R l641 y y 9-05-15 y 9-00-01 y 9-00-01 y 9-05-15 J. y t'ce;N,� �G' R /0 .. 1-06 37-00 ^7�yr�pC11 1-06 :9782PE r JOB NAME : AMERICAN MODERN 5-PLEX - B4 ��'� . Scale: 0.1603 . WARNINGS: GENERALNOIES, unless otherwise noted IV `M1 Truss: B4 Balder end erection contractor should be advised or al General Notes hi•design le based only upon the parameters shown and is for an individual Tti_I and Warnings before construction commences. building component.Appscabllly of design parameters end proper 2.244 compreWon web bradng must be installed where shown e. Incorporation of component Is the responsibility of the building designer. y(�y 3.Additional temporary bracing to hare stability during construction 2.Design assumes the tap and bottom chores to be ly braced at 1/..v q�\I AV. la the responsibility of the seeder.Additional permanent bracing of 7 o.c.end at 10'as o.e,respectivelyp8/unless braced throughout their anglh by /� r 1 DATE: 4/7/2016 the overall etruoture a the reeponstblity of the building designer. continuous sheathing or such as plywood shoe Ing(TC)and/or drywa8(BC), ►qA ,0110 4.Ne load Mount be applied to anycorn 3.2,Impact bridging or latent bracing required where shown+ea I" `i SEQ. : K187851D PN component until alter all bracing and 4.Installation ofImes is the.re to of the respdNe contractor. fasteners are complete and at no time should any loads greater then 5.Design arms,trusses are to be used In a nonroorroelve environment, TRANS ID: LINK design loads be applied to any component. and are for"dry Condition'of use. EXPIRES: 5.CompuTme has no centre)over and assumes no responsibility for the B.necessary. e Design assumes Nll hearing a[al supports d own.Shim or wedge if /\f-11 ES: 12/31/2016 fabrication,hendllrg,shipment end installation of components. 7.Design assumes wry' d. S.This design is furnished subject to the limitations set forth by 8.Plates etall be seateduate on bothirup faceesls oftruessand placed ea their center April 7,2016 TP WVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center line,. MiTek USA,Inc./CempuTeua Software 7.6.7(1L)-E 9.Digits indicate are of pale in aches. 10.For batic connector pate deeign values see ESR-131 t,ES13-1988(MiTek) 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -153) 107 1-11=(-626) 2632 1- 2=(-2839) 638 5-17=( -607) 299 SPACED 29.0" O.C. 2- 3=(-2907) 709 11-12=(-629) 2628 11- 2=( 0) 177 17- 6=( -358) 1206 WE: 2x4 KDDF STAND3- 4=(-2663) 698 12-14=1-608) 2708 2-12=( 0) 139 17- 7=) -622) 272 WEBS: 2x6 RODE' STAND; LOADING 9- 5=(-2653) 765 13-15=( 0) 0 12- 3=( 0) 113 7-18=( -129) 608 2x6 RODE' #2 A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1646) 592 15-16=( -8) .36 3-14=( -611) 184 8-18=( -573) 229 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1667) 525 16-17=(-337) 1681 9-19=( -157) 130 18- 9=( -5) 512 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2371) 651 17-18=(-379) 1763 15-14=( 0) 54 9-19=(-2139) 541 8- 9=(-2227) 593 18-19=(-434) 1667 14-16=( -355) 1775 19-10=( -109) 74 LL = 25 PSF Ground Snow (Pg) 9-10=( -3B) 65 19- 5=( -375) 1542 16- 5=( -649) 159 ** For hanger specs. - See approved plans 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" -201/ 1523V -154/ 1918 5.50" 2.44 KDDF ( 625) 36'- 1.0" -200/ 1508V 0/ OH 5.50" 2.41 KDDF ( 625) OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.155" @ 11'- 9.2" Allowed = 1.758" MAX TL CREEP DEFL = -0.312" @ 11'- 4.2" Allowed = 2.394" MAX HORIZ. LL DEFL = 0.060" @ 35'- 9.5" MAX HORIZ. TL DEFL = 0.101" @ 35'- 9.5" 8-11 9-01-08 9-01-08 8-11 / f '� Design conforms to main windforce-resisting 4-05-08 9-05-08 2-06 3-01 3-06-08 9-07-10 T 4-05-14 T 9-05-08 T 4-05-08 T system and components and cladding criteria. T T T T T 12 12 12 12 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 6.00 M-4x6 Q 6.00 d 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, 6 .hf Truss designed for wind loads in the plane of the truss only. M-4x10 3.1" 5 M-3x4 M-1.5x3 M-5x6 M-5x6 3 01110.° i?. +1 y M-3x8 M-3x102 + + M-1.5x3 M-1.5x3 1** 1&1 12" 19 \ oI oI M-5x10 M-1.5x3 M-3x40 1 ! ». "a -�`i ►iO 1#10(8 18 *•19 I M-3x8 M-3x8 0.25" M-3x8 M-1.5x3 M-5x8(S) 4-05-08 4-02 2-014107-2 911-04 3-08-04 9-03-04 8-09-04 y 1yy D f p Wre 10-09-04 25-03-12 C `GPE S S y -y y � /0 11-03-04 0-06 24-09-12 CS. "V 'T4 J' , 36-01 :9782PE <- JOB NAME : AMERICAN MODERN 5-PLEX - B5 Scale: 0.1631 Ilir WARNINGS: GENERAL NOTES, unless otherMse noted .a" f't C.�E� l� Ol4 40 1.Guider and aredbn contrador should be advised of all M General Notes 1.This design based only upon the parameters shown end h for en individual OREG Truss: B5 and Warnings before combudion commence.. building component,Applicability of design Parameters end pmPer �/ 2.254 comprenion web bracing must be entailed where shown*, Inconperatbn of component Is the reeponsibARy of the building designer. "'q' iQ L'f�/^ . 6 3.Additional temporary bracing a Hear.stebllln during consbudbn 2.Design assumes the top and bottom chortle to be laterally braced at /+yam l ! .yy�_t is the responsibiln of the erector.Additional permanent bracing of 7 Minueu•sheathing such a ply lyce d eheess Ming(IO(nd/orheir by drywal(th /"', U '"V. DATE: 4/7/2016 the overall Onetime la the responlblty of the building designer. 3.So Impact bridging or lateral bracing required where shown*e SEQ.: K 18 7 8 5 11 4.No bad should be applied to any component unit after all bracing end 4.Installation of trues la the responsibility of the respective contractor. edenen are complete end at no time should any bads greeter than 5.Design sesames busses are to be used in a noncorrosive environment, design beds be applied to any mmpenent and Cr.for"dry condition"of use. �y/E� 12/31/2016!] �j.l)ry/'� p TRANS ID: LINK 6.Design assumes full bearing at at supporta shown.Shim or wedge if EXPIRES: 4GIe7 /2016 5.CempuTrus has m control over and assumes no responsible),for the neeessan. fabrication,handling,shipment end installation of components. 1.Design assumes adequate dreinege is provided. April 7,20.t 1 6 6.This design Is furnished eubfed to the limitations set forth by 8.Plates shell be located en both faces of truss,end placed so their center TPI,WTCA In SCSI,copies of which wet be fumehed upon request. 9.linesDigitindice ate sine tete centeroint Itiinesnh. MITek USA,InciCompuTrus Software 7.6.7(1L).E 10.For bade connector plate design values see EBR-1311,ES12•7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS URAT SPAN 37'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "one TC: 2x9 KDDF CATION LOAD DURATION INCREASE = 1.15 spacing. BC: 2x4 KDDF #1fi BTR WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,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, vertical or equal at non-structural End s desial(s) are exposed to wind, members (ton). 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. M-3x6 where shown; Jts:2-3,7-8,11,13 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 6-07-11 6-00 5-10-09 6-07-11 T T 5-10-04 6-00 12 r 6.00 1;7- HM-4x4 12 Q 6.00 4.0" 5 4',( Ne\ M-5x6(5) 14-5X6(0)0.25" II III 0.25" 6 4 �� OQ �J I, 0 2 '', IAEI c rel T I,«� 1 !gam0 o M-11 5X3 11 120.25" 13 19 A`+ M-1.5x3 l 1 M-5x8(S) gyp 6-05-15 5-10-04 $ r R n rk. 6-01-12 6-01-12 5-10-09 p • � cS' y 1-06 y 37-00 (.``h .r• y 1-06 O �� :9782PE �v" JOB NAME : AMERICAN MODERN 5—PLEX — BFW Scale: 0.2228 /may/^�...a� WARNINGS: GENERAL NOTES, unses o tarwbe noted /v. �+�aNE Truss: BFW 1.Bolder end eredlen contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and I.for an Individual s ea EGON " and Wanting.before construction commence.. building component.Applicability of design parameters and proper O 2.2a4 compreWon web bradng must be installed where shown 5. incorporation of component h the roeponsibllay of the building designer. �/ 3.Additional temporary brachy to insure debility during cnstructlon 2.Design assumes the top and bottom chords to be laterally braced et ' �..G.q C'a! 15 �,, AUL l' DATE: 4/7/2016 is the reapeesibilb of the erector.Additional permanent bracing of 7 Dane.and at 10 Dasa respectively unlet braced Ihroughoul their lengthest5g by L �T 1 ,� the overall structure is the responsibility of the building designer. corlinpads sheathing such as plywood airedsheathing(TC)shown and/4 tlryweH(BC) `, � ` SEQ.: K 18 7 8 512 4.No bad should be applied to any component until after all bradig and 4.Installation3.N bofru s is tor o responsibility ibilityy required where pedhcontractor. fasteners aro complete end at no time should any loads greater than B.Design assumes trusses are to be used In.non-corrosive environment, TRANS ID: LINK design Wade be applied teeny component. and are for^dry condition"etuse. 5.CempuTrue has ne control over and assumes ne reapenamltly for the 8De. sign assumes SIN bearing at ail support.Mown.Shim or wedge If fabrication.handling,shipment end installation of components. 7c Design assumes EXPIRES: 12/31/2016�� 6.This design Is Nrnlehad subject to Me limitations eat forth by a. eaeumel c ted ed on botdrah tee h prow,an April 7,2016 TPLWIEA In SCSI,copies et which nit be furnished upon request. S Ines coinci.Plate.shall de (eel ceMerhlin s. nese of tone,and placed so their center MITek USA Inc./CompUTrua Software 7.6.7(1 L}E 9.Digits indicts size of pinta In inches. 10.For basic connector ptete design values see ESR-1311,ESR-1985(MITek) This ific designLumber preparedand from computerTruss—BC input by LUMBER SPECIFICATIONS TRUSS SPAN 10'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 RODE #16BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 190 mph, h=21.Sft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 4-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. DESIGN ASSUMES SHEATHING 5-00 5-00 TO ONE FACE ONLY 4 1 4 12 12 IIM-4x4 8.00 17. 2 Q B.00 f r,r AIIIIIIIIIIIIIIIII —/ I 0 I o I o � ti 5 4 y 2-00 Y 10-00 l 2-00 y ,D P R©pis �(IN .•- GINE�R /Q.0 4t` 89782PE 5' JOB NAME : AMERICAN MODERN 5—PLEX — Cl -'r<': -400P' • Scale: 0.4807 �f WARNINGS: GENERAL NOTES, unless otherwise noted. LI-'I OREGON o'er``' _'! 1.Builder end cradles contractor should be advised of all General Notes t.Tha design is based only upon the parameters shown and is for en Individual 7+ . �•' Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper N6/ 2.2x4 compression web bracing must be hatalbd where Moven*. Incorporation of component ie the reepnnelbAtiy of the building designer. '(e D 2.Design assumes the top and bottom chorda to be laterally braced el 3.Additional temporary bracing to Insure st•Nllty during construction y o.c.and et tG o.c.respectively unless braced throughout their length byQ` Is the reapsnstbRdII Cs ty of the erector.Adl permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dr""("). . Pq.U� ,". {** DATE: 4/7/2016 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where Mown•e S E K 18 7 8 4.No bad Mould be applied to any component until after all bracing and 4.Installation of truss b the esponsbility of the respective contractor. Q• 513 fasteners are complete end at no time should any loads greater than 5.Design assumes tosses are to be used Ina non-conosle environment, design sada be epplbd to any component. and are for"dry condition"of use. �/p .{f} .A/r�('�{w TRANS ID LINKresponsibility 8.Design assumes NI bearing at all supports shown Shim or wedge if EXPIRES- 12/31/2016 S.CompuTrus hes no control over and assumes no re INI for the necossary, fabrication.handling.shipment and installation of components. 1.Destgn assumes adequate drainage Is provided. April 7,2016 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of Unca,and placed so their center TPVWfCA In SCSI,copies olwhkh velli be furnished upon request. lines coincide with 9.DV*Indicate size of plate inint rinches. MiTek USA Inc./CompuTrus Software 7.6.7(1L}E to.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 9=(-1116) 1509 3- 9=( -930) 311 10- 6=(-550) 988 BC: 2x9 KDDF #1&BTR SPACED 29,0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1372) 653 7- 8=( 0) 0 8- 9=( 0) 66 6-11=(-936) 395 3- 9=( -989) 409 8-10=( -10) 15 9- 9=( -199) 596 LOADING 4- 5=( -800) 246 10-11=(-1970) 1988 9- 5=( -611) 560 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -978) 334 BC LATERAL SUPPORT <= 12"OC. U019. DL ON BOTTOM CHORD = 10.0 PSF 9-10=(-1233) 1605 OVERHANGS: 13.5" 0.0" 5-10=( -433) 309 TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PDF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 999V -2000/ 2000H 5.50" 1.59 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -324/ 970V -2000/ 2000H 5.50" 1.55 KDDF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ". For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. hDND. 2: Design checked fox net(-5 psf) uplift at 29 "oc spacing. I 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 = -0.009" @ -1'- 1.5" Allowed = 0.150" f MAX LL DEFL = -0.025" @ B'- 6.5" Allowed = 0.808" `I MA}( BC PANEL TL DEFL = -0.195" @ 4'- 6.0" Allowed = 0.512" 4-05-11 4-00-13 4-01-08 4-05 1 f 4 f I MAX HORIZ. LL DEFL = 0.033" @ 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.038" @ 0'- 5.5" 8.00 IIM-4x4 Q B.00 4.0" - 'corm. 0•' COND. 3: 2000.00 LBS SEISMIC LOAD. M-3xt W-,(M-3x5 NM Design conforms to main windforne-resisting system and components and cladding criteria. M-1.5x9 M-1.5x9 M-3X5 Wind: 140 mph, h=22ft, TCDL=9.2,BCOL=6.0, ASCE 7-10, 1,4_3.5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 M-3x9 load duration factor=1.6, M-3x5 3 End verticals) are exposed to wind, 0' 11 .\'NTruss designed for wind loads � in the plane of the truss only. M-1.5x9 Truss designed for 9x2 outlookers. 2x4 let-ins of the same size and grade as structural top i 9 M-3x5 M-3x9 chord. Insure tight fit at each end of let-in. ro ..*'' 1`c Outlookers must be cut with care and are d, permissible at inlet board areas only. 0 1 M-3x9 9 l_ mm._ 'i oI 0 7 B 10 911 -,,,ti M-1.5x3 M-3x10 M-3x4 M-5x8 l l .6 ,6 1 7-07 0-11-08 4-03-04 4-03-04 l l y 1 1-01-08 7-07 9-06 y P � 8-04-12 0-09-12 8-08-04 y ( �} rss y 17-01 414 17 'Ct* 89782PE ° JOB NAME : AMERICAN MODERN 5-PLEX - Dl Scale: 0.2562 ..4....dWARNINGS: GENERAL NOTES, unless otherwise noted. / Y 'N --_ Truss: D1 1.BUIMerand erecioncontractor should beadvised oralGeneral Notes 1.This design is based only upon the parameters show)and is for anlndividual y OREGON '•�J and Wamlrps before conahuctinn commences. building component.Applicability of design parameters and proper ,mss 2.an compression web bhang mus be installed when shown 5. Incorporation or component Is me responsibility of the building designer, �� 6q Y ) + .! '' 3.Additional Iempairy bracing a insure stability during constructers 2.2 o s.assumes the tap and bottom ace braced to be laterally braced et '`l'S/ Is the responsibility of the erector.Additional permanent bracing of Z'o.c.and at 10 o c reach..sN unless throughout their length by DATE: 4/7/2016 the overall structure a the responsibility of the building designer. continuous sheathing such es pNwood sheething(TC)and/or drywall(BC), • /+q (:� SEQ.: K 18 7 8 514 4.No bad Would be applied to any component until after all bradng and 4.Installation n ofttruss Is the ct bitdging or rresponsibility of the al bracing required epectNe coMrador.ere shown 4-4I �" `s fasteners an compete end at no time should any loads greater than S.Design assumes truseee an to be used in a noncorrosive environment, TRANS ID: LINK dee/ge teed.be applIed In any cemperent. and are for"dry oendfflen"sloe.. S.CompuTns has no control over end assumes no responsibility for the 6.De sign assumes NA bearing at all supports shown.Shim or sedge If EXPIRES: �A fabrication.handling,shipment and Inetaletinn of components. 7.Designary' ETf'fl I�$.. 12/31/2016 e proided. 8.The design is furnished subject to the limitations eat forth by 8.Plaesnshell be sceassumes bd on beth fenquate drainaged of true.,and placed so their center April 7,2016 TPIM?CA In SCSI,copes of which will be finished upon request. lines coincide with joint center linea. MiTek USA,Inc./CompDTfUe Software 7.6.7(1L}E 9.Digits Indicate size of plate In Inches. 10.For baste connector plate design values we ESR-7311.ESR-1988(MiTek) This Pacific designLumber preparedandTruss-BC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/CU=1.00 TC: 2x9 ROOF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 9=(-214) 676 3- 9=(-226) 208 10- 6=(-107) 556 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-909) 274 7- 8=) 0) 0 8- 9=( 0) 66 6-11=(-668) 206 3- 4=(-684) 225 8-10=( -1) 7 9- 4=(-149) 450 WEBS: 2x9 ROOF STAND LOADING 4- 5=(-684) 296 10-11=( -25) 42 9- 5=(-154) 139 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-723) 187 9-10=(-132) 579 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-10=(-240) 144 TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 13.5" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -142/ 868V -138/ 175H 5.50" 1.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -84/ 709V 0/ OH 5.50" 1.13 KDDF ( 625) ** For hanger specs. - See approved plans 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "lac spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" MAX TL CREEP DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" 8-06-08 8-06-08 MAX LL DEFL = -0.017" @ 8'- 6.5" Allowed = 0.808" 1' 4 1' MAX BC PANEL TL DEFL = -0.195" @ 4'- 6.0" Allowed = 0.512" 4-05-11 4-00-13 4-01-08 4-05 MAX HORIZ. LL DEFL = 0.009" @ 16'- 11.2" ff 12 .1, 'I MAX HORIZ. TL DEFL = 0.014" @ 16'- 11.2" 12 IIM-9x9 e.00 e.Do 9 0" Design conforms to main windfoxce-resisting 4 A--e system and components and cladding criteria. NN111111111111 :3x4 mind: 190 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads M-1.5x3 in the plane of the truss only. 3 o M-3x4 0 1 M-3x4 0 ' o `�. -/,-,,I+ 7 8 10 4 11 M-1.5x3 M-3x8 M-1.5x3 M-5x8 y y y l 7-07 0-11-08 4-03-04 4-03-04 J. 1 J, 1-01-08 7-07 9-06 y 1 l J* c(} P R Q/��cs 8-04-12 0=09-12 8-08-04 •r., 49.GINEr• � tr/�� l 17-01 ' 89782PE 1-- JOB NAME : AMERICAN MODERN 5-PLEX - D2 Scale: 0.2562 '�-.ot WARNINGS: GENERAL NOTES, unless otherwise noted 174, `/•�y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and h Ior an individual OREGON(z)N Cr Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper ��y lb t+ 2.244 compression web bracing must be installed where shown*. Incorporation of component is the reapondbAAy of the building designer, „j 3.Additional temporary bracing o Insure stability during construction 2 Design assumes the lop and bottom chorda to be laterally braced at (,,. V N the reapunlblty of the erector.Additional permanent bracing of 2 0 i end et 10 laic.ouch as sty woods braced throughout their length by r, PA a [;\'js continuous sheathing such as plywood sihsetMlhg(TC)end/or tlrywaA(BC). 144 DATE: 4/7/2016 the overall structure is the responsibNMy of the building designer. 3.25 Impact bridging or lateral bracing requked where dawn** SE K 18 7 8 515 4.No load should be applied to any component until atter all bradne and 4.Installation or truss is the responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, design bade be applied to any component. end are for"dry condition of use TRANS ID: LINK 6.Design assumes Ng bearing at al supports Mown.shim orwedge If EXPIRES: 12/31/ 016 S CompuTrve hasno control over and assumed no responsibility for the nec fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. Ap�I 17,2016 8.This design Nfurnished subject to the limitations set forth by 8.Plates shall be located on both races of truss,end pieced so their center TPINlfCA in BCSI,copies of which 049 be finished upon request. Ines coincide with joint center lines. 9.Digits Indicate sire of plate In inches. MITek USA Inn/Comp-thus Software 7.6.7(1L)-E 10.For basic connector plate design values sae 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 TC: 2x9 ROOF #1&BTR IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 BC: 206 KDDF #ls BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2- 8=( -966) 9816 8- 3=( -372) 1922 12- 6=(-1210) 292 WEBS: 2x4 ROOF STAND; 2- 3=(-6040) 1276 8-11=( -958) 9774 3-11=(-1636) 396 6-13=(-2478) 559 204 DF 2900E A; LOADING 3- 4=(-4256) 956 9-10=( 0) 0 10-11=( -108) 556 13- 7- 748(-1218) LL = 25 PSF Ground Snow (Pg) 4- 5=(-4236) 962 10-12=( -8) 90 11- 9=( -992) 4926 7-14=(-3964) 5860 2x9 ROOF STUD B; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 19'- 1.0" V 5- 6=(-5084) 1114 12-13=(-1098) 5268 11- 5=(-1004) 300 208 ROOF 92 C BC UNIF LL( 233.3)+0L( 178.7)= 912.0 PLF 0'- 0.0" TO 19'- 1.0" V 6- 7=(-4906) 1066 13-14=( -130) 612 11-12=( -876) 4386 TC LATERAL SUPPORT <= 12"OC. DON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5-12=( -219) 926 BC LATERAL SUPPORT <= 12"OC. SON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA OVERHANGS: 13.5" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1031/ 4713V -135/ 183H 5.50" 7.59 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19'- 1.0" -963/ 9506V 0/ OH 5.50" 7.21 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"0.131 DIA GUN _,- nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" o c in 1 ow(s) throughout 2x9 webs, MAX LL DEFL = -0.001" @ -1'- 1.5" Allowed = 0.113" 9" oc in 2 row(s) throughout 208 webs. MAX TL CREEP DEFL = -0.001" @ -1'- 1.5" Allowed = 0.150" MAX LL DEFL = -0,069" @ 8'- 6.5" Allowed = 0.908" MAX TL CREEP DEFL = -0.141" @ 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 ,r 4-08-01 3-10-07 3-03-12 4-00-14 3-01-14 MAX HORIZ. TL DEFL = 0.039" @ 18'- 9.2" T 4 1 T q 12 12 8.00 M-4x6 Design conforms to main windforce-resisting Q8.00 system and components and cladding criteria, 4.0" 9 47,, Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .{\ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x5 M-3x5 in the plane of the truss only. 3 \ M-5x6 M-4x8 , AiII AOMMIMMOMIRRE -/ o c �� / k IlQ-� 1it r e N 11��ce,�, -� //`� v 0 M-5x10 M-3x6 I o I o a�eee�s�r•.-; N ,Il 9 10 12 13 -14 -f M-1.5x3 M-5x16 M-4x8 M-7x8 M-1.5x4 1 1 1 ,L , 1 1 4-06-05 3-00-11 0-11-08 3-05-08 - 4-02-10 2-10-06 1 1 1 1 1-01-08 7-07 11-06 1 1 1 1 � R��Fc 01/4 8-04-12 0-09-12 10-08-04 1 19-01 1 r>.. �yG�NEE-fii /� �" :9782PE �f JOB NAME : AMERICAN MODERN 5-PLEX - D3 � � ' Scale: 0.2195 TrWARNINGS' GENERAL NOTES, unless otherwise noted' Truss: D 3 1.Builder and erection contractor ahouM be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual OOREG ON40 and Warnings before construction commences. bulkling component.Applicability of design parameters and proper V \r l✓IV Off' �: 2.244 compression Web bradng must be Instated where shown.. incorporation of component la the responsibility of the bullring designer. �/ 3.Additional temporary bracing to Insure stability during o,shucllon 2.Design assumes the top and bottom chords to be laterally braced at "' `meq[+s y.. i5 DATE: 4/7/2016 Is the responsibility of the erector.Additional permanent bracing of 2'n,o,and at 19 o c reapec5Nely unless bocci throughout their length by ii UL 0� the overall structure is the responsibility of the building designer, continuousehgingiorng eterlbacih as ng required euirewhere shown drywall(BC). /.s SEQ.: K18785164.Installation bridging le the responsibility ry of the Where contractor. /"� 4.No load should be applied to any component until ager all bracing and 4.InslaAetlon of inns is the nepoMlblllty of the respective contra tor. fasteners an compete end at no time should any loads greeter than 5.Design assures trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes NA bearing at all supports shown.Shim or Hedge If EXPIRES: �'v fsbdoeson,handling.shipment and installation of components. L/�P�1'IEJ. qI'I Vt]�) /'{��+, 8.This design Is furnished subject to the limitations eel forth by 7.Design assumes adequate drainage h provided. T1 Ci7 l L/t7 / 4/ V TPVW1CA In SCSI,copes of which will be furnished upon request. S lints coinddes shall eewlth joint center lilooted on both nes of trues,and placed so melruntar April 7,2016 MITek USA,Inc./CompuTrus Software 7.6.7(1L}E 9.Digits indicate she of plate In inches. 70.For basic connector plate design values sea ESR-1311,ESR-1988(MiTek) 2 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-84) 58 1-4=(-36) 38 2-9=(-124) 129 BC: 2x6 KDDF #16BTR SPACED 24.0" 0.C. 2-3=(-10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. 13088. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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 = 92.0 PSP 0'- 0.0" -102/ 591V -27/ 68H 5.50" 0.87 KDDF ( 625) 4'- 0.0" -104/ 999V 0/ OH 5.50" 0.80 KDDF ( 625) For hanger specs. - See approved plans LL = 25 POP Ground Snow (Pg) ADDL: BC CONC LL+DL= 704.0 LBS @ 2'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: Design checked for net(-5 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 OOPSF 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 = -0.034" @ 1'- 11.5" Allowed = 0.181" MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 3-08-04 0-03-12 f f fDesign conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 17 Wind: 140 mph, h=20.2ft, TCDL=4.2,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 3 in the plane of the truss only. r Alldiggillil 41111 -7, 0 I O N KJ O C o II 1IIII.- 9 o M-3x4 M-3x6 +704# 1 l 3-08-04 0-03-12 .Jr l 4-00 ...p PROOFS 4' ��GINE-64 s/' 4" 89782PE C' JOB NAME : AMERICAN MODERN 5-PLEX - DGIRD Scale: 0.5597 -17 ;• •• f ` '� WARNINGS: GENERAL NOTES, unless otherwise arametd yy OREG©N�glfr �` 1.Bolder and erection contractor afadd be advised of al General Note. 1.Thla design B Raced only upon the parameters mown and Is for an Individual OREGON V Truss: DGIRD and WRntngs before combudbn commences. building component.APplkabilly of design Parameters and Proper G�R Y 1 2.244 compression web bradng must be installed where shown 5. Incorporation of component Is the responsibility of the bulming designer. � /s 1. p 2 Design assumes the top and bottom chord*to be laterally braced at �yI 3.Additional temporary bracing to Insure debility during construction T 0.5.end at 10 0.c.respedlely unless braced throughout their length by Q. Is the responsibility of the erector.Additional permanent bracing or continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). PA..0 {` DATE: 4/7/2016 the overall structure la the responsibility of the buliding designer. 3.24 Impact bridging or lateral bradng requbed where shown O s S E K 18 7 8 517 4.No bed should be applied to any component until after all bradng and 4,Installation of truss Is the responsibility of the respective contractor. Q• fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in e non-correstve environment, Design bads be applied to any component. end ere lett"dry condllen"01 use. �'v {!] Jv'�/'{.4 TRANS ID: LINK 8.Design assumes NA bearing at aY support shown.Shim or wedge if EXPIRES" 12/31/20157 5.CampuTrus has no control over and assumes no responsibility for the necessary. fabrication.hurdling,shipment and lnstalhdon of components. 7.Design assumes adequate drainage Is provided. April 7,201.I 6 S.This design is fumlehed cabled to the limitations set font by S.Plates shag be located on both faces of truss,and placed w their center TPIMTCA in SCSI,copies of which WR be furnished upon request. lines coindde with Joint center lines. 9.Digila Indlcale site or plate In Inches. MITek USA Inc./CompuTru6 Software 7.6.7(4L)E 10.For basic connector pile design values see EOR-1311,ESR-19813(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #1aBTR TRUSS SPAN 11'— 2.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.1.15 SPACED 24.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"0C. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6,0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, WEIRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=1.6, considered for this design. End verticals) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads •LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. M-102 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 5-07-04 5-07-09 I DESIGN ASSUMES SHEATHING 12 I TO ONE FACE ONLY 8.00 i7 IIM-9x4 12 2 Q 8.00 0 ' ti Wo ` o I f— 1 m 0 0 4 , I 0 5 y y 1-01-08 11-02-08 J' 1-01-08 �� L1 PROFs ,, 04G N 9 42 <tr " 8'782PE ter'` JOB NAME : AMERICAN MODERN 5-PLEX - El Scale: 0.9900 •/ •'r,/T WARNINGS: GENERAL NOTES, unless otherwise noted, • __ Truss: E 1 Balder and erection contractor should be advised of sip General Notes This tlestgn Is based only upon the parameters shown and is for en Individual .A,OREGON C(5{t pa I 4 and Warnings before construction commences, building component.Applicability of design parameters and proper �Yt Vp,Ct,rl�V1V Off" 2,2x4 nmpresaon web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. �/lrt. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at -9 VA E'y`�:A ,,a'� DATE: 4/7/2016 Is the responsibility of the erector.Additional permanent bracing of 2'o,c.and at 10'o c respectively unless braced throughout their length by 'l I `_{ the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood aheathing(TC)and/or dryweNBC) ii- SEQ.: K1878518 4,No mad Mould be applied toarrycont4.IrtmptctoftringoftherelprologryofthewhereMacon♦a Pq..U1 component until after all bracing and 4.Installation of truss Is the re to beblllty of the reannmrn contractor. A 1w. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to used In a non-ccorrosive environment, TRANS ID: LINK design loads be applied teeny oatnponar,t and are for"dry condition"of see, 5.CompuTrus has no control over and sesumu no responsibility for the 8.De6 sign assumes full bearing at all supports Mown.Shim or wedge If y pCp hbriatlon,handling,shipment and installation of components. ry' ^�'n CJS /,]�)ry/�� 6.This design b furnished subJect to the limitations eel forth by 7.Design eaeumes adequate drainage la provided (" Tl C17 /s.7 !'L V TPVWTEA In SCSI,copies of which MN be furnished upon request. S lints coes incide vdth Joint centeall be located on r hlines.of truss,and plecedsuthelr center April 7,2016 MITek USA Inc.fCompuTrus Software 7.6.7(1L}E 9.Digits indicate she of plate In inches. 10.For basic connector plate design values see EBR-1311,ESR-1885(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/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -98) 109 1- 8=(-1326) 1519 1- 2=(-1002) 643 SPACED 29.0" O.C. 2- 3=(-702) 331 8- 7=(-1326) 1519 3- 8=( -496) 509 WE: 2x4 RODE' STANDR 3- 4=(-562) 218 8- 4=( -64) 221 WEBS: 2x4 RODE' STAND LOADING 9- 5=(-562) 218 8- 5=( -496) 509 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-702) 331 6- 7=(-1002) 643 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE' - 6- 7=( -98) 104 TOTAL LOAD = 42.0 PIF LETINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -317/ 729V -2000/ 2000H 5.50" 1.16 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 2.5" -317/ 729V -2000/ 2000H 5.50" 1.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 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 1 f MAX TL CREEP 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 1 11 1 1 MAX HORIZ. TL DEFL = 0.015" @ 10'- 9.0" 12 12 11M-4x4 8.00 Q 8 - .00 ICOND. 3: 2000.00 LBS SEISMIC LOAD1 4.0" 9 Design conforms to main windforce-resisting system and components and cladding criteria. IgiWind: 140 mph, h=15ft, TCDL=9.2,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-1.5x3M-1.5x3 in the plane of the truss only. 3 5 M-3x9 ~'4 M-3x4 261144si , ii iI�1, Gi,,,IIIIVO''.` III Iclo co o I I 1 8 �7 0 M-4x6 M-3x8 M-4x6 1 y 1 5-07-04 5-07-04 y y ti�,oDPofiF 11-02-08 Gss� f -, .�NR0 9 89782PE r- JOB NAME : AMERICAN MODERN 5-PLEX - E2Sale: 0.9249 • _,... WARNINGS: GENERAL NOTES, unless otherwise noted " OREGON N. --^ 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon Sr.parameters shown and Is for an Individual 7 [�... �. Truss: E2 and Warnings before conetnzdion commences. building component.ApplicblIty of design parameters and proper &� 99 2.244 compression web bndng must be installed v4iere shown+. incorporation mistimes of component la the m chords of the ally braing designer. 17 /e 3.Additional temporabracing to Insure daddy during construction 2.Design nsumes Iha tap and bottom ehords to be laterally bracedatlam/ 7 g T o c and et 70 o.c.respectively unless braced throughout their ten=th by - 4r [y Is the roeponsidilty of the eredor.Additional permanent bracing of continuous sheathing such as plywood sheaming(TC)and/or drywsl(BC). !"jlq UL T'� DATE: 4/7/2016 Ue overall sirudure la the rosponabpty of the building designer. 3.24 Impact bridging or lateral bndng required 06ere shown++ Ne load should be applied to component until alter all bracing and 4.Installation of buss la the responsibility of the reaped'.contractor. S EQ.: Ki8 7 8 519 4.fasteners are compete and at no time should any loads greeter than 5.Design assumes trusses are to be used a a noncorrosive environment, design kala be applied to any componentand are for"dry condition'of we. {n,rA'�.g Jry/{ TRANS ID' LINK 6.Design assumes Nl bearing at all supports shown Shim or wedge if EXPIRES: iC/a71!'G V� 5.CompuTna hes no control over and assumes no responsibility for the necessary. febricetbn,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April /,2016 6.This design Is furnished subject to the limitations col fort by 8.Plates"hal be located on both feces of tress,and placed so their center TPIIW1"CA In SCSI.copes of which cell be furnished upon request. g,lesDigits oincide with joint center lines. Alza of t in alines MITek USA,Ino./CompuTfUS Software 7.6.7)1U-E f0.For basic connector plate design values see EBR-7311,EBR•7088(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/Cil=1.00 TC: 2x9 ROOF dOABTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 6=(-718) 1912 6- 3=( -309) 991 BC: 2x9 KDDF 4+16BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND; 2- 3=(-2191) 726 6- 7=(-597) 1421 3- 7=(-1008) 998 2x6 KDDF #2 A 3- 4=( -605) 155 7- 8=( -55) 125 7- 9=( 0) 319 LOADING 9- 5=( -609) 157 7- 5=( -9) 303 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=( -525) 201 TC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 13.5" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -122/ 716V -109/ 124H 5.50" 1.15 KDDF ( 625) 13'- 6.0" -75/ 597V 0/ OH 5.50" 0.37 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. (2)M-1.5X3 OR EQUAL AT UPRIGHTS. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" MAX TL CREEP DEFL = -0.004" @ -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 = -0.124" @ 2'- 11.5" Allowed= 0.839" T f MAX HORIZ. LL DEFL = -0.051" @ 13'- 3.2" 3-00-08 4-10-09 5-07-04 1f ,r MAX HORIZ. TL DEFL = 0.083" @ 13'- 3.2" 12 12 8.00 I I si-9x4 Q 8.00 Design conforms to main windforce-resisting 4 9.0" system and components and cladding criteria. 19 Wind: 190 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4411 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 NOTE:LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. M-3x4 THE DESIGN SHALL BE REVIEWED AND APPROVED BY �� PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER �pT FOR LATERAL LOAD AND LATERAL STABILITY.END VERTICAL -�f -io NOT EXPOSED TO WIND LOADING,INTERIOR CONDITION. i�,•3x 9 7 ,-I I ro o y ��,0 �'� M-3x8 M-3x6, I o ' 2 o M-3x4+5x6 r_I Q 6.99 12 J' J. J. J. l 2-09 5-00 5-03-08 0-05-08 k 1 ,1 J• 1-01-08 2-09 10-09 y �c��D PR OpL. y y44.0 1-01-08 13-06 ,�NGIN�� /0 444 * 17 4t' 89782PE <- JOB NAME : AMERICAN MODERN 5-PLEX - E3 Scale: 0.3061 c.).0, NW WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON Truss: E 3 1.Builder and erection contractor should be advised of all General Notes 1.The design Is based only upon me parameters shown and le tor an Individual •'s" �h� and lamins before censtruc1bn commences. building component.Applicability of design parameters and proper /V- Y 2.244 compression web bradng must be Installed where shown+. Incorporation of component M me responsibility of the building designer. 4� V� 3.Aedftlenai temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be IaterehN braced et "� Is the reeponslbllty of the erector.Additional permanent bracing of T o.c.and et 17 o.c.reach so p unless braced throughout their length by DATE: 4/7/2016 the overall etmdors h the responsibility of the building designer. continuous sheathing suchasb adng tolywood Ated cng(TC)and/or drywall(BC). r1 [1�� 3.2c Impact bridging or Neral legating requlroe where Mown*e /"` `` SEQ.: K 1 8 7 8 5 2 0 4.No baa should be applied to any component until after all breang and 4.Installation of trues is the responsibility of the reepec ee contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes tmsees are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 12/31/2016 ry�j 1)ry/{4 c 5.CompuTrue hes no control over end assumes no responsibility for tM B.Design assumes Inn bearing at ag supports shown.Shim or wedge It EXPIRES: 12/3 I l'L V 1 V. ebrbetlon,handling,shipment end Installation of components. necessary' 7.Desigd. 8.This design Is furnished subject to Ste limitations set forth by B.Platessshal be locaassumes teduate on both hoes of truss and placed so their center April 7,2016 TPI5OTCA In SCSI,copes of which vel M furnished upon request linea coincide with joint center line. MITek USA,Inc./CompuTrus Software 7.6.7(1L}E 9.Digits indicate see of plate In Inches. 11.For basic connector plate design values see ESR-1311.EBR-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 #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4816) 998 1- 6=(-878) 3836 6- 2=( -356) 1848 4- 9=(-4980) 1086 BC: 2x6 KDDF #16BTR 2- 3=(-3090) 682 6- 7=(-870) 3800 2- 7=(-1690) 914 9- 5=( -40) 10 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-2486) 598 7- 8=(-330) 1324 3- 7=( -310) 1402 LL = 25 PSF Ground Snow (Pg) 4- 5=( -110) 136 8- 9=(-330) 1324 7- 4=( -934) 2006 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 9=( -690) 2940 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 230.2)+DL( 176.5)= 406.8 PLF 0'- 0.0" TO 15'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA @@ADDL: BC CONC LL+DL= 1967.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) --",,- ( 2 ) complete trusses required. 0'- 0.0" -814/ 3900V -109/ 209H 5.50" 6.24 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1162/ 5344V 0/ OH 5.50" 8.55 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. \A/ 9" oc in 1 row(s) throughout 2x4 top chords, /x\/J(` 9" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR 1GPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x9 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. }COND. 2: Design checked for net(-5 psf) uplift at 24 "so spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.034" @ 4'- 10.3" Allowed = 0.727" @@ HANGER BY OTHERS TO APPLY MAX TL CREEP DEFL = -0.077" @ 4'- 10.3" Allowed = 0.969" CONC.LOAD(S)EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = 0.009" @ 15'- 2.0" 9-00-12 6-04-12 MAX HORIZ. TL DEFL = 0.017" @ 15'- 2.0" 5-00-01 4-00-11 - 4-05-04 1-11-08 Design conforms to main windforce-resisting T . f '1' 1' system and components and cladding criteria. 12 M-5x6 M-4x8 M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 7 3 4 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IMMEMEM load duration factor=l.6, .411pMMEMMEMEMMEMILT1 I End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 J N l I O Lo r A„11111111111 IIP Cil gilaG mr 0 1 = 6 7 8 _may I o M-5x10 M-3x6 M-6x8 M-3x8 -M-4x4 1 l , 1967# , 4-10-05 4-04-03 4-03-08 1-11-08 Vp ('R Qj . l ti ()Fe l 15-05-08 .'NyGIN�'�C� ..%, ,e 89782PE r JOB NAME : AMERICAN MODERN 5-PLEX - E4 '•• ....---0,'i, -4000''' Scale: 0.3347 - IIIII_ WARNINGS: GENERAL NOTES, Mess othernlss noted' CI �}. 1.Guider and aredlon contractor Mould be advised of II General Notes 1 Thisdestbuilding un based onlyupon the lity of ar.,e p,sehn a andend s far rer IMIVIdual 7 .OREGON �' Truss: E4and w.mina.before c.nNnHoona.mm.nn.e Incororananofeet.Apentlathe,eweneperaeehebendproeerBner. '� V4RY �� G- 2.2x4 umpresslon web bredng must be aealNa where shown*. 2,Design assumes the top and bottom dwrds to be laterally braced al V 3.Addlienal temporary bracing to insure Noddy during construction 2 o e and at IN o.n.respectively unless braced IhroughoN their tongs by /+s Is the reeponsidlty of the erector.Additional permanent bracing of continuous sheathing such as plywood aheething(TC)and/or drywsl(BC). � (q UL S F� DATE: 4/7/2016 the averse etructee Is the responsibility of building designer. 3.2a aped bridging or lateral bradng requited where Mom++ 4.No had should S.applied to any component end seer an bracing and 4.Inaalaeon of truss is the responsibility of the respective contractor. SEQ.: K 18 7 8 5 21 fasteners ere complete and at no time should any toad.greater than 5.Design assumes trusses are to bs used In.nen.conueie environment, TRANS ID: LINK dealgn wads be applied to any component. Ddenassare for'dq flubs.el use. 5.C mpuTrus hes no control over and assumes no reeponslbilfy for the S.Darden assumes em bearing N at supports shown.Shim or weeps If y. EXPIRES: 12/31/2016 tebnullen,handling,shipment end Installation of components. 7,Design assumes adequate drs:eega le provided. S.This design a coded ed to the llmlalwns set forth S.by Plates shell be located on both faces of hues,end placed so their center April 7,20.l16 TPSW TCA in BCSI,cede.of which MN be furnished upon request. 9.Ines eetis coincide ith sot Joint ceettIn nter Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see Ean.lSt1,ESR•fSea(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 4NR/DDF/Cq=1.00 TC: 2x4 KDDF 01aBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-9=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-82) 21 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -86/ 333V -13/ 57H 5.50" 0.53 KDDF ( 625) 1'- 4.9" -49/ 30V 0/ OH 1.50^ 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 9.0" -6/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I,, BOTTOM CHORD CHECKED FOR 1DP$F LIVE LOAD. TOP f-OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ -1'- 1.5" Allowed = 0.113" 1-05-11 MAX TL CREEP DEFL = -0.004^ @ -1'- 1.5" Allowed = 0.150" I i' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.041" MAX BC PANEL LL DEFL = 0.003" @ l'- 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 7 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=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Q, Truss designed for wind loads I in the plane of the truss only, 0 r t ti I �_ i M-3x4 l y y 1-01-08 2-09 'PROVIDE FULL BEARING;Sts:2,3,4 �i, p PROpe �.,5� , GINE,&C� �%, ` :9782PE ter' JOB NAME : AMERICAN MODERN 5-PLEX - EJ1 . ipr -AO"Scale: 0.7095 WARNINGS: GENERAL NOTES, wren otherwise noted: , / /"„ Truss: EJ l 1.Balder and erection contractor should be advised of al General Notes 1.This design b based only upon the parameters shown and la for an individual I."7+ OREGON R E GONZnN. and Warnings before construction commence.. building component.Apptceb88y of design parameters and proper V ir Z.1x4 compression web bracing roup be installed where shown I: Incorporation of component a me responsibility of the bWlding designer. - [}� 3.Additions/temporary bracing to Insure stabil*during construction 2.2 0.0.end.ttassumes the top and bottom Moes to be bterelty t that et � /q V" ` Is the e.pondb:ty of the erector.Additional permanent bracing of 7 o.c. et 10 ort.reach..sty unless braced throughout melt length by r �,% DATE: 4/7/2016 the overall Omahas is the responsibility of the bulking designer. 20coImpact bridging such 1.plywood aired hen shown and/or arywan(Bc). /y�U�bp.. v S 3.2v Impad bddging or bent bracing required where ++ /" SEQ.: El8 7 8 5 2 2 4.No bad should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no Oma should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design hada be applied to eny component. and are for"dry cond ion"ofuse. �/ `pC /{fj )ry GG 5.ComWTrua has no control over and assumes no responsibility for the 8.Design atcumae NA bearing et all supports Mown.Shim or wedge If EXPIRES:nE GIt71/'LO1 L. fabrication,handling.shipment and*legation of components. necenery. 8. is design b furnished subject to the limitations set forth by 8.Desi esnshall be locateduon both) e faces ofttns,eend plead so their center April 7,2016 Th TPNNICA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center Ines. MiTek USA,Inc./Compu7rus Software 7.6.7(1 L}E 9.Digits Indicate We of plate in Inches. 70.For beck connector plate design values we ESR-1311,ESR-1968(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-62) 20 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -118/ 928V -10/ 68H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -72/ 41V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 7.7" -27/ 60V 0/ OH 1.50^ 0.10 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(-5 psf) uplift at 24 "oc spacing. -1 6.00 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.0" Allowed = 0.150" MAX TC PANEL TL DEFL = 0.003" @ 1'- 0.9" Allowed = 0.229" MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.9" MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.9" 3 -I Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1.6, o End vertical(s) are exposed to wind, coI Truss designed for wind loads 5' in the plane of the truss only. r f o 111 o 1 2 4 ' -1 M-3x4 ) l l y 1-06 2-00 0-07-11 (PROVIDE FULL BEARING;Jts:2,4,3 I '014O PR optskv, ��• is, i. 89782PE <' JOB NAME : AMERICAN MODERN 5-PLEX - ESJ1 Scale: 0.8734 v✓�G' MEW GENERAL NOTES, unless otherwise Wet .. p M 40 1�Ad�er and erection contractor should be advised or as General Notes 1.This design is bawd only upon the parameters shown and N for an individual /f_ 7A-OFEGON14 Truss: ESJ1 and warnings before oen.truabn commences. building component.Applicability or design parameters end proper I� q�Y y, 2.2s4 compreselon web bredng mud be het/tiled where shorn.. Incorporation of component is the responsibility of the bulling designer. 1�`C 3.Additional temporary bredng to Insure debility during con.hucton 2 a.c.assumes the top end beam duke to be throughout bread et _+Xw/ Is the responsibility of the erector.Additional permanent bracingof 2 titin ane d 1O hin such as ply wo .less bread throughout they length). V continuous sheathing such as plywood shedhing(TC)and/or tlrywaN(BC). � /"�, I'� `*� DATE: 4/7/2016 the overall structure lame responsibility of the building designer. 3.gx Impact bridging or lateral bradng required where shown.o v 4.No loadboring should be applied to any component until after all boring and 4.Installation of buss is the responsibility or the respective contractor. SEQ.: K 18 7 8 5 2 3 fasteners ere complete and at no time should any baa greater then 5.Design assumes trusses are to be used b a non-corrosive environment, and are for"dry condition"of use. design Sea a epplbd to arty component.TRANS ID: LINK 5.cumpu7rushas nocontrol over and essumesnoresponsibngyfor th. e.peses�aesume.nub..nngatagwppoashom.snlmerweageIf EXPIRES: 12/31/2016 tebrlatbn,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. April 7,2016 8.This design is furnished subled iota limitations set forth by 8.Plates shall be bated on both Nue of truss,and placed se their anter TPIM?CA in BCS(.copies of witch will be furnished upon request. 9.(Diets coincide with dee or pisint te to inches. nes MITek USA,Inc./CompuTrus Software 7.6.7(1L)E 1g.For basic connector plate deign values see EBR-1311,ESR-1080(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 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) BC: 2x8 ERIE #1kBTR 1-2=(-2246) 424 1-5=(-910) 1929 5-2=( -292) 1719 WEBS: 2x9 KDDF STAND 2-3=( -145) 139 5-6=(-403) 1885 2-6=(-2208) 487 LOADING 3-9=( 0) 0 6-3=( -148) 199 LL = 25 Mk' Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 143.8)+DL( 117.9)= 261.5 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" -380/ 1966V -80/ 2008 5.50" 3.15 ROOF ( 625) Single member as shown. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 1.0" -393/ 1967V 0/ OH 5.50" 3.15 ROOF ( 625) r. Hangers attached to the bottom chord will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR l0PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. a* For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 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'- 9.7" Allowed = 0.558" fMAX TL CREEP DEFL = -0.074" @ 6'- 4.7" Allowed = 0.744" 12 MAX HORIZ. LL DEFL = 0.008" @ 11'- 7.5" 6.00 I7 M-1.5X3 4 MAX HORIZ. TL DEFL = 0.013" @ 11'- 7.5" 3 j Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,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-3x6 IIII2 uo e` I 0 io 1111 `ua o o !� x:111 I 5 6 o M-5x16 M-3x10 M-6x10 .1' y y 6-04-11 5-08-05 . l 12-01 l C�4 �G NE .`��`�/ ` 89782PE Zwi If, JOB NAME : AMERICAN MODERN 5-PLEX - Fl ,, Scale: 0.4070 I. WARNINGS: GENERAL NOTES, unless otherwise noted { �y Truss: F 1 Builder and erection contractor should be advised of all General Notes 1.This design Is bawd only upon the parameters Mown and b for an Individual +� '9 O •EGON(12 ,,..,!r �`and Warnings before construction commences. building component.Applicability of design parameters and proper + '..[� 2.2n4 compression web bracing must be Installed where shown+. Incorporopon of component Is the ro.ponsibgpy of the building designer. Iv(+I �x4/Y Ab 2, �,Q` 3.Additional tempor.ry bracing b insure stability during construction 2,Design assumes me top and bottom drones to be laterally braced al F Is the responsibility of the erector.Addppnal permanent bracing of 7 sc.end at ee10'o c rCant dS sly unless brava throughout r dry length by A UL ` DATE: 4/7/2016 the overall structure Is the reUn tnrp oua sheathing such as prywood Mee ing(TC)and/or drywall(BC). T [' ` responsibility of the building designer. 3.2c Impact bridging or lateral brodng required where Mown++ 7" L SEQ.: Ki8 7 8 5 2 5 4.No load should be applied to any component until aper all bracing and 4.Installation of buss Is the responsibility of IM respective contractor. fasteners are complete end at no lime should any loads greater then 5.Design assumes bosses are to be used Ina non-conoWe environment, TRANS ID: LINK design beds be applied to any component. end ens to,dry condition"of use. y/p (� 12/31/2016 5.CornpuTrus hoe no control over end assumes no responsibility for the 8.Design assumes NI bearing at all suppose Mown.Shim or wedge If EXPIRES: fabrication,handling,ehlpment and installation of components. necsesery. T.Deagn assumes adequate on both is prodded. n April 7,2016 e.This designisNmlMad subject tithe 15.Imitations set forth by S.Plates Map be baled on faces of trues,and placed semalt center TPIMRCA In ECM,copies of which WII M Nmished upon request. Ines coincide with Joint center lines. MiTek USA,Inc./CompuTNe Software 7.6.7(1 LFE 0.Digit.Indicate size of plats In Inches. 10.For bask connector piste design values sea ESR-1311.ESR-181313(MITak) This design prepared from computer input by Pacific Lumber and Truss–BC LUMBER SPECIFICATIONS TRUSS SPAN 12'– 1.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 ICOND. 3: 150.00 PLF SEISMIC LOAD, BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND Design conforms to main windforce–resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0c. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 42.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x4 or equal at non–structuralTruss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IEC 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. 6-05-09 5-07-12 1 T T 12 M-1.5x3 6.00p iiJi a 0 I to 2 _11,1/111111111 .4_ 0 , ,A5_....___m...____.__..._... , 1_,.._ 0 1 M-155x3 M—ix6 M-3x4 io PR QpCl 1 6-03-08 5-09-08 1 y 0 1_06 12-01 co - Ci ., '9' .` 89782PE v` JOB NAME : AMERICAN MODERN 5-PLEX - FWA Scale: 0.3598 WARNINGS: GENERAL NOTES, unless otherwles rated: C„+" N. 1.Builder and erasion contractor should be advised of all General Notes 1.This design Is based only upon me parameters shown and is kr an InaMaaal 174,OREGON Truss: FWA end ltmirpe before oonetnrdion commence. building component.Applcabllry of design parameters and proper c 2.2z4 compression nab bracing must be installed where shown.. Incorporation of component b the responsibility of the building designer , 6 3.Additional temporary bracing to Insure stabgity during conMuctbn 2,Dastgn assumes the lop and bottom chords to be leterolry bread et a(]l 1y, A 1 Ie the raspoWGA r lhe.rodor.Additional permanent bracing of 2 o.c and at ID c.c.respectively unless braced throughout their length by ty o perman continuous eheething such es pryAaod Meathing(TC)amgor drywaA(BC). —A L `' DATE: 9/7/2016 the°yang structure h Me reepundbggy of the building designer. 3.2e impact bridging or lateral bracing required where shown•• U 4.No load Mould be applied to any component until agar all bracing and 4.Installation of INS{Is the responsibility of the conb respective edor. SEQ.: K 16 7 8 5 2 6 fasteners era complete and at no time Mould eny loads greater then 5.Design assumes trusses are to be used In.non-corrosie environment, and TRANS I D: LINK design loads be tippled to any component. Design for roes 11 bear oras.. y�3 5.CompuTns Ms no control over end sesame,no respon&billty for the 8.Design e.eumes Ng bearing at al supped.Mown.Shim or wedge If EXPIRES: 12/31/2016 fabrication.handlhp,Mipment end mWdleson of components. 7.Design assumes adequate drainage is provided. April 7,2016 8.This design Is fumlMed eubfed to the lintatIOM set forth by 8.Plates shag be located on both feces of trues,end placed so their center TPWNOTCA In BCSI,copes of Ankh AIA be furnished upon requestt Ones coincide center ncle Ace of plate inches. 9.Die MiTek USA,Inc./CompuTrus Software 7.6.7(1L}E 10.For bet connector pAte design values see ESR4311,ESR1e88(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 20'— 5.0" OND. 2: Design checked for net(-5 9psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR BC: - 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. }COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF Wind: 140 mph, h=23,8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Diz), M-1.5x9 or equal at non—structural LL = 25 PIP Ground Snow (Pg) load duration factor=l.6, vertical members (uon). End verticals) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 6-02 14-03 f T 1' 6-02 6-10-19 f 1' 7-09-02 12 I IM-4x4 12 6.00 Q 6.00 4.0" 2 -f-,f 4_11%%4M-3x6 �, 11p1.1 ol,3M-3x6 t` 0 1 o M-3x6 111011'11 w o Lo o fMMIMMM=====WMMAIMMMM====MM=MMiggl=MMMIMM=======a MI 5 0.25"6 M-3x6 8 -/ M-3x5 M-3x5 M-5x8(0) 6-02 y 7-02-06 y 7-00-10 y ��cS y V) PROfi 20-05 yNGIN��R r02 �" 89782PE 74 -n1-- JOB NAME : AMERICAN MODERN 5-PLEX - FWB °< _,11 ,,e. Scale: 0.2379 WARNINGS: GENERAL NOTES, unless otherulse noted: _J alle Truss: FWB 1.Builder and erection contractor should beadvised dal General Notes 1.ibis design Is baud only upon the parameters shown and isfor anindividual / OREGON N. and Waminge before construction commences. building component.Applicability of design parameters end pro 2 2a4 compression web bracing mug be Installed where shown*. incorporation of component is the reeponstbgfty of the building E erioner .vy 3.Addhbnel temporary bracing to Insure debility during construction 2.Design assumes me tap and bottom chords b be laterally braced at ]� � \f 5 � is the respenAblllty of the erecter.Additional permanent bracing o1 T o.c.and et 10 0.0,respectively c plywoodly anlage braced throughout their length by ` I DATE: 4/7/2016 the overall dmdure la the responsibility Urmimrou.bridging or such as ale d noire,.a anaror arywap(Bc), r, ��U �``J ky of the building designer. 3.In Impact bridging or lateral bracing required where shown v• SEQ.: K 18 7 8 5 2 7 4.No load should be applied to any component until after all bracing and 4.InstaMtbn of truss Is the respondbghy of the respective contractor. redeners are complete and at no time should any loads greater then 5.Design assumes traces Ire to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'Art eondftlon"of um. 5.CompuTrushaenocontroloverantluaumesnoreepomlbllfty(oriM S.DeegnaeeumesNgbsadngatalwpponaehown.ShimorwedgaIt EXPIRES: 1 .1/2016 fabrication,handling,shipment end indallatlon of components. wry' 7.Designsshall nee adequate tonbofcdrainage to truss,d. an April 7,2016 S.This design b furnished subject to the limitations eel by S.Plates shall be located on best laces of truss,end pieced w their center TPIM/rCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 1L MiTek USA Inc./CompuTrus Software 7.6.7 9.Digits indicate size of plate In Inches. ( )-E 10.For basic connector plate deign values see ESR-1311.ESR-1555(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 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(-594) 595 3-9=(-214) 148 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-333) 331 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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 = 42.0 PSF 0'- 0.0" -119/ 417V -600/ 600H 5.50" 0.67 KDDF ( 625) 9'- 0.0" -126/ 251V -600/ 600H 5.50" 0.40 KDDF ( 625) OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "lac spacing. vertical members (won). 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 = -0.019" @ -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" 9-00 MAX HORIZ. LL DEFL = 0.003" @ 0'- 5.5" T ,r MAX HORIZ. TL DEFL = -0.003" @ 0'- 5.5" 12 6.00 17.. 'COND. 3: 150.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 Wind: 140 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 0 I N AII r f 1111 Pa c II o / 2 �4 0 M-3x9 M-1.5x3 l l )• 1-06 4-00 eco PRO - c,,;' ��GINE Srp�� 4t 89782PE c'' JOB NAME : AMERICAN MODERN 5-PLEX - FWC Sale, 0.6299 WARNINGS: GENERAL NOTES, uNess othervlseanoted. �".a�y (�(� }4) --- 1.Bulder and erection contractor Mould be advised of al General Notes 1.ThI design N based only upon the par eters Moven and la for en Ndlvldual 'q.OREGON Q Truss: FWC and Wamin..beoresonanMbncommences. bending componentApplicability of design parameters and proper �J �� 2.2s4 compression web brsdng must be in.WNd where Mown s. Incorporation of component is the responalblity of the building designer. "' `^'q FS v .t /� 3.Additonal temporary bracing to haute stability during construction 2.Design assumes the top and bottom drams is be laterally braced el al 1- \ _4Yf is to responsibility of the erector.Additional permanent bracingf 2'nNnand.eeat 10'hin.rcash..plywood.bracedthroughouttheylength). y o continuous Swathing such as plywood Mealhlnp(TC)endbr tlrywaR(BC). � PA UL ``� DATE: 9/7/2016 the overall alructurs o the responsibility of the building designer. 3.m Impact bridging or poral braying required where Moven s SEQ.: Vi8 7 8 5 2 8 4.No bed Mould be appl.d to any component until after an bracing and 4.Installation of bed is the reapunsiblity of the reapectNe contractor. fasteners are complete and at no Noe should arty bads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, design bade be applied N enY compansnt. and are for'Sly condition.of use. EXPIRES: TRANS ID: LINK 5.Design assumes NB bearing at al suppods Mown.Shim or wedge If E/N( HIES: 4 /3 120 IS7 5.CompuTrus ties no control over and assumes no responsibility for the napery, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 7,2016 S.This design o omohed subied N the limitations set forth by 5.Plates shag be located on both gas of trues,and placed so their center TPI ICA In SCSI,weld do/itch will be fwmohed upon request. Ithes 9.Digits Ind ado sisioint poo Noenterlline.. MiTek USA,Inc.lCornpuTrUR Software 7.6.7(1L)-E 10.For basic connector plate deign value.see ESR-1311,ESR-/S88(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 9WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR 9-08-00 GIRDER SUPPORTING 36-01-00 ON TC 1-2=(-959) 650 4-5=(-1552) 6279 1-9=(-1760) 430 2-6=(-6868) 1719 BC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3- 954 650 5-6= 1552 6279 4-2= 6868 1714 6-3= WEBS: 2x9 ROOF STAND; -(- ) (- ) (- ) (-1760) 930 2x6 KDDF #2 A 5-2=( -120) 120 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSP Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 19.0)- 64.0 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( 11.5)= -1.0 PLF 0'- 0.0" TO 9'- 8.0" V 0'- 0.0" -990/ 3769V -2000/ 20000 5.50" 6.02 KDDF ( 625) TC UNIF LL( 926.0)+01.) 289.7)- 715.8 PLF 0'- 0.0" TO 9'- 8.0" V 9'- 8.0" -990/ 3769V -2000/ 2000H 5.50" 6.02 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: HND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J \�� 6" c in 2 row(s) throughout 2x6 top chords, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP �7(�/)(\ 9" oc in 1 row(s) throughout 2x9 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" ooc in 2 row(s) throughout 2x6 webs, MAX LL DEFL = -0.088" @ 9'- 10.0" Allowed = 0.938" 9" c in 1 row(s) throughout 2X9 webs. MAX TL CREEP DEFL = -0.177" @ 9'- 10.0" Allowed = 0.583" MAX HORIZ. LL DEFL = 0.021" @ 9'- 2.5" MAX HORIZ. TL DEFL = 0.035" @ 9'- 2.5" ICOND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-10 9-10 load duration factor=1.6, End vertical(s) are exposed to wind, Truss M-3x6 M-7x10 designed wind lo thetruss only. ads M-3x6 1 2 3 -I 11 o Wo A I A 00 o _ _ ti -f 4 7C 5 x.6 -I M-4x10 M-1.5x3 M-4x10 l y 4-10 4-10 y 1 9-08 y <;Q% O PR Ore e, yGINFr19 r'Q :9782PE c" ` JOB NAME : AMERICAN MODERN 5-PLEX - G1 • . Scale: 0.5609 , Ir. MIll WARNINGS: GENERAL NOTES, unless otherwise noted Truss: G 1 1.Balder anti erection cantredor should be advised of all General Notes 1.This design Is based only upon the parameters Mow,and h for en Individual ® ON and Warnings before construction commences. building component Applicability of design parameters and proper 2.204 compression web bracing must be huddled where shown 0. incorporation of component Is the nspnn5bl8y of the building designer. .o9 �,r [� 3.Additional temporary bhang to insure stability during construction 2.Design assumes the top and bottom dards to be laterally braced al ]jA +QtiV A b /„,% Is the responsibility of the eredar Additional permanent bracing of Z o c and at 10 sc.euni,as ply unless braced throughout their length by �+/,,. i Yy" DATE: 4/7/2016 the overall structure Is the responsibility of the building designer, continuous sheathing lateb eceg rd aired here s and/or 0 tlrywaN(BC). r,. �+:s� (^j 3.In Impact bridging or lateral bracing regaled where shown+• P s s SEQ.: K 1 8 7 8 5 2 9 4.No load should be applied to any component until after all bhang and 4.Installation of truss Is the responsibility stint respective contractor. UL fasteners are complete end at no time should any beds greater than 5.Design assumes trusses are to be used In a norvcorrosive environment, TRANS I D: LINK deagn loads be applied to any component. and aro for'dry condition"of use. !�/]N /� �+ 5.CumpuTnrs has no control over and assumes no responsibility for the 8.Design fop beadng at el supports shown.Shim or wedge if EXPIRES: 1 G7 v7/IZ V 1 V (ebncatlon,holding,shipment end installation of components. 7.nesign assumes adequate drainage Is provided. 8.This design furnished subject to the limitations sat fort by 8.Plates shall be located on both faces of truss,and placed so their centsr April 7,2016 la furnished TPIMRCA In BCSI,copies of which wig be furnished upon request. sines coincide with joint canter lines. MITek USA,Inc./CompuTrua Software 7.6.7(1L}E S.Digits indicate she of plate in inches. to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" i IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-920) 923 3-4=(-1793) 1795 1-3=( -55) 94 2-4=(-1401) 1383 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 3-2=1-2264) 2257 WEBS: 2x4 ROOF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -1359/ 1910V -2000/ 200014 5.50" 2.26 KDDF ( 625) TOTAL LOAD= 42.0 PSF 1'- 10.3" -1358/ 1903V -2000/ 2000H 5.50" 2.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net1-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = -0.001" @ 0'- 10.2" Allowed = 0.064" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.002" @ 0'- 6.7" Allowed = 0.096" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.003" @ 0'- 3.5" M-1.5x3 M-3X8 MAX HORIZ. TL DEFL = -0.003" @ 0'- 3.5" 1 2 -/ ICOND. 3: 2000.00 LBS SEISMIC LOAD. I f Design conforms to main windforce-resisting system and components and cladding criteria. IrI Wind: 140 mph, h=19.6ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), mm load duration factor=1.6, o o End vertical(s) are exposed to wind, 0 mTruss designed for wind loads o o o I n the plane of the truss only. r+ ,24 I I 1 I I 3 Y4 M-3x8 M-3x4 1-10-04 �� D PR 0Fes GINE r ' ` :9782PE c''` JOB NAME : AMERICAN MODERN 5-PLEX - GHBP Scale: 1.2100Iry WARNINGS: GENERAL NOTES, unless othemMe mete' GI, .9�OREGON ©f•� ,r 1.Wilder end erection contractor should be advised of all General Notes I.This design h based only upon the parameters Movm end h for an individual G OREGON�V Truss: GHBP and wamirga we,.conarudion commence=, building componentApplicability of design parameters and proper 2.204 compression Web bredng must be Metalled where shown+. incorporation of component b me naponelbgdy of the building designer. '9 /q C1 V -0 B 3.Additional temporary bredng to enure stability during construction 2 sago assumes ms top end bottom salechordto be laterally bread el al T 1 Is the responsibily of the erector.Additional permanent bracing of 2,Ac. at eehln.respectively es ply unbarbracedthroughoutdohlength). 2,Ac.and 10 0.ng each ti elply unioood braced throu hoot t drywaN(th b PAUL �\ DATE: 4/7/2016 the waren structure is the n•ponabe�of the building designer. 3.28 Impact bridging or lateral bredng required where shown+. SE K1878530 4.Ne load ehoawbeapplied to any component until after all bndngand 4.Installation tag"onoft assumes reespono be sibility olth In a espectoiv�. ector.environment Q•: fasteners are complete and at no time should any lases greater then end are for"dry condition"of use. .1 r�t�.1)ry TRANS I D: LINK deep"eaa be apgied to any nmpanea. 6.Design assumes roti bearing at Cl supports ancon.Shim or wedge if EXPIRES: I GIv7 /201 5.CompuTrus has no control over and assume.no responsibility for tits ,nu.,.,y, 6 tebdaatbn,handling,shipment and lnaalstian of components. 7.Design assumes adequate drainage Is provided. April 7,2016 6.This design is furnished subject to the limitations set forth by 8.Plates anal be located on both faces of truss,and paced so mea center TPIIWICA In 6051.copies of which ml be fumlaled upon request. g,knees airnlde with see of peen teIM r lines. Indies. MiTek USA Inc./CompuTrus Software 7.6.7(1L)-E IO.For basic connector plate design values sea ESR-1311,ESR-0888(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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 62 5-6=(-142) 78 5-2=(-975) 319 BC: 2x9 KDDF #1sBTR SPACED 29.0" O.C. (- ) 2-6=(-155) 306 WEBS: 2x9 KDDF STAND 2-3= 118 106 3-9=( 0) 0 6-3=(-229) 264 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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 = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 4.00 D 0'- 0.0" -138/ 983V -97/ 66H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -200/ 79V 0/ OH 5.50" 0.13 KDDF ( 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(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.041" MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HORI Z. TL DEFL = -0.000" @ 0'- 9.0" M-1.5x3 9 Design conforms to main windforce-resisting -/ system and components and cladding criteria. M-3x4 3 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f � � load duration factor=1.6, End vertical(.) are exposed to wind, Truss designed for wind loads e� in the plane of the truss only. 2, m I oN r cs 11 -1 5-><._ ....>.<6 M-1.5x3 K-3x4 y �ti cD PRO Fes y 1-06 y 1-02-08 �yGIN�c� /0 ,c...7 2 'k` 9782PE �'r' JOB NAME : AMERICAN MODERN 5-PLEX - GJ . .I• Scale: 1.0366 ,I� WARNINGS: GENERAL NOTES, sides.otherwise noted. '� /) Truss: GJ 1.Builder end erection contractor rhodd be advised oral General Notes 1.ThisdeAgn is based only upon me parameters shown and is for an lndlvklual -7 OREGON.1,9 „„,Tr and Warnings before construction commence.. building camponent.Applicability of design parameters and proper .1 ' 2.]a4 compression web bracing mud los installed wfiero sown*. Incorporation of component b me responsibility of the building designer. 4.1 C, �: (,a [}�` 3.Additional temporary bracing to Insure siabllly during conanualon 2.Design.salines the tap and bottom chortle to be laterally braced at f� `' I.E.responsibility of the erodor.Additional permanent bracing of isi 2'o.c.and si lrt.a o e ra 51,as unless braced throughout their length by DATE: 4/7/2016 the overall Mrudu,e is the responsibility of the balding designer. continuous ridgor step l b pl bracing re aired he e s and/or drywaN(BC). 't. w U .. i'S` 3.2s Implant bridging or lateral bradng required where shown.+ j.� T" SEQ.: Ki8 7 8 5 31 4.Na load ehnub be applied to any component until eller all bracing and 4.Insialatlon of truss is the responsibility or the respectNe contractor. fastener.aro complete and at no time should any loads greater man S.Deign assumes truss..are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and ere for'drycondRen'orae. 1 ]�//�j // 5.Compurrus ha,no control over and assumes no responsibility for me O.Design essary.limes ince bearing at el supports shown.Shim or wedge if EXPIRES:. 12!31/2016 hbrlcatlon,handling.shipment and Instalallon or component.. 7.Design esrumes adequate drainage b provided. 6.This design is furnished subJea to the limitations et forth by B.Plates shallbe located on both faces of truss,and placed so their center April 7,2016 TPNATCA In BCSI.copies of which MI b.furnished upon request. tines ceindde with Joint center line. MiTek USA Inc./CompuTfUB Software 7.6.7(1 L)-E 9.Digits Indkete arcs of piste In Inches. 10.For bask connector Pate design values ee ESR-1311,EBR-1588(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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 62 5-6=(-142) 78 5-2=(-475) 314 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-118) 106 2-6=(-155) 306 3-4=( 0) 0 6-3=(-224) 264 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -138/ 483V -47/ 66H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -200/ 79V 0/ OH 5.50" 0.13 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(-5 osf) uplift at 24 "oc Spasms. 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 = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.041" MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ 0'- 9.0" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=20ft, TCDL=4.2,0CDL=6.0, ASCE 7-10, 4 .00 .0O V (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-1.5x3 M-3x9 4 -, I provide support l cn 1 4-00 provide support o 0 1 8-00 I` N I © RN 5 �6 M-1.5x3 M-3x4 y y 1-06 1-o2-08 10-00 cont- Fe E GO INE �" 89782PE <" JOB NAME : AMERICAN MODERN 5-PLEX - GJ1 --*e<. `'ow" Scale: 0.4213 Agiii Gai 4) 1. eS: G.Thi.d NOTES, unless onitrM.holed 9X-OREGON (.3-. 1.Balder end erection contractor should be advised of all General Notes 1.Ibis design Is bead only upon the parameters shown and h lir an individual -v V. Truss: GJ1 and Warnings before conenadmn commence. building component.Applicability of design parameters end proper �, 2.2a4 compre.Aon web bracing must be Installed where shown incorporation of component Is me responsibility of the building designer. e9 q il Y: ,�FJ 3.Additions!temporary braGng to Insure stability during construction 2 Design assumes the lop and bottom Broke to be laterally Owed et stbilly of the.fedora Additional permanent bracing of 7 o.c.and et 1G o.c.respectively unless braced throughout their length by Is there Q1 .post continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). PA U L DATE: 9/7/2016 the overall structure Is Me responsibility of the building designer. 3.70 Impact bddgmg or lateral bredng required where shown s. SE K1878532 4.No load should beepplledtoany component until after anbradngand 4.a�B .itises r tubusiusryyefah�especrovaewone osior.environment, Q• fasteners are complete and at no time should any loads greater then TRANS ID' LINK de.lgnloads beapplied to any component. Designand ssumesfulbor"dry on^mue.. 5.CompuTrue hes no control over and assumes no responsibility for the 8.Design assumes NI beadnp at al supports Mouth.shim or wedge If EXPIRES 12/31/2016 2/31/2016 sorry. .1L+v1I- i-14.a7 IG/47 /LV [J installation 6.This designs furnishednding, lsubfsd tont dthe lmitationsfset forth bye. 7.8.Platesassumes shallbe located one drainage 4 both faces of�sss,ed.,,and placed so their center April 7,20 16 TPIMTCA In SCSI,copies of which WI be famished upon request. 9.Ines coincide ldcidle alth joint center lIlnes. a of dale in belles. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-Z 10.For bask connector plate design values see ESR-1311,ESR-1388(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 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-518) 536 4-5=(-1914) 6992 1-9=( -170) 68 2-6=(-7378) 1499 BC: 2x8 KDDF #16BTR 2-3=(-518) 536 5-6=(-1414) 6992 4-2=(-7378) 1494 6-3=( -170) 68 WEBS: 2x9 KDDF STAND; LOADING 5-2=( -718) 3929 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 19.0)= 69.0 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( 326.0)= 776.0 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" -901/ 4099V -2000/ 2000H 5.50" 6.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -901/ 4099V -2000/ 2000H 5.50" 6.56 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 lOPSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Design (- psf) uplift at 24 "oc spacing. i ggero OND. 2: checked for net 5 9" oc in 1 row(s) throughout 2x4 top chords, 6" o n 2 row(s) throughout 2x8 bottom chords, VERTICAL DEFLECTION LIMITS: LL=2/290, TL=L/180 9" oc in 2 rows) throughout 2x6 webs, MAX LL DEFL = -0.075" @ 4'- 10.0" Allowed = 0.938" 9" oc in 1 row(s) throughout 2x9 webs. MAX TL CREEP DEFL = -0.152" @ 4'- 10.0" Allowed = 0.583" MAX HORIZ. LL DEFL = 0.012" @ 9'- 2.5" MAX HORI Z. TL DEFL = 0.019" @ 9'- 2.5" ICOND. 3: 2000.00 LBS SEISMIC LOAD. I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-10 4-10 load duration factor=l.6, 1 f ,r End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-4x12 M-1.5x3 1 2 3 El o A _ I. o o f • I o .-t + e I + - t -+- • ti f 4>C 5 716 :M-10x10 M-3x10 =M-10x10 ) ), l 4-10 4-10 l y 9-08 04GI N,E R 0 ` 9732PE �r JOB NAME : AMERICAN MODERN 5-PLEX - H1 Air ..►e Scale: 0.5609 ,;V NW WARNINGS: GENERAL NOTES, unless otherwise noted: V �F�y40 Truss: H 1 1.Builder d Wareing.baba construdbn coshould mmences�a o(an Genrel Notes 1.b ilding coepo ent oAppllcablilry of d sign parameters eameters shown n diprope n IMlvldual /J 9/��OR�^:OREGON Q" Z.2a4 compression web brodng must ba instated wham Moven n. Incorporation of component lame responsibility of the building designer. ��f 3,Addeiunel temporary bracing to Insure stability during construction 2 Design assume.the lop and bottom se.braced to be laterally Macotl d '^y� A1?y 1 is the responsibility of me eredar Additional permanent bracing of 2'o.<.and at 10 c.c.respectively unless braced throughout meir length by DATE: 4/7/2016 Ina overen structure lathe responsibility Orme banal designer. continuous sheathing such a.ptywnoe meed sheathing(TG)and/or nrywaA(aC) '-}"1 U ,- M3.In Impact bridging or lateral bracing required where shown n an V 1+. SEQ. : K1878533 4.No load should beleteadtoany omponuldany loads greater 4.InstanelbnoftmseIsthe responsibnit of the respective contractor. fasteners are complete aha at no time should any loads greater than 5.Design names trusses are to ba used In a nonconoslve environment, TRANS I D: LINK design loads be applied to any component. dna are for My conanron°of use. ^tt��A)ry 4 p 5.CompuTrus Me no control tier and assumes no reaponsiblity for the 6.Deign assume.NII bearing at all supporta shown.Shim or weeps it April 1 2/3 1120 I R.J. fabrication.handling,shipment and Installation of component.. 7. necessary. esign ssumes adequate drainage Is prodded. April 7,2016 6.This design is furnished witted to the limitations sat forth by 8.Plates shell ba loaded on both faces of truss,end plead so their center TPI/WTGA M 0081.copies of which veil ba furnished upon request. lines<olnside with Joint center lime. MiTek USA,Inc./Com uTrua Software 1E 7.6.7 L 9.Digits Indic/de eke of plate in idles. p ( IN.For basic connector plate design values see ESR-131 t,ESR•1088(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: 2x9 KDDF #laBTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 62 5-6=(-142) 78 5-2=(-475) 319 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-118) 106 2-6=(-155) 306 WEBS: 2x9 KDDF STAND 3-9=( 0) 0 6-3=(-224) 264 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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= 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 4.00 0'- 0.0" -138/ 983V -47/ 66H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -200/ 79V 0/ OH 5.50" 0.13 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(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ CO- 8.4" Allowed = 0.041" MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HOAR. TL DEFL = -0.000" @ 0'- 9.0" M-1.5x3 4 Design conforms to main windforce-resisting --I system and components and cladding criteria. M-3x4 3 Wind: 140 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I I load duration factor=1.6, /- End End vertical(.) are exposed to wind, Truss designed for wind loads lir LI' in the plane of the truss only. Ca 0 MI 0 rq 1--- o I M-1.5x3 r1-3x4 VO PR 1 1-06 l 1-02-08 y ��\ .i^ CC ��3GIN •k",QV fp, 4t' 89782PE c' JOB NAME : AMERICAN MODERN 5-PLEX - HJ %/�\\+.�-7 • Scale: 1.0366 ,�� 1��G� mg WARNINGS: GENERAL NOTES, uden otherwise nNed ef / �� 1.Bulder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters Mewl end Is for an Individual ,r/ 7�f OREGON Truss: HJ and Yearnings before construction commences. building component.Appllwbllity of design parameters and proper "L' f7 y 2.2x4 compression web bracing must be Installed where shown+. incorporation or component is the responsibility Orme bullalne designer. .4 ,q Y, t ir�^ 3.Additional temporary bracing to Insure stability during construcibn z Design assumes the top and bottom chords to be taterely braced at 'G.' Ie the ro sially of .radar.Additional p.rmaned bracing of 2'o.c.and at 1O aa respectNely unless braced throughout their langur by J apo^ continuous sheathing such as Arwood sheathing(TC)and/or drywaRBC). PA..1 i t DATE: 4/7/2016 thedla thensi overall sbuure respublity of the building designer. 3.Dr Impact bridging or lateral bracing required where shown++ lJ 1.. SEQ.: K1878534 4.No load should be applied to any component ansI after all braotrg end 4.Design Installation wssA.aroma.�Iitysed fthn a�espctive onmiro�rn.nt, fattener*are complete and at no time should any loads greater than and re for"dry condition"of use. TRANS I D: LINK design bads he applied to any component, 6.Design assumes NI bearing at all supports shown.Shim or wedge If 8.ComWTrushas nocontrol over and assume.noresponsibility for the necessary. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April 7,2016 8.This design Is furnished witted to the limitations set forth by 8.Plates shall be located on both taus dews,and placed so their center TPW,RCA in SCSI,copies of which WI be furnished upon request. ones coincide with Joint center lines. 9.Digits Indicate sin of plata in Inches. MiTek USA Inc./CornpuTrua Software 7.6.7(1L(-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITak) 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: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 62 5-6=(-142) 78 5-2=(-975) 314 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-118) 106 2-6= 155 ) 306 WEBS: 2x9 RODE STAND 3-4=( 0) 0 6-3=(-224) 269 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -138/ 483V -47/ 66H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1`- 2.5" -200/ 79V 0/ OH 5.50" 0.13 KDDF ( 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(-5 poll uplift at 24 "oc soacinc. 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 = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.9" Allowed = 0.041" MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ 0`- 9.0" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 190 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-3x4 4 / rprovide support coo 1 j, 4-00 provide support o 1 8-00 O C-- I O N 5'� . ..::6 -/ M-1.5x3 M-3x4 .1 y i' 1-06 1-02-08 10-00 y �ti ,�� PR047.0 �NGINE�C9 '2 4 89782PE �<' JOB NAME : AMERICAN MODERN 5-PLEX - HJ1 . , / ' • . Scale: 0.9213 WARNINGS: GENERAL NOTES, unless otherwise noted: n� OREGON --T T ru S S' H J 1 1.Builder and erection centredo,a ould be advised oral General Notes t.This design Is based only upon the parameters shown and Is ler an individual per. and Warning*before construction commences. building componentApplkebllty of design parameters end proper �•y 2.2x4 comps.Won web bredng must be Installed where shown.. incorporation of component b the roeponsibllty of the building designer. ,.}�/�� r '(.' ��, 3.Add8lonal temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced et 7 J la the roeponsibiuty of the erector.AddBbnel permanent bracing of T o.c.and a 10 o.b.respectively unless braced throughout their length by DATE: 4/7/2016 ne overall structure is the responsibility 2v Imps us si bridging or such as plyngotl required where s aMar drywaN(BC). �" �t (�� aper l8il of the building designer. 3.In Impel or astral bracing ty atthe shown•♦ L ♦" SEQ.: Ki8 7 8 5 3 5 4.No load should be applied to any component until after all bracing and 4.Installation of twat Is the responsibility of the respeane contractor, fasteners aro complete and at no time should any loads greater than 5.Design assumes tunes aro to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component• and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility ler the 8.Design wanes Ng bearing at al supports•hewn.Shim or wedge If .nee EXPIRES: 12!31/2016 fabrication.handling,shipment and inhalation of components. 7.Design assumes adequate drainage is provided. April 7,20 16 8,This design Is furnished subject to the limitations set arta by 8.Plates eha8 be located on both/aces of twee,and placed ss their center TPIPA RCA in BCSI,copies of WO vAll be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(10-Z 10.For beck connector pate de sign values see ESR-1377,ESR-1088(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/Cq=1.00 TC: 2x9 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-22) 24 3-5=(-107) 93 BC: 2x9 KDDF #1413TR SPACED 24.0" O.C. 2-3=(-51) 32 WEBS: 2x4 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 319V -19/ 97H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -16/ 143V 0/ OH 5.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP - AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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" MAX BC PANEL TL DEFL = -0.009" @ 1'- 10.6" Allowed = 0.157" f f f 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, 4 -/ End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. r oI o oI N ,.-1M 1 �I 2 118=41 mm11111111111111111 _, 5 111111d111111111111111111 O M-3x4 M-1.5x3 1 1 1 3-03-12 0-03-12 1 1 1 1-00 3-07-08 <t,/`; .,��G1NE 9 /mi. 'c' 89782PE 9r' JOB NAME : AMERICAN MODERN 5-PLEX - L1 411101~ Scale: 0.6296 Mg WARNINGS: GENERAL NOTES, unless otherwise noted. o. G©N c;',.43 1.Balder and erodon cantrador should be advised of a0 General Nates 1.This design Is based only upon the parameters shown and Is for an individual V V Truss: L 1 and Warnings before construdion commences. building component.Applicability of design parameters and proper �' 4.4x4 comproWon web bracing must be Installed where shown a. Incorporation of component Is IM roapansiblty of the building designer. oe9 &q[y 1 GJ 3.Additional temporary bracing k Insure stability tlunng construction 2.Design assumes the top and bottom dards to be throughoutateraIN braced at rT r _tyy.� Is the responsibility of the erector,Additional permanent bracing of 7 rnr and at 10 hin.reepectNply unless braced their length by V NY continuous sheathing such as plywood Owe ander drywall(BC). " /l I 1 1 " DATE: 4/7/2016 me overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Mown+• l/L SEQ.: K 18 7 8 5 3 6 4.Na bad should be applied to any component until after all bracing end 4.Installation oltruss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes basses are to be used in it noncorrosNe environment, TRANS I D: LINK design loads be applied to any component and are for condbeariion.of use. �/ FF 12/31/2016/� q /f�/{{� 5.CunpuTrua has no control over and assumes no responsibility for the 8.De�gn�aasurs full bearing al all supports shown.Shim or wedge I! EXPIRES: 1 2/3.1/G0 i V tebnaatwn,hendling,shipment and installation of components. 7.Design assumes adequate drainage le provided. April 7,2016 6.This design is furnished subled to the lirdtatiens eel forth by a.Plates shall be located on both faces of trues,and placed so their center TPNMCA In OCR,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MITek USA lnc./CompuTrus Software 7.6.7(1L(-E no.For basic connector plate design values see ESR-1311,E5R-1988(Mitch) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-46) 20 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" - TOTAL LOAD = 92.0 PSF 0'- 0.0" -66/ 321V 0/ 470/ 5.50" 0.51 KDDF ( 625) 3'- 4.7" 0/ 92V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -38/ 92V 0/ OH 1.50" 0.15 KDDF ( 625) ** 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 OND. 2: Design checked for net(-5 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 = 0.011" @ 2'- 1.9" 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, TCOL=9.2,BCDL=6.0, ASCE 7-10, If (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, r End vertical(s) are exposed to wind, o Truss designed for wind loads vo in the plane of the truss only. 0 ur _ 1 - - / A 0 2 \ 4 ** M-3x4 1-00 3-07-08 (PROVIDE FULL BEARING;Jts:2,4,3 9P) PROFt, w ct 89782PE 1-- JOB JOB NAME : AMERICAN MODERN 5-PLEX - L2 • Scale: 0.8761 ^''� _v.^ WARNINGS: GENERAL NOTES, unless othenvhe noted: Li' 40 Truss: L 2 and Warnings before coBuilder and erection otractor should be nstruction commences. building of all General Notes bThuilding comipoent,d Applksbiliiy of parameters parameters and propis for er Individual 15'd q�OREGON CP 7 2.204 compression web bracing must be Installed where shown*. Incorpontton of component is the responsibility of the building tlealgner. A� �(� S.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et ,l Is the ree{anstb My of the erecter.Addltbnal permanent bracing of 2 o.c end at 10'c.c.reach as ey unless braced throughout their length by DATE: 4/7/2016 the overall structure is the ro2arsheathingina,such b adng rplywooe airedsheatIn ere and/or tlrywal(BC). s ' t �\ eponabppy of building designer. 3.20 Impact bridging or lateral bracing required where shown*+ 1.. SEQ.: K 18 7 8 5 3 7 4.No bad should be applied to any component until agar all bracing and 4.Installation of truss Is the responsibility MINI respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes Misses are to be used ins non-corrosive environment, TRANS I D: LINK design bads be applied to any amponem. and are for'dry condition•of we. S.CompaTnd hes no control over and assumes no responsibility for the S.Design assumes NA bearing et sip supports shown.Shim sir wedge if EXPIRES.. 12/31/2016 . necessfabrication,handling,shipment and Installation of componeota. Design as 7.Dates shall hill assumesadequateeneothlfae larusse n April 7,2016 8.This design is furnished cabled to the limitations set forth by S.Plates shag be boated on both faces of truss,and placed so their inter TPWVTCA In BCS(,copies of vmbh will be famished upon request. Anes coindde with joint center linea, MiTek USA,Inc./Com uTrus Software 7.6.7 1 L E s.Digits indicate sin of plate In Indus. P ( )- 10.For basic connector plate design values see ESR-1311,ESR-15,88(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: 2 x 9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 36 2-5=1-34) 37 3-5=(-163) 128 BC: 2x4 KDDF #1EBTR SPACED 24.0" O.C. 2-3=(-70) 50 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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 = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 370V -20/ 64H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -25/ 216V 0/ OH 5.50" 0.34 KDDF ( 625) M-1.5x9 or equal at n -structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon)n REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP .. For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 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 = -0.047" @ 2'- 8.6" Allowed = 0.428" f '1 f 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=l5ft, TCDL=4.2,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 X in the plane of the truss only. 0 0 I N 1 N I t� n y odllA 2 1184- 115 I o M-3x4 M-1.5x3 . 1 1 5-00-04 0-03-12 y y l 1-00 5-04 (C�9 P R p�r�s �c.:ca ,ryGINF�r6, 'c/ 4 89782PE r" JOB NAME : AMERICAN MODERN 5-PLEX - L3 • Scale: 0.5852 .. . NOW WARNINGS: GENERAL NOTES, unless othervdse noted' V -J 1.Guider and erection contractor Mould be advleed Wall General Notes 1.This design is bawd only upon the parameters shown end Is for an individual 9OREGONTe' Truss: L3 and Warnings before construction commences building component.Applicability of design parameters and proper +/ ry. 9> ' 2.244 compression web bracing must be Installed where shown w. incorporation of component is me rern ch rdblly of the building designer. + VV A� . IG 3.Additional temporary brining to Isere stability during construction 2 Design haemes the by and bottom stoma d be laterally braced al I 'l J NA Is me responsbilly of the erector.Additional permanent bracing of 2 ntnuo se sheathing s�es plywood Mealhing(TC)ctively unless braced and/or drywall Bout their length). �'1 ll DATE: 4/7/2 016 the overeg structure le the responsiblity of the building designer. 1 20 continuous bridging or lateral bracing required where Mown.. pa,U.L. l SEQ.: K1978538 4.No loadshould beapplied to any component until after all bracing and 4.In.t.Uetionoftru sRtheremwb�eiyefth respective contractor. fasteners aro complete and at no time should any loads greater than Design assumes and are for"dry condition"of use. TRANS I D: LINK design bads be applied to any component. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Desgn assumes fug bearing at e8 supports Macon.Shim or Wedge If EXPIRES: 12/31/2016 fabrication,handling,Mipment end Inelelhtlon of components. 7.Design assumes adequate drainage is provided. April 7,2016 1- 6.This design le furnished subled to the limitations set forth by 8.Plates shall be located on both faces of buss,end placed m their comer TPINJTCA in SCSI,copies of which MI be furnished upon request. linea colndde with Mint anter line.. 9.Digits indicate We of piste in Inches. MITek USA Inc./CompuTrus Software 7.6.7(1 L)-E 10.For brisk connector plete design value.see 818-1311,ESR4988(MIT.k) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-20) 22 3-5=(-96) 82 BC: 2x4 KDDF #160TR SPACED 24.0" O.C. 2-3=(-51) 27 WEBS: 2x9 KDDF STAND 3-9=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -72/ 308V -12/ 92H 5.50" 0.99 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 4.0" -13/7::: 13/ 128V 0/ OH 5.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 29 "or 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" 8 -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" 8 1'- 8.6" Allowed = 0.145" I -_-'t MAX TC PANEL TL DEFL = -0.007" 8 1'- 8.6" Allowed = 0.217" 12 4.00 = MAX BORIS. LL DEFL = 0.000" 8 3'- 0.2" MAX HORIZ. TL DEFL = 0.000" 8 3'- 0.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, 4 -/ End vertical(s) are exposed to wind, Truss designed for wind loads rn the plane of the cuss only. c o 0 0 N 11111113111 N I 1 210.-- 1 �5 0 M-3x9 M-1.5x3 1 1 1 3-00-04 0-03-12 1 1 1 1-00 3-04 �( �9 P R QFF' GINE �6' :9782PE r JOB NAME : AMERICAN MODERN 5-PLEX - L4 ,,;r• Scale: 0.6472 , WARNINGS: GENERAL NOTES, u,ess otherwise noted: GI 742 /RE/''r/'�(� 1.Builder and erection contractor should be advised of ad/General Notes 1.This design is based only upon the parameters shown and Is for an individual „yF `,T? 0 GON ry Truss: L4 and Warnings before wnshuctlun commences. building component.Applicability of design parameters end proper f�/ J 4 �1J 2.2x4 compression web booing must be Installed where shown+. incorporation of component lathe rim/ton/Ability of the building destgner. '1' ClAAy 1� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom choke to be latently braced at 7 'l •�J lathe responsibility of the erector.Additional permanent booing of 2'o.c.end at 10 o.e.respectively unless braced throughout their length by wMinuous sheathing such as plywood abedsheathIng(TC)and/or drywal(BC). PAUL'+L ` DATE: 4/7/2016 the overall structure is the roeponsibNlty of the building designer. 3.2(Impact bridging or lateral bracing required where shown++ �"{V 1+. SEQ.: K 18 7 8 5 3 9 4.No load should be applied to any component until ager all bracing end 4.Installation oftruss Is the rosponelbillty of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes ureses are to be used In a nonkormete environment, TRANS ID: LINK design beds be applied to any component. end aro for"dry wndltion"ol use. 5,CempuTnn mums no control over and no responsibility for the e.D ea assumes an bearing et al support.shown.shim or wedge R EXPIRES: 12/31/2016 fabrication,handling,shipment and Instaikof components. ,tion 7.Design assume.edeqoetedrainage ioprosed. April 7,2016e.This design I.furnished subject to the limitations set roam by e.plates shall be located on both face.of truss,and places so mai,canter TPIM/fCA in BCSt,wpbs of which kg be fumkhed upon request Ines coincide with Joint center lines. 9.Diggs indicate size of pleb In Inches. MiTek USA Inc./CompuTrus Software 7.6.7(1 L)-E 10.For beak connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-34) 37 3-5=(-162) 125 BC: 2x9 REEF 016BTR SPACED 29.0" O.C. 2-3=(-66) 48 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 LOADING SC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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= 92.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -63/ 371V -20/ 62H 5.50" 0.59 KEEP ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0^ -24/ 215V 0/ OH 5.50" 0.39 KDDF ( 625) an 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. Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR l0PSF 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 = 0.092" @ 2'- 10.6" Allowed = 0.285" 5-00-04 0-03-12 MAX TC PANEL TL DEFL = -0.098" @ 2'- 8.6" Allowed = 0.428" 1' ' 1' MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 0.2" 4.00 v Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, WEIRS(Dir), 3 -/ load duration factor=1.6, End verticals) are exposed to wind, ETruss designed for wind loads S in the plane of the truss only. 0 0 I N m 1 1 2�� ** 5 0 M-3x4 M-1.5x3 k J, 5-00-04 0-03-12 l l l 1-00 5-04 :9782PE 17r JOB NAME : AMERICAN MODERN 5-PLEX - L5 r -/ Scale: 0.5852 '1117. MOW WARNINGS: GENERAL NOTES, uMess otherwise noted: 5/ / 40 ry 1.Balder and erection contractor should be advised of al General Notes 1.This design Is bard only upon the parameters shown and b for en IntllNdual ' ! REGONZpN. Truss: L5 and Warnings before construction commences. building component.Appllcabllfy of design parameters and proper ��j,// V 2.244 compression web brsdng must be Indslled where shown e. incorporation of component b the responsibility of the building tlesipner. '1,45)„ //fiy: A r V 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the top and bottom chords to be laterally braced et 7 �7 J Is the rosponsibilly of the arodor.Atltllbnsi permanent bracing of T o.c and et id o.c,roapedNaty unless braced throughout their length by DATE: 4/7/2016 the overall siructureIsthe reresponsibility of deSrconrnped shgingorathing suer,lbacinas greuire we(reloC) aarywageq. 7 ..r IL.. ri �. epon Nit o g rapier. 3.24 nmped bat or latent bracing required where Ices n and/or*a 1,,► SEQ.: K 18 7 8 5 9 0 4.Na road stroma be applied to any component until after NI bradrg and 4.Installation of truss is the responsibility of the respective contractor. - fasteners are complete and at no time should any bees greater than 5.Design aaeumeatrveses are to be used In a rwnconoWa environment, TRANS ID: LINK design Wads be applied to any component. and aro for"dry condition"of use. qf�t�1/ry/�4 S.Compurrus has no control over and assumes no responsibility for the 8.Design assumes Ng bearing at ail support Moven.Sham or wedge if EXPIRES: 1 2/3 1/20 1 6 fabrication,handling,ehlpmerd and Isetalhtion of components. ry. 7.Designuete April 7,2016 O.This design is furnished subject to m.limitations get forth by S.Plates en.1 be coated on boa rarer of truss,and placed so their center TPI/WICA in SCSI,copies o/+Mich vA be furnished upon request. Ines coincide with Joint center Ines. 9. else t plateIn inches. MiTek USA,Inc./Com uTrus Software 7.6.7 1L E 10 For basic conerplate d.slgm ashes gee ESR-131 t,ESR•1e88(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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 49 3-5=(-177) 136 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-76) 64 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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 = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -62/ 386V -22/ 68H 5.50" 0.62 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -27/ 233V 0/ OH 5.50" 0.37 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (coon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.070" @ 2'- 11.1" Allowed = 0.472" 5-05-04 0-03-12 1 1 1 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" 4.00 ( ' Design conforms to main windforce-resisting system and componentsand cladding criteria. M-1.5x3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(.) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N I COto --4111111111111111111111111111111111111111111111 r-i I Co mr f- 1 I . 1 o 1 2 �5 M-3x4 M-1.5x3 a" l l 5-05-04 0-03-12 y l y 1-00 5-09 (} PR Opt. � ` :9782PE mac° JOB NAME : AMERICAN MODERN 5-PLEX - P1 ,r ..ter Scale: 0.5715 , ,, WM WARNINGS: GENERALdesign NOTES, cony span Ba pa mete OREGON 1.BuAder entl aredfon comredoren na ,e aevintl o!e9 General Noted 1.This dealgn Is bantl only upon ma paramalero Mown entl Is for an IrMlvleual �' Truss: P1 and Warnings before construction commences. building component.ApplfoablI ty of design parameters and properI. z.anti compression web bracing mud be installed where snow„.. Incorporation of component la me reaponaibllny time building designer, „9 -4R .: 1 GJ N( . 3.Additional temporary bracing to Insure stability during mnstrvdlon 2.Deign assumes the tap and bottom chords to be laterally brecetl al61 lame responsibility o!the erector.Additional permanent bracing of Y o.c and al 17 0.0.respectiely unless braced throughout their length by Fir DATE: 4/7/2016 the overall structure Is the responsibility of build) designer. 2x Int continuous sheathing such as plywood aired ne(TC)and/or drywel(SC). /� t \ v m g 4.2x Impact bridging orlateralbracing ponalbrequired where shown.. +'"1 i.� SEQ. : K1878541 4.Nomadecoid bem applied component until after greater than 4.Deign ofbussIsthe tobrayofinsrespedNeurdndoc fasteners era compote and at no time should any loads greater men 5.Design assumes trusses are to be and In a nononrroetcs environment, TRANS ID: LINK design ba ds be applied to any component. and are for"dry condition"ofuse. EXPIRES: 5.CompuTn a has no control over and assumes no responslbllgy for the 6.Dei gn assumes NA bearing at all supports shown.Shim or costae l! EXPIRES.. 12/31/2016 febnutlon,handling,ehipmenl and Installation of components. teen 7.Deignassumes a s arced thlfee Is providd. April 7,2016e.this design Is furnished trebled to the Irritations set norm by B.Plats shall ha located an both reces of truss,and placed no thee-center TPLVNTCA Sr SCSI,codes of which cdN be furnished upon request. Ones coincide with joint center lines. uTrua Software 7.6.7 1 L E 9.Digits indicate alta of plate In Indus. MiTek USA,Inc./Com P ( )- 10.Far basic connector plate deign values see ESR-1311,ESR-lame(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: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 49 3-5=(-177) 136 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-76) 64 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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 = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -62/ 386V -22/ 68H 5.50" 0.62 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -27/ 233V 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.070" @ 2'- 11.1" Allowed = 0.472" 5-05-04 0-03-12 1' ' . MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" 12 4.00 v Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(*) are exposed to wind, 11 Truss designed for wind loads in the plane of the truss only. N N fI 1101111.111 -/ 2► 5 M-3x9 M-1.5x3 . l l y 5-05-04 0-03-12 y l y 1-00 5-09 cg.D PR04- �u k.yGINE6d9 r0 4 8'782PE• bra JOB NAME : AMERICAN MODERN 5-PLEX - P2 40.7 Scale: 0.5715 - a- WARNINGS: GENERAL NOTES, unless etherwtee noted: L' �4 1.Balder and erection contractor should be advisee of alt General Notes 1.This design is based only upon the parameters shown end h for an individual1OREGON V t�. Truss: P2 and Warnings before condructbn commence.. building component.Applicability of design parameters and proper /off /V O g.2a4 campreeeon web boring must be Installed where shown+. incorporation of component Is me respo rd t of the bullring designer. 4P):::1 .y 11 3,Additional temporary bracing to Insure*lability during construction 2.Design aaeumss the top pecand bottom cholla to be letenly bread al 'l R {J.41\74 Y Ie the responsibility of the erector.Additional ret bracing of T o e and al ea o.c.such e.pty unlade bawd throughout their length by �}. 5. permanent continuous sheathing such as ptyweoe sheammg(TC)and/or drywaA(BC). p/1 1 N L. .. DATE: 4/7/2016 the overall structure is the neponslbglty of the building designer. 3.2.Impact bridging Sr labral bracing required where Wow �"1 L,/ SEQ.: K1878542 4.No load should be applied to any component until ager Al booing and 4.Installation of truss is the resspoor�billlwtyafito respective contractor. fasteners are complete and at no time Mould any loads greater than Design assumes TRANS I D: LINK design bads be applied to any component. 8 aoe�W re or"dry tel lion' f ul all au rte shown.Shim or wedge11 5.CompuTns had no control over and asumes no responsibility Mr the ceseery.ansa* 9a pito EXPIRES: 12/31/2016 fabdwtbn,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. April 7,2016 5.This design is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of Na..,end placed so Rein center TPVNfCA in BCS...copies of which MMA be furnished upon request. sines cobrdde with Joint center Ines. 9.Digits Indicate Ste of plate In Inches. M:Tek USA,Ina./CompuTra6 Software 7.6.7(1L).E 1a.For beets 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 4'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-30) 32 3-5=(-144) 117 BC: 224 KDDF jb14BTR SPACED 24.0" O.C. 2-3=(-62) 44 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 350V -18/ 57H 5.50" 0.56 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 4'- 9.0" -22/ 191V 0/ OH 5.50" 0.31 KDDF ( 625) I v* 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(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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" f . i. 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" 4.00 D MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 -/ load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N "+ 0 I ti hn rn 1 o 1 2 i �5 -/ M-3x4 M-1.5x3 1' y y 4-05-04 0-03-12 l 1 1-00 4-09 ? PRafiess /42 :9782PE 1-- JOB NAME : AMERICAN MODERN 5-PLEX - P3 • y. Scale: 0.6038 WARNINGS: GENERAL NOTES, unless otherwise noted: r V MAI otherwise Truss: P 3 1.Balder end erection contrador should be advised of all General Notes 1.This design Is based enry upon the parameters shown and h for an individual •7 S-EGON c�'''' and Warnings before construction commences. building component.Appkabllty of design parameters and proper ',yMf „ 2.284 compression web bredng must be Installed where shown-T. Incorporation al component is the responsibility of the building designer. ) 4py r , 3.Additional temporary becirhg to Insure atabllily during construction 2.Design and I•D the top and bottom chords to be laterelry brood et - T J Is the rrponsibMry of the erector.Additional permanent bracing of Dec.. and at t O c.c.reepeotNely unless braced throughout their length by "fr DATE: 4/7/2016 the overall practice Is the responsibility of the building designer. 25 sped.ahgingl or such l b edsg requiredprywood sheathing(TC)ere s and/or drywal(BC). " t Won Y g 3.2e Impact bridging or lateral Dndng where shown 1.. SEQ.: K1878543 4.Ne teed.lneutd be appllsdte any eennporant until sear all bradng end 4.Instalatbnoftrues lethe roInbe Ntyofthe respedIvecontractor. fasteners are compete and at o time should any loads greater thanhoses 5.Design ammo b •oreeto be used In a noncorrosive environment, TRANS ID: LINK deco"loads NT applied to any component. and ere for"dry condition"of use. 12/31/2016 5.CompuTnhs has no control over and assumes no responsiblty for the 8.Design ranee NI bearing Nag rpporte shown.Shim or wedge If EXPIRES: necessary, r� .I�+ feblotbn,handling,shipment end installation of componeys. 7.Design assumes adequate drainage is provided. April 7 r 2�1 V 6.This design is furnishedlimitations subject to the limitations set forth by e.Plates shall be looted on both faces of bur,and paced so their center TPWdTCA In SCSI,copies of which els be furnished upon request. Mos celndde with joint center lines. MiTek USA,Inc./Com uTrus Sofivare 7.6.7 1 L E 9.DIpts Indicate slag of plate b inches. P ( )- 10.For beak connector plate design values see ESR-1311,ESR-7988(Wok) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 9/4 (Drawings not to scale) Injury Damage or Personal In offsets are indicated. 1 rra= Dimensions are in ft-in-sixteenths. wilik. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For Q-1/16' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p Illipplii bracing should be considered. O2 3. Never exceed the design loading shown and never F � Ua d stack materials on inadequately braced trusses. O 4. this For 4 x 2 orientation,locate C7-8 c6-7 c5-. designer,erection supervisor,property owner and plates 0-16 ' 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated bysymbol shown and/or SYP represents values as published specified. i� by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ff.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. w 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. "Mi. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI(: National Design Specification for Metal 19.is not Review all pcient.ortions of this design(front,back,words Plate Connected Wood Truss Construction. and picturessuffi )before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. mile kg BCS(: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 -h