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Plans (93) # PERMIT ADDRESS 39 MST2017-00216 13047 SW 169 40 M5T2017-00217 13041 SW 169 41 M5T2017-00218 13035 SW 169 42 MST2017-00219 1133002131w 169 43 MST2017-00220 130115W 169 MiTeko MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL17-136_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: R50343390 thru R50343404 My license renewal date for the state of Oregon is December 31,2018. Opt. c\D NGINE�9 127 83640PE 9f. y OREGON T.� OOU'4RY i2 ZOC? SOON • • ._ ature EXPIRA !""-'=74 ' -31-18 April 21,2017 Ong,Choo Soon IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSIITPI-1, Chapter 2. Job Truss Truss Type Qty Ply POLYGON R50343390 PL17-136_UPPER F01 Floor 2 1 Job Reference(optional) Pacific Lumber-&Truss Co., Beaverton,Oregon 8.110 a Apr 6 2017 MTek Industries,Inc. Thu Apr 20 16:51:57 2017 Page 1 ID:5eV?tdjYi IzoX2xysiFDVpzsm UO-UQmEMaYNamSdsjGEl3awHwojXtgjRygMOjH2LNzOmGO 1 1-9-12 2-6-0 Scale=1:17.7 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 4 e e a 7 3x5= 3x4= 3x4= 0-1 9-8-4 I 0.1 9-6-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:47 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=420/0-4-0,8=420/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=688/0,3-4=-688/0 BOT CHORD 7-8=0/430,6-7=0/536 WEBS 4-6=-626/0,2-7=0/300,2-8=-557/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. L. G \� N c.o. � `_ .40PE ,x� -i ^ OR ' ON cz' 0 SAA-, R 12 ,-,c) �� sooty Digital Signature EXPIRATION DATE: 12-31-18 April 21,2017 t f ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ME. II-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ` a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �A 'r building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iVP IT ek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50343391 PL17-136_UPPER F02 Floor 12 1 Job Reference(optional) Pard)•:'Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 6 2017 MTek Industries,Inc. Thu Apr 20 16:51:57 2017 Page 1 ID:5eV?tdjYilzoX2xysiFDVpzsmUO-UQm EMaYNamSdsjGEl3awHwojRte8Ru?MOjH2LNzOmG0 I a9-4 I 2-6-0 I Scale=1:23.4 1.5x3 II 4x8 = 1.5x3 II 3x4= 1.5x3 II 3x5 = 1.5x3 I I 1 2 3 4 5 6 7 7 o- 11 10 9 8k 4x4 = 4x8= 3x8= 3x5= 01118 13-9-4 0-1-8 13-7-12 Plate Offsets(X,Y)— (11:Edoe,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight:67 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) - — -- - - --- - SOT CHORD —rigid ceiling directly applied or 10-0-0 oc bracing. - REACTIONS. (lb/size) 8=600/0-1-8,11=600/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1028/0,3-4=1028/0,4-5=-1282/0,5-6=1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=-973/0,6-9=0/523,4-10=349/0,2-10=0/822,2-11=-680/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �� o P R OFFss �r>CANGINE S /o2� 8 .40 P E t' y ORE•N ,, 0y0�'`�RV 12 `LO C? saON Digital Signature EXPIRATION DATE: 12-31-18 i April 21,2017 i 0 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.101032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,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 [Yl■AiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the ii fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50343392 PL17-136_UPPER F03 Floor 22 1 Job Reference(optional) . Pacific Lumber&Truss Co., Beaverton,Oregon - - . -. _. -- 8.110 s-Apr 6 2017 MiTek Industries,Inc. Thu Apr 20 16:51.:57 2017-Page 1- .. ID:5eV?tdjYiiz0X2xysiFDVpzsmUO-UQmEMaYNamSdsiGEl3awHwoj NteZRvuMOjH2LNzOmG0 2-1-4 I 2-6-0 i Scale=1:25.6 1.5x3 II 4x6 = 1.5x3 II 3x4= 1.5x3 I I 3x8= 1.5x3 II 1 2 3 4 5 6 7 0 0 e- 1 10 9 8 k. 3x5 = 4x8= 3x8 = 3x5 = 0418 15-1-4 I 0-1-8 14-11-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC20121TP12007 Matrix-R Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=659/0-1-8,11=659/0-1-12 • FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1418/0,3-4=-1418/0,4-5=-1476/0,5-6=-1476/0 BOT CHORD 10-11=0/811,9-10=0/1620,8-9=0/931 WEBS 6-8=-1086/0,6-9=0/636,2-10=0/709,2-11=-995/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. (0.‘„,03 PR0,c-esit' /)4GI NEER /e2 e 8 . 40PE 9r Air y 40 4_ORE ho O C/S/l UA RY 1`Z OAC? O SOON Digital Signature EXPIRATION DATE: 12-31-18 i April 21,2017 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Pali. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-f9 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 R50343393 PL17-136_UPPER F04 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverta-i.Oregon -- - 8,110 s Apr 6 2017 MiTek Industries,.Inc. Thu.Apr 20 16:51:58 2017 Page 1 p ID:5eV?tdjYilz0X2xysiFDVpzsmUO-ydKcZwZ?L4aTUtrQsm59p8LuDG?ZAL_VdN1ctpzOmG? 2-6-0 I Scale=1:22.6 5x8= 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 • 1. 4 e a e 11 10 9 8 5x5= 4x8= 3x6 = 3x4 = 01118 13-4-0 I 0-1-8 13-2-8 Plate Offsets(X.V)— 111:Edge,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight:65 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. , • WEBS . -2x4 DF Stud/Std(tidt)--- 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. ��Ep P R 6 SS 44.,i �NJGINEFR /02p c 8 .40PE t' -7 OR •N) ^0 O/Se,fgRY 1r-,`YO`\ O SOON Digital Signature EXPIRATION DATE: 12-31-18 April 21,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.101032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. k iTe . 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 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50343394 PL17-136_UPPER F05 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - . -_i..-- '- -• •..- - - - ' - - 8.110 s Apr-6 2017 MiTek Industries,Inc..:Ttu Apr 20.16:5158-2017_.Pagel-- - _ - ID:5eV?tdjYilz0X2xysiFDVpzsmUO-ydKcZwZ?L4aTUtrQsm59p8LpeGyYAJdVdN1ctpzOmG? 1-10-4 1 2-6-0 Scale=1:25.1 3x4 II 4x10 = 1.5x3 II 3x4= 1.5x3 II 4x10 = 3x4 II 1 12 2 13 3 14 4 15 16 5 17 8 18 19 o e a e e 2 e ae- e 10 e 9 e 4x8 = 4x10= 4x8= 4x8 = I 15-1-4 I 15-1-4 Plate Offsets(X,Y)— 11:Edae,0-1-8],[8:Edoe,0-1-81,(11:Edcie,0-1-81 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Lid 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 Incr NO WB 0.52 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, ROT CHORD 2x4 DF No.1&Btr(flat) _ except end verticals. - , L -- -2:- DF. ,tut(1S(„t nt). _ :.-._ - :_.- .. BOT CHORD Rigid ceiling,.ri.Ttly<:NI tir,cr;-.::-0-0'..clan/,,g.`- _._:-: 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 2-3=-2144/0,3-4=-2144/0,4-5=-2274/0,5-6=-2274/0 BOT CHORD 10-11=0/1265,9-10=0/2471,8-9=0/1569 WEBS 6-8=-1819/0,6-9=0/823,5-9=-278/0,4-10=-382/0,3-10=-307/0,2-10=0/1027,2-11=-1603/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)152 lb down at 13-2-8,152 lb down at 2-3-0,117 lb down at 1-5-7,112 lb down at 3-0-10,112 lb down at 4-7-13,112 lb down at 6-3-0,112 lb down at 7-10-3, 112 lb down at 9-5-6,112 lb down at 11-0-9,and 112 lb down at 12-7-12,and 118 lb down at 14-2-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �0 P R ore Uniform Loads(plf) �.\ Ss Vert:8-11=5,1-7=50 �,S 'NGINF�R "a 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) g 0 P E r 19=118(F) f ":..57,t,ORE N Opo �' O. 'Se, RY 12,,\-\ O SOON Digital Signature [ EXPIRATION DATE: 12-31-18 ) April 21,2017 i t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the iMl { R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50343395 PL17-136_UPPER F06 FLOOR GIRDER 2 1 Job Reference(optional) - ' Pacific Lumber&Truss Co., ilyaverton,Oregon _ -- 8,110_s Apr 6 2017 MiTak Industries,Inc. Thu Apr 20 1-651:59 2017 Page 1 - , - ID:SeV?tdjYiiz0X2xysiFDVpzsmUO-Qpu?nGad6OiK61 QcCUcOMLf2hgLVvy?eri m9PGzumG_ I t-10-4 I 2-6-0 Scale=1:25.1 3x4 I I 3x5 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4 II 1 2 3 4 5 6 7 • o •• —V-4111111114411111111111411111111114111114114114111t- - -III.°°°°.1°°°.III°°.1°°°°.-411111411141111141411111111411411111111111111111111111lit - 1101.11111111IIIIIII°1°111.11.1.1.11.1.11111.a 1114114111111111111111111141141111111414111411111411111111111' — 0 m e o e 10 9 .a 3x6 = 3x6 = 3x6= 3x6 I 15-1-4 15-1-4 Plate Offsets(X,Y)- 11:Edoe,0-1-81 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WE f' ?r J, .f(i,fl) C: :vli 5' Riyiu coiling directly;pr?_J REACTIONS. (lb/size) 11=408/0-5-8,8=408/0-5-8 Max Uplift 11=-122(LC 6),8=122(LC 7) Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. �� R �� 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. �\��(,NG!N SR O v 8 0PE r" *yORE *NI 4,,. O ��1 ' O C •yORYI2-, ; SOON Digital Signature EXPIRATION DATE: 12-31-18 April 21,2017 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not I 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 fYl!t A'Tek. 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 ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50343396 PL17-136_UPPER F07 Floor 4 1 Job Reference(optional) Pacific Lumber S"TrussCo., _ Beaverton,Oregon- -- - --- "'---- - - -- - 8.110 s Apr 6 2017 MiTek Industries,.-Me,Thu Apr 20-15-51:59 2017--Page 1 -. -- - 1D:SeV?tdjYilzoX2xysiFDVpzsmUO-Qpu?nGad6OiK61QcQUcOMLt22gNavuMerlm9PGzOmG_ 0-11-4 I 2-6-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:11.1 111 111 111 WM • 0 m pri ma r_ '- 5 IS 3x4= 3x4 = LI 3-8-4 3-6-12 I d 1 A LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-P Weight:20 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=157/0-4-0,5=157/Mechanical FORCES. (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. pPRO C��tiNG l NFFR`S!O2 �� 8 +4OPE 9� dr A y ORE ' ^p O 06.,,, RY 12 �N� Li o sooty Digital Signature EXPIRATION DATE: 12-31-18 April 21,2017 a _ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. 1. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �t building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Welk' 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50343397 PL17-136_UPPER F08 Floor 14 1 Job Reference(optional)- Pacific Lumber 4 Truss Co.-,: Beaverton,Oregon- .- - ..8.110 s Apr 6 2017 MiTek Indu't:ies:Inc. Th t-Apr 20?&:52:002017-Page.1 -- ID:5eV?tdjYilzOX2xysiFDVpzsmUO-u?RN tislhr8jB?pzo7dvZQCG4yeLTo4hWiwizOmFz I 2-6-0 I 0-11-12 1 1 0-6-12 4x41= 1 1.5x3 I I 2 3x4= 3 3x4 I I 4 Scale=1:11.1 / . 0 r .. 7 5 1.5x3 II 3x4 = 4 ci I 3-7-4 8-1 4-6-8 3-7-4 d-1-1 I 0.8-4 0-1-8 Plate Offsets(X,Y)— 14:0-1-8,Edael LOADING (pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-P Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, BOT CHORD 2x4 DF No.18rBtr(flat) except end verticals. ',.'2(-:5-- ----2x4 DF Stud/Std(flat) --- - SOT:,t,SSRC Ri..id c2T11;1 dL,ectiy appru.o..ti-C-0 oc bracing. REACTIONS. (lb/size) 7=128/Mechanical,6=385/0-6-0 Max Gray 7=152(LC 3),6=385(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 4-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf)Vert:5-7=-8,1-4=-80 ' - P R�fifi`Sd' Concentrated Loads(lb) �,\) , .NG►N d,9 '7 Vert:4=125(F) 9 `z- 8 .4OPE i- y OR "ON .q Cz., RY V2. 2,.\-\ Q SOON Digital Signature EXPIRATION DATE: 12-31-18 April 21,2017 t a mar ler WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IXI!4 Tek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the f li fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/iPl1 Quality Criteria,DSB-39 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 R50343398 PL17-136_UPPER F09 Floor 15 1 • Job Reference(optional) , Pack Lumber&Truss Co.,- -Beaverton:-Oregon 8.110 s Apr 6 2017"MiTek Industries,Inc Thu Apr 201&52:00201-7-Page 1 - ID:5eV?tdiYilz0X2xysiFDVpzsmUO-u?RN_cbFthr6jB?pzE37dvZQCL4jFeLOo4hWiwizOmFz 2-6-0 I 0-5-12 I 0-6-12 4x4i= 1 1.5x3 II 2 4x4 = 3 3x4 II q Scale=1:11.1 o 05 1.5x3 II 7 5 3x4= 46 — I 3-1-4 312-1? I 4-0-8 3-1-4 d1- 0-8-4 0-1-8 Plate Offsets(X,Y)— f4:0-1-8,Edoel LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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-P Weight:27 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS t )JF tuW ttl t - -'3O t'Cf 9RD • Ri id-cxciling-directly applied pi 6 l-0'00 or i 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 foad(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) QED P R OFF Vert:5-7=-8,1-4=-80S C Concentrated Loads(lb) ��s �NGI NFFR s, Vert:4=125(F) cc $ •40PE -7„_ •N 'a Ory,& RY 12* � SOON Digital Signature EXPIRATION DATE: 12-31-18 April 21,2017 • 1 t AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Mire it building design.Bracing indicated is to prevent buckling of individual lass web and/or chord members only.Additional temporary and permanent bracing M '- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the nv■ e n fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available front 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 R50343399 PL17-136_UPPER F10 Floor 6 1 Job Reference(optional) ar•icl,umbe€K-Tnuys�o;=- eav cion;Oregon.. 8,110 s Apr_f2017.MiTe!--inthtst4e5,-Inc,-Tt rApr20 16::52:01 2017 Page 1 ID:5eV?tdjYi lz0X2xysiFDVpzsmUO-NC?lCycte?z2tKa?XveSRmzOWU3MNokxJLFGT8zOmFy C)-5-4 I 2-6-0 I 1 1.5x3 II 2 4x4= 3 1.5x3 I Scale=1:11.2 0 eS 5 4x4 = 3x4 = L1I 3-7-4 3-0-12 Plate Offsets(X,Y)— [5:Edoe,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 Inc: YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-P Weight:18 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. -- ` --- •WEBS 2x4 DF Stud/Std(flat) - _ ----,:- - — -.---COT CHORD k'.iyrc c i inti-directly applied or 10-0-0 oc bracing. ,, _- l' REACTIONS. (lb/size) 4=135/0 -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. s.0 \AGNEARS/0 ' '' [�OPE v' y/ORE•N ,•z Ox &'q RY A,' ,\ . , �o SOON Digital Signature 1 EXPIRATION DATE: 12-31-18 , April 21,2017 6 6 .... WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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 Mi n, a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire Mire k' 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/TPN Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50343400 PL17-136_UPPER F11 Floor 33 1 . Job Reference(optional) Pacific Lurribes a:"f rUss CO., Beavertbrt,Oregon • 8.110 s Apr 62017 MiTekttdusiries Inc, Thu Apr 20 16:&2:01 2017-Page 1 • ID:5eV?tdjYilz0X2xysiFDVpzsmUO-NC?ICycte?z2LKa?XvesRmzOMU?aNjmxJLFGTBzOm Fy 1-11-4 I 2-6-0 I Scale=1:25.4 1.5x3 II 4x6= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 V . 0 a e e 1 t0 9 t3 3x5 = 4x8= 3x8= 3x5 = 0-11T8 14-11-4 I 0-1-8 14-9-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1369/0,3-4=1369/0,4-5=-1452/0,5-6=-1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=-1072/0,6-9=0/622,2-10=0/725,2-11=-945/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. maco ' , GINE- ,9V/O 8 .4-OPE 1' OP -7ORE *N ^• O C4,, � 0. qRY 12-r�, o soot Digital Signature EXPIRATION DATE: 12-31-18 - April 21,2017 1mi... # ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 1{ 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 ANSUTPN Quality Criteria,DSB-89 and BCSI Building Component 777 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 R50343401 PL17-136_UPPER F12 Floor 24 1 Job Reference(optional) -Pacific Lsunbec&Tc ., - 3eaV,W o:-OSegrx* -_-- -8: 10s•Apr62017AAiTektndustries; . Thu Apr 2U-16:52:022017Page 1 - - ID:SeV?tdjYilz0X2xysiFDVpzsmUO-rOZ7PIcWPJ5vzU9B5c95_VZFuNT6B85X??p?bzOmFx I ata° I I 2-6-0 I Scale=1:19.2 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1 4x4= 2 3 4 5 6 o I_ c, \("XC/ ° a ° -�CX�y 10X 9 8 7 4x5= 3x5 = LL�� 1.5x3 II 3x4 = I 11-4-0 11-4-0 Plate Offsets(X,Y)- [1: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 Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/rP12007 Matrix-R Weight:56 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(#fot;"_ - -- ` ' .-- .. 1.7t9?L1-iOtRf3 ` 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. ,1c .tJGthtEFR /o 2 `r 64OPE 9r ir p dir �y ORE � 0ti O 'yovRY't2o O SOON Digital Signature 1 EXPIRATION DATE: 12-31-18 April 21,2017 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not il. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �Yf■1 Tek' 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 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50343402 PL17-136_UPPER F13 FLOOR GIRDER 3 1 Job Reference(optional) Parc Lumber&TrusS-Co tieaystlr;ii )regon : ' --• - 8.110 s Apr 6 2017 MiTek Indust as,Inc-Thu Apr 20 16:52:622-017 Papal-_ ID:5eV?tdiYilz0X2xysiFDVpzsmUO-r0Z7Plc1NPJ5vzU965c95_VZS uI F62w5X??p2bzOm Fx 1 1-2-12 1-10-0 I 1-8-8 Scale=1:24.8 3x4 II 6x12 = 3x4 II 3x4= 1.5X3 II 3x4= 1.5x3 II 4x8 = 3x4 II 1 2 3 4 5 6 7 8 9 1J o 0 0 a) e e e- o e 13 e 12 11 5x8 = 6x16= 3x5 = 4x10 = 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)- f1:Edae,0-1-81,110:Edoe,0-1-81.[14:Edae,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 0.16 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-R Weight:80 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) • TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, ROT CHORD 2x4 DF No.1&Btr(flat) • except end verticals, _ I ',.=-3' `,:./.4'DE)tuu:Std(flat) -7- 3e- - HORD - '. t?c,li•.g Laity 3;.yyl,,...;+-19,,,J-,3 crrbtGcin'g. REACTIONS. (lb/size) 14=1285/0-5-8,10=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2457/0,3-4=-2458/0,4-5=-2473/0,5-6=2473/0,6-7=-1673/0,7-8=-1673/0 BOT CHORD 13-14=0/1086,12-13=0/2559,11-12=0/2168,10-11=0/960 WEBS 8-10=-1222/0,8-11=0/920,6-11=-638/0,6-12=0/393,3-13=-967/0,2-13=0/1745,2-14=1646/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shalt 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:Concentrated Loads b)1-9=80 ��4�p P R QF�s's Vert:3=825(F) ,N�5 �NG I E fiR �('' 640PE c p y ORE qfz.iso 04,,UgRY 122O\t\ ° sooty Digital Signature EXPIRATION DATE: 12-31-18 April 21,2017 i i NM* WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. int Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing {1111 I( - is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB29 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50343403 PL17-136_UPPER F14 FLOOR GIRDER 3 1 Job Reference(optional) Pacifie{umber&-TWOregon ys Co.,. , Beaverton,O ' -__ - - - 0 8.1 s Apr 62017-MfiTmk hah,phius,`inc-Thu-Apr 2096:52:03-201-7--Page-4 -- - -_ ID:5eV?tdjYilz0X2xysiFDVpzsm UO-Ja7Vded8AclSmaekOt`KhKNB2h0Hcj*rbFEmfkNX1 zOmFw I 1-8-4 I 2-6-0 1 Scale=1:24.8 3x4 II 4x8= 1.5x3 II 3x4 = 1.5x3 II 4x8= 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 e a e e 0 e o e . 10 e 9 e 4x6 = 4x10= 4x8= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)- (1:Edae,0-1-81,18:Edoe,0-1-81 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0.12 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight:74 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.t&Btr(flat) except end verticals. WEBS --2x4 F '`hrn'3t{fiat). - -: . ._ _ SOT CHORD Rigid ceiling directly applied or=l;o 3trc.bracn7g. - - REACTIONS. (Ib/size) 11=873/0-5-8,8=833/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1758/0,3-4=-1758/0,4-5=-1867/0,5-6=1867/0 BOT CHORD 10-11=0/921,9-10=0/2041,8-9=0/1245 WEBS 6-8=-1444/0,6-9=0/726,4-10=-331/0,3-10=-308/0,2-10=0/977,2-11=-1209/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 lb down at 3-11-8,129 lb down at 13-3-0,100 lb down at 0-8-9,95 lb down at 2-3-12,89 lb down at 5-6-2,89 lb down at 7-1-5,89 lb down at 8-8-8,and 89 lb dowrr 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 ��D PR Qp'p Uniform Loads Vert:8-11=-5,1-7=-5o sCeti tJGINt- `SS/0 Concentrated Loads(Ib) C? �' �i� Vert:6=-89(F)4=-89(F)12=100(F)13=-95(F)14=-129(F)15=-89(F)16=-89(F)17=-89(F)18=129(F) Qz :, 640PE c y ORE A .,d 0,S, R Y 12 rLO\C? SOON Digital Signature , EXPIRATION DATE: 12-31-18 April 21,2017 6 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Mi i' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 19!A IIiTek' 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/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50343404 PL17-136_UPPER F15 Floor 3 1 Job Reference(optional) - ' -Ftcifr.a rmbnr 2=l ..ars Co Beaverton,Oregon_- ,... . " .-.- 8.110 s,AFrr S 2017 Mf ry ;illuvtres,4n_ _71t .Apr-201&-52:032017 Page 1 - - ID:5eV?tdjYilzoX2xysiFDVpzsmUO-Ja7VdeddAcDmeekUlKhKWB2kOHjBrgOEmfkNXlzOmFw I 1-5-12 I 2-6-0 Scale=1:17.1 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 5 84� 7 3x5 = 3x4= 3x4 = 011 9-4-4 I 0-1 9-2-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 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 lncr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:46 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=406/0-4-0,8=406/0-4-4 1 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=639/0,3-4=639/0 BOT CHORD 7-8=0/356,6-7=0/511 WEBS 4-6=597/0,2-7=0/330,2-8=-504/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��tiD P R 6FFss ��5 �tJGINEFR �p2 8 .4-OPE Yr- lie - ORE •N4,.0 O SOON Digital Signature EXPIRATION DATE: 12-31-18 April 21,2017 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notkill. 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 indicatedis to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 4jTek' 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 ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite tee Citrus Heights,CA 95610 . A- , bols Numbering ` ) a eGeneralSafety o s I1LATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y 5-4-8 dimens r. :a shown in ft-in-sixteenths Failure to Follow Could Cause Property (D,.,�s ngs not to scale) offsets are indicated. Damage or Personal Injury y IMIE Dimensions are in ft-in-sixteenths. Ink Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. �'116 C1-2 .,2-3 2. Truss bracing must be designed by an engineer.For WEBS .l141114141 wide truss spacing,individual lateral braces themselves _ OlY may bracing should be considered. require bracing,or alternative Tor O11111 1:3 RIME 4110, UO , 3. Never exceed the design loading shown and never IL U stack materials on inadequately braced trusses. III 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 c6-7 C5-6 H designer,erection supervisor,property owner and plates 0- '/id'from outside BOTTOM CHI..RDS 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 .'i 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. I RATE 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,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Trusses are designed for win i loads in the plane of the specified. i� Indicated by symbol shown and/or g by text in the bracing section of the truss unless otherwise show:,:. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. 1 if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracingat 10 ft.s acin section 6.3 These truss designs rely on lumber valuesor less,if no ceiling is installed,unless otherwise noted. B BARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior 4 Oh. (supports)occur. Icons vary but ©201.2 MiTek®All Rights Reserved approval of an engineer. ■-■ reaction section indicates joint 1111111111111M number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. OM ► du 18.Use of green or treated lumber may pose unacceptable ..--..z..--01environmental,health or performance rsks.Consult with Industry Standards: project engineer before use. Mil ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference She:),'NII-7473 rev. 10/03/2015 3 MiTek 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: K3107401 thru K3107441 My license renewal date for the state of Oregon is December 31,2017. . _ _ _ _ _ _ _ rtib— PP°lies,_4200PE yr ti cc ,tiOREGON Ix it /0 -1)- i4,so'0-4 `RR1L\- April 20,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSUTPI-1, Chapter 2. I , This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 41613TR LOAD DURATION INCREASE = 1.15 1-2-(0) 0 1-6=(0) 0 BC: 2x9 KDDF gl&BTR SPACED 24.0" O.C. (. 2-7=(0) 0 5-7=(0) 0 TC LATERAL SUPPORT 4= 12"OC. 0088. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.D) ON TOP CHORD = .L PSE BEARING MAX VERT BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 11 c PSF LOCATIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural TOTAL LOAD = 4T,..` PSF 0'- 0.0" 0/ OV 0.00" 0.00 =5+@ ( 0) vertical members (uon). 6'- 10.5" 0/ OV 0.00" 0.00 =S+@ ( 0) LL = 25 POE Ground Snow (Pg) 7'- 0.5" 0/ OV 0.00" 0.00 -- -8 i 0) Unbalanced live loads have been 20'- 8.0" 0/ OV 0.00" 0.00 =§+@ ( 0) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO 'SIL SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 K:.': BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE L67... TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CO+TRRENTLY. MAX LL DEFL = 0.000" @ -1'- 6.0" Allowed = 0,150" MAX TL DEFL = 0.000" @ -1'- 6.0" Allowed = 0.200" 11-02-12 9-05-04 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.344" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = C.458" 1' T 1' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = D,D08. 20-08 1 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.011" 10 ,r MAX LL DEFL = 0.000" @ 11'- 2.8" Allowed = 0.581" 12 12 MAX TL DEFL = 0.000" @ 11'- 2.8" Allowed = 0.908" IIM-4x4 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 2 6.00 GABLE END TRUSS ON CONTINUOUS BEARING WALL UON.M-1.5X3 PiDesign conforms to main windforce-resisting OR EQUAL TYPICAL AT STUD VERTICALS.REFER TO STANDARD system and components and cladding criteria. GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. NOTE:DESIGN ASSUMES SHEATHING wing: 140 mpn, h=1t, CDL=4. BCDL=6.0, ASCE 7-lc, All Heights5f), enclosedT ,2,Cet.z, E.x0 MWFRS(DiI), load duration factor=l.6, TO ONE FACE. Truss designed for wind loads in the plane of the truss only. IIIIIIIIIIIIII I11 �o I 1 111111111111 '7 --�� wa 4 56 6-08-12 13-11-04 i 4 l l 1-06 6-10-08 o3-09-08 b o0 oa 0-02 3 o7-oa y ��,`�F'+ NE`c�`�()%© y 1-06 y 20-08 �� ct- , :9200PE r' JOB NAME : AMERICAN MODERN 5 PLEX - Al Scale: 0.2959 CC WARNINGS: GENERAL NOTES nia500therwfse noted s OREGON 1a. 1.Builder and erection contractor should be advised of all General Notes 1 This design based b'5-upon the parameters shown and Is for an Individual }_ ,,/ sK/ Truss: Al and Warnings before construction commences. bolding component. Iicebllity of design parameters and proper la` I11y �� 0\ � 2,204 compression web Wooing must be Installed where shown+. Incorporation f F 11 theapo siblllty of the building designer. �7 7 3.Additional temporary bracing to insure stability during construction 2 Design Ih t and bottom chords to be letarely braced at G the responsibility of the erector.Additional permanent bracing of con c and 1117 :�div ly I braced(TC) dior their length) ER R I L+ S✓ DATE: 4/20/2017 the overall structure Is them responsibility of the building dest lino sheathing o9 plywooda ui athi1,0,05 shown 4.+ spun kY p goer. 3.20 Impact bridging or�'�trel bracing required where Movm v+ SE K 310 7 4 01 4.No bad should be applied to any component until after all bracing and 4.Installation of buss Is ic2 responsib8gy of the respective contractor, Q fasteners are complete and at no time should any loads greeter than 5.Design assumes0506'i are toe.used Ina non-corrosive environment, LINK design loads be applied to any component. end are for"dry condk-0 of use. TRANS ID: INK 6.Design assumes full bnaringatall supports shown.Shim orwedge if EXPIRES_ 12(31/2017 5.CompuTrus has no control over and assumes no fesponsibllky for the necessary. fabrication.handling.shipment end Installation of components. 7.Design assumes edeaiate drainage is provided. April 20,2017 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be locates on both faces of truss,and placed so their center TPIOHIEA In 8051,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Sighs indicate Hze of plate In inches. Wok USA.)no./CompuTfus Software 7.6.8(1 L)-E 10.for basic connector plate design values see E8R-1311,ESR-1988(MITek) This design prepared from computer input by I Pacific Lumber and Truss-BC LUMBER SPECIFICA-TIONS TRUSS SPAN 20'- 8.0" ) ' IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 204 KDDF N15BTR LOAD DURATION INCREASE - 1.15 r 1- 2=( -3) 92 8- 9=(-121) 143 8- 2=(-1040) 320 4-13=(-4E0,J 199 BC: 2x4 KDDF #150TR SPACED 24.0" 0.C. 1 2- 3=( -939) 211 9-11=( -4) 17 2- 9=( -126) 825 13- 5=(-137) 542 WEBS: 2x4 KDDF 815BTR 3- 4=(-1307) 349 11-12=( 0) 0 9- 3=( -553) 181 13- 6=(-25. I, 135 LOADING ; 4- 5=( -933) 277 10-13=(-285) 1135 9-10=( -230) 855 6-14=(-110), 127 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32',0 PSF 5- 6=( -939) 295 13-14=(-225) 967 3-10=( -72) 397 14- 7=(-19:1 922 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1126) 278 14-15=( -30) 62 11-10=( 0) 51 7-15=(-829( 248 TOTAL LOAD = 42.0 PSF 10- 4=( -8) 209 OVERHANGS: 18.0" 0.0" LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BPS. `-REA M-3x4 where shown; Jts:2-4,6-7,14 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (Spas ES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -125/ 1069V -140/ 1438 5.50" 1.71 RODE i '025) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET, 20'- 8.0" -103/ 868V 0/ OH 5.50" 1.39 KDDF ( 025) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spicing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 01150" MAX TL DEFL = -0.010" @ -1'- 6.0" Allowed = 0'200" MAX LL DEFL = -0.030" 8 6'- 8.8" Allowed - 0(987" 11-02-12 9-05-04 MAX TL DEFL = -0.051" @ 6'- 8.8" Allowed = 1;317" f f 4 SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-07 3-03-08 4-04-04 4-05 5-00-04 f f f f f 4 MAX HORIZ. LL DEFL = 0.015" @ 20'- 6.3" MAX HORIZ. TL DEFL = 0.024" @ 20'- 6.3" 12 12 I 6.00 IM-4x4 Q 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 NM\ Wind: 140 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, 1.1 End vertical(s) a exposed to wind, Truss designed for wind loads n the plane of the truss only. 4 6 `,i 3 rn0 Iro illiiiiihh 2 � I o I Aii I � �e10 10 f 13+ 4 15 8--- I M-3x8 M-1.5x3 o MI e 9 MJ5A ' M-1.5x3 M-3x8 M-1.5x3 y l y l L l • T , 3-05-04 3-03-08 4-06 4-08-08 4-08-12 ,1 ). Si. _ 1 1-06 6-10-08 ll 13-09-08 - y PRn ,I 7-00-08 0-02 13-07-08 `` F�s10 y 20-08 y < 0tiyG1NE'F9 /9 ' 't •9200PE r' JOB NAME : AMERICAN MODERN 5 PLEX - A2 I Scale: 0.2630 WARNINGS: GENERALNOTES, uniessotherwiaenoted. OREGON t t Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and 8 for an individual '/ OREGON V +� Truss: A2 and Warnings before construction commences building component.Applicability of design parameters and proper L � 2Q��, 2 2x4 compression wsb bracing must be Installed where shown+ Incarporatlon o/comports component la the responsibility of the building destgner. •�/k A 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chorda to be laterally braced et �J W �h Is the responsibility of the erector.Additional permanent bracing of 2'a c and at 10 c.c.respectively unless braced throughout their length by }�.� �� `_ DATE: 4/20/2017 continuous sheathing such as aiywond required ng(TC)and/or drywall(BC) ("• the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown*+ No bad should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : K 310 7 4 0 2 4.fasteners are semplete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK desig111886 be applied to any component and are for dry condition.'Muse. 5 CompuTtus nes no control over and assumes no responsibility for the 6 Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES'. 1 2/31 1//qL01 7 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 20,2017 EXPIRES: G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their anter TPINJICA in BCSI,copies of which WI be Nmlahed upon request. lines coincide with joint center lines. uTrus Software 7.6:8 1 L-E S.Digits indicate size of plate In Inches. MITek USA Inc./Com p ( I 10.For basic connecter plate design values see ESR-1311,ESR-t988(MiTek) ,, This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 • 1- 2=7 -867) 209 7- 8=(-109) 136 7- 1=(-830) 231 13- 5=(-295) 136 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1186) 309 8-10=( -54) 202 1- 8=(-175) 787 5-17=( -82) 129 WEBS: 2x4 KDDF k1&BTR , 3- 4=( -893) 271 10-11=( -51) 190 8- 2=(-494) 155 17- 6=(-185';914 LOADING 4- 5=( -899) 288 9-12=(-199) 838 8- 9=(-159) 591 6-18=(-822;,245 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.^. PSF 5- 6=(-1116) 274 12-13=(-228) 933 2- 9=( -52) 312 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.1 PSF 11-14=( -22) 95 10- 9=( 0) 121 TOTAL LOAD = 42 PIF 13-15=(-199) 861 9- 3=( 0) 169 Unbalanced live loads have been 1 14-16=( 0) 0 3-13=(-377) 164 considered for this design. LL = 25 PSF Ground Snow (Pg) 15-17=(-221) 956 11-12=( 0) 106 17-18=) -30) 61 13- 4=(-130) 506 '• For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO TF` SPATIAL 14-15=( O) 85 REQUIREMENTS OF IBC 2015 AND IRC 2015 NC7 BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED RRG'4REA 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/ 1308 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 IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spad:.n . f f / VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-04 3-03-08 4-04-04 4-05 5-00-04 MAX LL DEFL = -0.030" @ 12'- 8.2" Allowed = 0.975" 1' 1" 1' .1 f f MAX TL DEFL = -0.057" @ 12'- 8.2" Allowed = 1.200" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 p ))M-4x4 4 6.00 MAX HORIZ. LL DEFL = 0.012" @ 20'- 3.3" 4.0" MAX HORIZ. TL DEFL = 0.021" @ 20'- 3.3" 4 ,f-.( *\ Design conforms to main windforce-resisting system and components and cladding criteria. y Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3X4 M-3X4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads rn the plane of the truss only. M-3x9 2111°1°1'°:::,1,1b11111111111111' ';rM-3x9 M-3x9 1oM11 /- -...0110111111111111111 ofi11111i ,9 ; f, This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS _ .`III TRUSS SPAN .. 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16800 LOAD DURATION IN.'RFASE = 1.15 1- 2=(-157) 165 9-10=(-237) 316 9- 1=(-838) 360 7-13=(-264': 142 BC: 2x4 KDDF #160TH SPACED 24.1" O.C. 2- 3=( 0) 0 10-11=(-153) 643 1-10=(-344) 790 13- 8=(-173)I,742 WEBS: 2x4 KDDF #118TH 2- 4=(-155) 164 11-12=(-153) 643 10- 2=(-126) 194 8-14=(-820)'�250 LOADING 4- 6=(-646) 270 12-13=(-193) 692 10- 4=(-807) 318 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( O) 0 13-14=( -34) 47 11- 4=( 0) 259 ! BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-787) 275 4-12=( -68) 114 TOTAL LOAD = 42.0 PSF 7- 8=(-806) 207 6-12=( 0) 144 12- 7=( -89) 103 NOTE: 204 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRGAREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -120/ 858V -241/ 148H 5.50" 1.37 KDDF:.(.'625) , ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -105/ 857V 0/ OH 5.50" 1.37 KDDF (625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spac fnq. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-11-15 MAX LL DEFL = 0.029" @ 1'- 3.4" Allowed = 0.975" ( fMAX TL DEFL = -0.041" @ 11'- 0.6" Allowed = 1..700" 1-05-11 9-04-10 9-06-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS f f ff MAX HORIZ. LL DEFL = 0.008" @ 20'- 3.3" 0-05-12 4-08-05 4-08-05 0-05-12 4-04-11'.,. 4-08-03 MAX HORIZ. TL DEFL = 0.013" @ 20'- 3.3" f f f T T b.-:- f f 1212 Design conforms to main windforce-resisting 6.00 'I Q 6.00 system and components and cladding criteria. ,I Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D#r), load duration factor=1.6, M-4x6 M-4x6 End vertical(s) are exposed to wind, 3 M-3x8 5 • M-3X9 2 4 _ Truss designed for wind loads 1 in the plane of the truss only. .::::: LAI j3X4rri cD 13 M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3' M-5x6(5) 1 ; l y b ¢c,D P R OpF 0-10-03 5-03-13 5-03-13 4-06-07 4-04-11 y 20 os y �,� G4lV '5' ��el ' :9200P r JOB NAME : AMERICAN MODERN 5 PLEX - B1 / Scale: 0.2757 • t� �-r WARNINGS: O.ThW de NOTES, unteupon hae noted. �4 �OREGON O� A`- P 1 Builder and erection contractor should be advised of ag General Notes I.This design Is based any upon the parameters shown and is for an Individual lOR EG to Truss: B1 and Warnings before construction commences building component Applicability of design parameters and proper 2��,; 2.204 compression web bracing must be installed where shown*. incorporalbn of component Is the responsibility of the building designer. +�jl� {^ ISI 3.Addttonal temporary bracing to Insure stability during construction 2 Design assumes the lop end bottom chords to be laterally braced at V 1 W s the responsibility of the erector.Additional permanent bracing of 2 o c and et 10'o c respectNely unless braced throughout their length by .f 5 Pl III DATE: 4/20/2017 the overall structure is the res Nbil f the building designer. continuous ridging or such as plywood reqsheuired n ere s ownand/•tlrywap(BC). Pon ttY o 9 g 3.2x Impact bridging or lateral bracing required where.haven.. SEQ. : K310 7 4 0 4 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design aswmes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry candltlan"of use. �/ i ryry AA 5.Compuima has no control over and assumes no responeibIity for the 6 Design assumes lull Flo,=,g at all supports should.Shim or wedge If EXPIRES 12/ I/L01 fabrication,handling,shipment and Installation of components. tie essary. 7. assumes d dpredrelnaeIsprovidetl April 20,2017 8.This design Is Nmlahetl witted to the limitations set forth by 8.Plates shall be located.both faces of trues,and placed so their center TP WJTCA In BCD!,copies of which will be furnished upon request. lines coincide with(oifrticenter(Ines. I'.. alrus Software 7.6.8 1L D.Digits indicate size a piste In Inches. MITek USA,Inc./Com P ( )-E f 0.For basic connector crte design values sae ESR-1311,ESR-1888(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC s LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" i IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1012) 243 6- 7=(-149) 146 6- 1=1-813) 242 8- 4=(-145),:'.12 BC: 2x4 KDDF g16BTR SPACED 24.0" O.C. I. 2- 3=( -786) 266 7- 8=1-247) 859 1- 7=(-168) 844 4- 9=(-244) 142 WEBS: 204 KDDF N16BTR 3- 4=( -772) 263 8- 9=(-188) 701 7- 2=(-118) 151 9- 5=(-166' 745 LOADING 4- 5=( -822) 216 9-10=( -34) 46 2- 8=(-311) 152 5-10=1-810' 245 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 8- 3=(-106) 378 • BC LATERAL SUPPORT 0= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x4 where shown; Jts:1-2,4-5,7,9 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPEJSES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -108/ 857V -151/ 168H 5.50" 1.37 KDDF , ;25) ** For hanger specs. - See approved plans 20'- 5.0" -109/ 858V 0/ OH 5.50" 1.37 KDDF ( ;.25) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spa.r.ng. 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 = -0.019" @ 5'- 7.7" Allowed = 0.975" MAX TL DEFL = -0.032" @ 10'- 11.8" Allowed - 1.300" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.006" @ 20'- 3.2" 10-11-12 9-05-04 MAX HORIZ. TL DEFL = 0.011" @ 20'- 3.2" 1' 4 '1 Design conforms to main windforce-resisting 5-08-08 5-03-04 4-06 4-11-04 system and components and cladding criteria. f T T f T Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 ))M-4x4 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I 6.00 ].;7* Q 6.00 load duration factor=1.6, 9 0" End verticale s) a exposed to wind, 3 ,wt' Truss designed forwind loads • • 1.1 in the plane of the truss only. 1' 1.1 !'I 4 1� :.: y� .r 5 • ell1111111111ft\ -1N oo I o N Ag 6 *. 7 6 9 *10 M-1.5x3 0.25" M-1.5x3 M-5x8(5) y 5-05 y 5-06-12 y 4-09-08 ' y 4-07-12 y � � n pR OF4 55 ' 9200PE JOB NAME : AMERICAN MODERN 5 PLEX - A4 Scale: 0.2994 WARNINGS: GENERAL NOTES, unless other/vice noted' >" OREGON /�� t Builder and erection contractor should be advised of all General Notes 1.The design 6 based only'upon the parameters shown and is for an Individual Vf1G 4.ltW1Y `{(r Truss: A4 and Wamin s before construction commences. building component.Applicability of design parameters and proper �j 22x4 compresalan web bracing must be installed where shown+ "corporation of component Is the responsibility of the building designer. /AN -7},` ' 2- "'�"^ 3 Additional temporary bracing to Insure stability during conetructlon 2.Design assumes the top and bottom chorda to be laterally braced et V �` 14 'es is the responsibility of the erector.Additional permanent bracing of 2 continuous end et 1 o'o c.rsuch a phely unless braced throughoutand/or d it length by `�/ v;,,R I I ce ramparts Ma,such as acwg re sheathing(TC)where shown arywell(BC). si.IJ �,+ DATE: 4/20/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Macon++ • , SEQ.: K310 7 4 0 5 4.Na load should be applied to any component until after all bracing and 4.Installation mtruss thehare e responsibility usedsd Ine sibof t e rrespectiveenvironment,e non-corrosive nc ttor. fasteners are complete and at no time should any loads greater than 4.Design assumes design beds be applied to any component. end are for"dry condition"of use. ' TRAN S I D: LINK 5.CompuT ua has no control over and assumes no responsibility or me 6.Design assumes full bearing at at supports Mown.Shim or wedge if EXPI RES' 12/3112017 2/31 1201 7 fabrication,handling,shipment and installatton of components. 7.Designssumes adequate drainage is provided. April 20,2O//"ll1l7 • �- fiL t3 IL' J I/L 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center p TPIMTCA in BCSI,copies of which will be NmiMed upon request. lines coincide with joint center linea. 9.Digits Indicate size of plate In Inches. MiTek USA,Ina./CanlpuTras Software 7.6.8(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by , Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 209 KDDF 914BTR LOAD DURATION INCREASE = 1.15 1- 2=(-159) 177 9-10=(-236) 298 9- 1=(-838) 394 7-13=(-264)1172 BC: 2x9 KDOF NILBTR SPACED 24 0" O.C. 2- 3=( 0) 0 10-11=(-299) 636 1-10=(-377) 786 13- 8=(-235) 742 WEBS: 2x9 KDDF 111413TR 2- 4=(-156) 175 11-12=(-244) 636 10- 2=(-126) 162 8-14=(-820) 308 LOADING 9- 6=(-696) 350 12-13=(-251) 692 10- 4=(-811) 409 TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP 5- 6=( 0) 0 13-14=( -36) 47 11- 9=( 0) 259 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-787) 363 4-12=( -60) 109 TOTAL LOAD = 92.0 PSF 7- 8=(-806) 270 6-12=( 0) 199 12- 7=) -75) 63 NOTE: 2x9 BRACING AT 24"OC 1205. FOR LL = 25 PSF Ground Snow (Pg) -`el 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. (SPEC ES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 201_x..', 0'- 0.0" -244/ 858V -292/ 1488 5.50" 1.37 KDDF':t 25) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 .P . 20'- 5.0" -161/ 857V 0/ OH 5.50" 1.37 KDDF'(... 25) i,PO. OND. 2: Design checked for net(-5 qpsf) uplift at 24 "oc spat ng. i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-01-11 4-00-10 12-''2,-11 MAX LL DEFL = 0.034" @ 11'- 0.6" Allowed = Od 75" 1f1 T MAX TL DEFL = -0.041" @ 11'- 0.6" Allowed = .1.300" SEASONED LUMBER IN DRY SERVICE CONDITIONS 0-11-15 3-01-12 2-00-05 2-00-05 3-01-12 4-04-11_ 4-08-03 T f • MAX HORIZ. LL DEFL = -0.008" @ 20'- 3.3" 12 12 MAX HORIZ. TL DEFL = 0.012" @ 20'- 3.3" 6.00 17 provide support a 6.00 Design conforms to main indforce-resisting system and componentsand cladding criteria. 3 5 i'' Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10) (AID Heights), Enclosed, Cat.2, Exp.B, MWFRS(D.r), •M-4x6IIIIIIIIIIIIIIII. M-4x6 load duration factoor=l.6, End vertical(s) a exposed to wind, M-3x4 2 Truss designed for wind loads f 1 401,.... in the plane of the truss only. 0 1 M-3x41 Ail 1.r) ''.��, '. r 0 I o li-3X4 I g ll 0 I 'm m1/41 IIALMAI AilN 9 10 11 12 13 14 M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(5) p'� �C-7�yppry 0-10-03 5-03-13 y 5-03-13 y 4-06-07 j• 4-04-11 j• .{:. f fl{,/ `r� l zo os y C.?L yJCa1N S'C9 /©2 IIII 89200PE yr JOB NAME : AMERICAN MODERN 5 PLEX - B2 Scale: 0.2757 WARNINGS: GENERAL NOTES Maas otherwise noted 7 OREGON it/ Truss: B2 1.Builder and ereeiormntmrcrshould be advised or ell General Nates 1.This designbased y open the parameters sheen and is for an individual A�V 1017 CL.L7 i�VA �`V and Wasgngs before construction commences. building component.npA blIIN f design parameters end proper 4 2.254 compression webbraang must be lnalalled where shown+ incorporation f Wax tl theapo dbpHy of the building designer. r}'+� A 3.Additional temporary bracing to Insure stability during construction 2.Desitin a the 1 a tl bottom chords to be IeteralN braces et '�./ ,a `1' ,"a, s the responsibility or the erector.Addplonal permanent bracing of 2 o c.and t 1 fl r.l p.aN ty braced(TC)and/or their length) //„� R R S LL 1�'} continuo sheathing er plywoodoh ethl hares own+dryweA(BC) �""// DATE: 4/20/2017 the overall structure la the responslb Ipy of the building designer. 3 2x Impact bntlg n9 or literal braang required where shown++ SEQ. : K3 10 7 4 0 6 4.No load should be applied to any component until after all braang and 4.Installation of buss is in respondbllity of the respective contractor. fasteners are complete and al no Hee should any loads greater than 5.Design assumes trusassare to be used Inc noncorrosive environment TRANS I D: LINK design loads be appiled to any component and are f dry condkr 'of use. 5.CompuTrus has no control over and assumes no responsibility for the S Design a full o ng at all supports shown.Shim or wedge if EXPIRES:. 12/31/2017 Bary fabrication handling,shipment and installation of components 7.6 This design is furnished subject to the limitations set forth by a Plates nhall be locateassumes ducc both ate lfaces nage lo trusss s,and placed so their center d. April 20,2017 TPIIW1CA In BCSI,copies of which will be furnished upon request. linea coincide with(Dirt center lines. 9.Digits indicate ass a:date In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector pate design values see ESR-7311.ESR-1988(MITek) 1 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #l6BTR LOAD DURATION INCREASE = 1.15 1-2=(-523) 229 5-6=(-237) 306 5-1=(-808) 307 3-7=( -84, 186 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-562) 254 6-7=(-188) 748 1-6=(-174) 570 7-4=(-156). 756 WEBS: 2x4 KDDF #16BTR 3-4=(-909) 231 7-8=( -34) 46 6-2=( -29) 185 4-8=(-80'1! '255 LOADING 6-3=(-496) 224 TC LATERAL SUPPORT <= 12"0C. 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 BEG REQUIRED BRE AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 5° For hanger specs. - See approved plans 0'- 0.0" -125/ 858V -292/ 197H 5.50" 1.37 KDDF ) 625) LL = 25 PSF Ground Snow (Pg) 20'- 5.0" -112/ 857V 0/ OH 5.50" 1.37 KDDF ; d25) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spz::1n5. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.038" @ 3'- 2.3" Allowed = 3,417" MAX TC PANEL TL DEFL = 0.055" @ 3'- 2.3" Allowed = 0.625" 6-02 14-03 / SEASONED LUMBER IN DRY SERVICE CONDITIONS f 1 6-02 6-10-14 7-04-02 MAX HORIZ. LL DEFL = 0.005" @ 20'- 3.3" ,r 1 f f MAX HORIZ. TL DEFL = 0.008" @ 20'- 3.3" 12 12 Design conforms to main windforce-resisting 6.00 11M-4x4 Q 6.00 system and components and cladding criteria. 4.0" 2 4--K Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Aq\ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. M-3x4 f- 1 M-3x 0 3 1 0 M-3x4 0. 4 1`t • I 0 I N PII F IAV eiiT - - Au -- 5 6 7 8 M-1.5x3 0.25 M-3x4 M-1.5x3 M-5x8(S) y y j• y PRO r 6-02 7-02-06 7-00-10 .,<C, 0� y • � lt /0� 20-05 4 17 '7 JOB NAME : AMERICAN MODERN 5 PLEX - B3 / ' Scale: 0.275740� i Cr' WARNINGS: GENERAL NOTES, unlessotherwtee noted: OREGON 1 /i- 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual 1.lfl L,I LJI V �'V Truss: B3 and Warnings before construction commences balding component.Applicability of design parameters and proper N y 2 1x4 compression web bracing mug be Installed where shown«, Incorporation of component Is the responsibility of the budding designer. rh�'41' } {A., s*© 4. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chortle to be leterelty braced et �.1 1"Y '�w. Is the respunsibkty of the erector.Additional permanent bracing of 2 o c end at 10 h c,rsuch as ply unless braced(TC)anthroughout their length) 41.4 j f a.,R..i t-\ y continuous sheathing such as plywood re uired here s own•tlrywall(BC). ((.��M DAT)=.: 4/20/2017 the overall structure is the responsibility of the building designer. 3.D`Impact bridging or lateral bracing required where shown e• SEQ. : K 3 10 7 4 0 7 4.No load should be applied to any component until after all bracing and 5.4.Design of trussis a Is theareto xpresponsibility lnyytIthe non-corrosive contractor.ntrairen fasteners are complete and at no time should any loads greater than design loads be applied any component and Bret dry d- lase. TRANS ID: LINK 6.Design fun oh ig t an supporta shown.Shim or wedge If EXPIRES: 12/31/2017 5 Compuirus has no control over and assumes no responsibility for the necessary. EXPIRES:f1Ct] fabrication,handling,shipment and installation of components. 7.Design assumes ad_.,a:_drainage is provided. April 20,20 1 7 6.This design Is furnished edged to the limitations set torch by 8.Plates shall be bcetpr:. Doth faces of truss,and placed so their center TPIMRCA In BCSI,copies of which will be furnished upon request. lines coincide with pi ::;der lines. 9MiTek USA,Inc./Com uTrus Software 7.6.81L E 1 Digitsindicateconnector ori-:zeInInches. P ( )- i.For basic connector design values see ESR-1311.ESR-1988(MiTek) ,. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 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 #1613TR SPACED 24.0" O.C. 2- 3=(-2742) 549 10-11-(-269) 1991 10- 4=( -18) 497 WEBS: 2x4 RODE 416BTR 3- 4=(-2485) 521 11-12=(-290) 1959 4-11=(-715) ',255 LOADING 4- 5=(-1757) 468 12- 8=(-430) 2336 11- 5=(-245) 1166 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = - PSF 5- 6=(-1757) 468 11- 6=(-715) ,255 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = _'l'i.. PSF 6- 7=(-2485) 521 6-12=) -18) !.497 TOTAL LOAD = 45'..' PSF 7- 8=(-2742) 549 12- 7=(-276) 193 OVERHANGS: 18.0" 18.0" ') 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMI"'I..r STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS) SPECIFIED BY 10 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMIOO OF 10 PSF. 0'- 0.0" -191/ 1725V -206/ 206H 5.50" 2.76 KDDF ( 525) 37'- 0.0" -191/ 1725V 0/ OH 5.50" 2.76 KDDF ( 525) kOND. 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 = O. 50" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = O. 00" MAX LL DEFL = -0.134" @ 18'- 6.0" Allowed = 1.)304" MAX TL DEFL = -0.226" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ 38'- 6.0" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.059" @ 36'- 6.5" 1 MAX HORIZ. TL DEFL = 0.098" @ 36'- 6.5" 18-06 18-06 Design conforms to main windforce-resisting 'f 'r f system and components and cladding criteria. 6-05-15 6-00 6-00 6-00 6-00 6-05-15 f '4 f f ,' ,, f Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r), 12 12 load duration factor=l.6, 6.00 M-4x6 Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 5 ./--/ j I M-5x6(S) 444 N. 5x6(8) 0.25" 0.25" 4 6 f +9 M-1.5x3 M-1.5x3 + /\11popil. o r a o c I M-3x6 M-3x4 Jo X0.25"i 1 12 +'B 9 0l o M-3x4 M-3x6 r 3 pR OA'C` M-5x8(0) `� '--SAI). y y ), cj- y GIN ,�' /�c,3 ' ✓� .9-os-ls 9-00-01 9-00-01 9-05-15 * y y 1-06 37-00 1-06 '�` 89200 E JOB NAME : AMERICAN MODERN 5 PLEX - B4 • Scale: 0.1734 WARNINGS: GENERAL NOTES i,as athesnIee noted OREGON �"`. Truss: B 4 Bulkier and erection contractor should be advised did General Nates This designis based Y upon the parameter.Maven and is for en Individual F A 4/, and Warnings before construction commences. building component.A.8 Usability of design parameters and proper ., 4 2.204 compression web bracing must be installed where shown«, Incorporation f comp/pent le the responsibility of the building designer. f0 14 r Q �--4.. 3.Additional temporary bracing to insure stability during construct on 2 Design a thet9.and bottom chords to be laterally braced at G- 11 le the responsibility of the erector.Additional permanent bracing of 2 e inc.and 1 ea ch as plywoodly unless braced and/or their length). '1'71:11:110'.. •f' `_ 1 0� DATE: 4/20/2017 the overall structure is the responeibllty of the building designer, 2 Irapa continuous sheathing or hien as ac ng re uiredsheathing(TC)eresh ndlod tlrywad(BC) +'! ,r 3.2atmpactbof bridging orthy relprectngry of thewhereshaven++ S EQ. K3107408 4.Noload should arecbelete dan to any component unit)loadall bracing and 4.installation ofbuss Istf.e responsibilityteseor the onmorrve contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes tiuss:a are to be used In a non�carrocive environment, I, TRANS ID: LINK design loads be applied to any component, end are for"dry condition"of use. 5 0 npuTrua has no control over and assumes no responsibility for the 6 Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES.. 12/31/2017 2/31/201-y ' fabrication,Bending shipment and installation of components. necessary. EXPIRES:t3 L Glf L 7.Designassumestl 'ateothlfaceapruso,a April 20,LOJI 8.This design landing,furnished subject to the limitations set Porth by 8.plasia shall be tested onat both faces of Wss,and placed so their center TPVWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. u7rus Software s.Oign MiTek USA,Inc./Cam 7.6.8 1L E a Indicate size o(Ip'ate in inches. p ( )' 10.For basic connector pale design values see ES14.1371.ESR4988(MITek) This design prepared from computer input by ' Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #'&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -194) 109 1-11=(-627) 2634 I- 2=(-2851) 691 5-17=( -607) 249 BC: 2x9 ROOF #100TR SPA'GOL 24.0" O.C. 2- 3=(-2907) 710 11-12=(-629) 2630 11- 2=1 0) 178 17- 6=( -358) 1207 WEBS: 2x4 KDDF #1&0TR; 3- 4=(-2663) 698 12-14=(-608) 2708 2-12=( 0) 137 17- 7=( -622) 272 2x6 KDDF #106TR A LOADING 4- 5=(-2654) 765 13-15=( 0) 0 12- 3=( 0) 113 7-18=( -129; 608 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP 5- 6=1-1646) 592 15-16=( -8) 37 3-14=( -610) 183 8-18=( -572) 228 TC LATERF:L SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=1-1667) 525 16-17=1-337) 1681 4-19=( -159) 130 18- 9=( -5; 512 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1-2371) 651 17-18=1-379) 1769 15-14=( 0) 55 9-19=1-2190) .542 8- 9=(-2227) 543 18-19=(-935) 1667 14-16=( -354) 1773 19-10=( -109) 74 .. For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 9-10=( -38) 65 14- 5=( -376) 1594 16- 5=( -646) 159 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED,,-STORAGE ' LIVE LOAD AT LOCATION(S) SPECIFIED BY '_l' 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM':: 10 POE. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -201/ 1523V -159/ 191H 5.50" 2.44 KDDF ( 625) 36'- 1.0" -200/ 1508V 0/ OH 5.50" 2.41 KDDF ( 625) , 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.145" @ 11'- 4.2" Allowed = 1./58" MAX TL DEFL = -0.243" @ 11'- 4.2" Allowed = 2.394" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.058" @ 35'- 9.5" MAX HORIZ. TL DEFL = 0.097" @ 35'- 9.5" 8-11 9-01-08 9-01-08 8-11 1 1' f 'f 'f Design conforms to main windforce-resisting 4-05-08 4-05-08 2-06 3-01 3-06-08 4-07-10 4-05-1(4: 4-05-08 4-05-08 system and components and cladding criteria. 4 'f 4 1 f 'f 4 1' 1' 1' 12 12 12 12 Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-1C, 4.00 6.00 D M-4x6 Q 6 C, a 4.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(:_r), load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 6 4-4 Truss designed for wind loads • _� in the plane of the truss only. M-4x10 s 3.1" M-3x4 �' 7 M-1.5x3 4 M-5x6 M-5x6 3 eih, M-3x102 .+ + 1 M-3x8 • M-1.5x3 '� M-1.5x3 D , ' *" 11 12 14c 1 o M-5x10 M-1.5x3 M-3x90 g� ....1 x- �to II ' 13 x8 16 17 '' 18 •k19 ,-' M-3x8 M-3x8 0.25" M-3x8 M-1.5x3 M-5x8(S) y l y ll y 1 , l y 4-05-08 4-02 2-01-01-y7-]72-11-04 3-08-04 9-03-04 8-09-04 y ,0) a p Op l 10-09-04 ;l 25-03-12 l O\_ GINE �css/ 11-03-04 0-06 24-09-12 �� 0� y 36-01 y �I 89200PE C JOB NAME : AMERICAN MODERN 5 PLEX - B5 .0�rss�►►rsrr I' Scale: 0.1749 . X110 - _ WARNINGS: GENERAL NOTES, dh noted: �4"'' OREGON /e 1.Builder and erection contractor should be advised of all General Notes 1.This designb --upon theparameters shown and is for an Individual fl C�.,74.J I V ",f Truss: B5 and Warnings before construction commences building component. blllty f dparameters and proper 'y 2.2x4 compression web bracing must be Installed where shown+. incorporation t I I theresponsibility of the building designer. 4; ...// f,1 �O 3.Additional temporary bracing to insure stability during construction 2 Design IN d bottom had to be laterely braced at 'C/ 1 W ,/a,��. Is the responNblkty of the erector.Additional permanent bracing of cors c and 2-10 .u dimly I braced a df their length). R�..1 L ly DATE: 4/20/2017 the overall structure Is the responsibilityf the buildin designer. Impact h mI a plywoodsheathing(TC)reshown drywell(Bc). �.+ o g g 3.2x Impel brltlging.r' Al bracing required where shown++ 4,No bed should be applied to any component until after all bracing and 4.Installation of buss A :;asponstbility of the respective contractor. SEQ. : K 310 7 4 0 9 fasteners are compete and at na time should any loads greater man 5,Design assumes 2-n•.r:-"ca to be used In a normorroNve environment, design loads be applied to any component. and are/ dry n at use TRANS ID: LINK S.CompuTrvshunoontrolovarentlaaaumnnoreeponsbilityforthe 6.o..gnecesearyassumes ISI•“..ng at all supports shown,Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes seal see drainage is provided. April 20,2017 EXPIRES: L J 761!t 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be foes:'.I on both faces of truss,and placed so their center TPINPFCA In SCSI,copies of which will be furnished upon request. lines coincide with 1.0i,canter lines. 9.Digits indicate size cf Adele In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L}E 18,For basic connector pi.'-design values see EBR-7377,ESR-7988(MiTek) iMEMINIMMIMMIMI This design prepared from computer input by • Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc s TC: 2x4 KDDF b16BTR LOAD DURATION INCREASE = 1.15 pacing. BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 'i Design conforms to main windforce—resisting system and components and cladding criteria. . TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 3.2.0 PSF Wind: 140 mph, h=21.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-1 , Unbalanced live loads have been DL ON BOTTOM CHORD = -_.0.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(4ir), TOTAL LOAD = '42.0 PSF load duration factor=l.6, ind considered for this design. Trussedesignedfforewinds loam LL = 25 P5F Ground Snow (Pith. r P y- LIMITED STORAGE DOES NOT APPLY DUE Tia,.THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 201;x.'lOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10P5F LIVE ^_,OAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—;CONCURRENTLY. 5-00 5-00 T T T 12 'I 12 '.. 8.00 (7 IIM-4x4 '8.00 2 ill NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. I 1 11111 III ti ,_ l y ).• ,l' 2-00 10-00 2-00 <c. 89200PE 9r'f. JOB NAME : AMERICAN MODERN 5 PLEX — Cl Scale: 0.5057 ,,.w: Cl WARNINGS: GENERAL NOTES1M nt a tee'14i 0 0� Truss: Cl aner Warnings nefor conUactcron co bencelsed of all General Nates This lle c b po o parametersshewn end Is Foran Individual and before construction commences building component. pl blllty of design parameters and proper 2.2s4 compression web bracing must be installed where shown+. incorporation of s re ll theresponsibility of the building designer. ,<) "9r 14 213 3.Adddional temporary bracing to Insure stability during construction 2.Design ih d bottom chords to be laterally braced at �/ ,s J.- istheresponsibility of the erector.Additional permanent bracing of Toced tII .eyuctively unless braced throughout their length by /[,fa.., '�� DATE: 4/20/2017 the overall structure Is the responeb Idy of the building designer continuoush ihl g zilch as plywood sheathing(TC)andlor drywall(BC). "ie�`+RR 3.2z Impact Mdgl g it aural bracing required where shown++ SEQ. : K 310 7 410 4.No load should be applied to any component until after all bracing and 4.Installation of truss is ike responsibility of the respective contractor. fastener.are complete and at no time shouts any loads greater than 5.Design assumes Rum,ere to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component and are ftlry cord,:n'cl use. 5 CompuTrus hes no control over and assumes no responsibility/or the 6 Design fur!raring at all supports shown.Shim or wedge if EXPIRES:RES. 12/31 201 7 fabrication,handling,shipment and installation of components. Sasses ry. L/.I\I-IRCU L' J(ILMI/ B.This design is furnished subtest to the limitations set forth 7.Design sshall assumes ads,,'s drainage Is rusise April 2O�G�1 7 W 8.Plates shall a locator' both faces of truss,and placed so their center TPLNTCA In BCSI,copies of which will be famished upon request. lines coincide with(CT.center lines. Mi7ek USA,Inc./Com uTrus Software 1L 7.6.8 a.Digits Indicate size of role In Inches. p ( )•E I0.for basic connector p;';e design values see ESR-1311.ESR-1888(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 'COND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF #1&BTR Design conforms to main windforce-resisting LOADING I,, system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. /ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 3.1 Y)"PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 11.:'..'"PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 42' ,PSF (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x4 orequal at no -structural LL = 25 PSF Ground Snow (Pg) �i ' Truss designed for wind loads vertical members (won)n in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO .. SPATIAL M-3x6 where shown; Jts:2-3,7-8,11,13 REQUIREMENTS OF IBC 2015 AND IRC 2015 1':t 7, BEING MET. Note:Truss design requires continuous bearing wall for entire span EON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAF',.TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CON'URRENTLY. 1 18-06 18-06 TT 6-07-11 6-00 5-10-04 5-10-04 6-00 6-07-11 1 4 ,r 1- T T 4 12 12 I I M-=):x4 6.00 I .. Q 6.00 5 AA Ili, 1.1 M-5x6(S) 11 M-5x6(S) 0.25" 'I' 0.25" II 6 +J 3 + +. r B r 2 �(o 1 10 11 12 13 14 I 0 M- 1.5x3 .25" M-1.5x3 CD M-5x8(S) .V PROFk, 6-05-15 5-10-04 6-01-12 6-01-12 5-10-04 6 tc. ('%1{ /c, ... 1-06 376'089200 /,'0892OO .6 11 ii, 4tJOB NAME : AMERICAN MODERN 5 PLEX — BFWScale: 0.2234 � • . WARNINGS: GENERAL NOTES, th nW noted -7 OREGON (I: 1.Builder and erection contractor should be advised dell General Notes 1.This design basespo theparameters shown and Is for an individual /.... �_ �a 'vV Truss: BFW and Warnings before construction commences buildingcomponentl bllity f dparameters and proper vf'^ („ 2.2x4 eampreset web bracing mud be installed where shown�. Incorporation f t 1 theresponsibility old*building designer. v Ah..ii .{�,. 20 ei.s-4. 3.Additional temporary bracing m Insure stability during construction 2.Design m the 1 s d bottom lo be laterally braced et -r ,.^ Is the responsibility f the erector.Additional l bracing f Pon c d t t I pectively unless braced throughout their length by /s..,,� sport yo Pennanen Ao tnuous sheathrg ,.h as plywood sheathing(TC)and/or drywall(BC) '4 filL DATE: 4/20/2017 the overall structure Is the responsibility of the building designer, 3.2e Impact bridging o'Isal bracing required where shown.. SEQ. : 1<3 10 7 4 11 4.No load should be applied to any component until after all bracing and 4.Installation of truss isri, -esponslbiny of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design! "dry tromp,ri .,, /t be used in a non-corrosive environment, TRANS I D: LINK design loadsbe tesnrced to any com onem e" mCy 5.CompuTrus hes no control over and assumes no respond lolly for the 6.neeeg assumes b. ,:gig at all supports shown.Shim or wedge f Gl�P1RE5.. 12/'J-�(<U'i necessary. fabrication,handling,shipment and installation of components. 7.Design assumes atm;i..' drainage is provided. April 20,2017 6.This design Is furnished subject to the limitations set forth by B.Plates shall be locate. 'both races of truss,and placed so their center TPI/TCA In BC51,copies of which will be furnished upon request. lines coincide with pi,',./rrer lines. 9.Digits indicate size k;'rt:in Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E Ia.For basic connector p:cM design values see E5R-1311,ESR-1955(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAR 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF Al&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 9=(-1116) 1509 3- 9=( -930) 311 10- 6=(-5491k 989 BC: 2x4 ROOF p1&BTR SPACED 29.0" O.C. 2- 3=(-1372) 653 7- B=( 0) 0 8- 9=) 0) 66 6-11=(-936t 345 WEBS: 2x9 KDDF rl&BTR 3- 4=( -984) 404 8-10=) -10) 15 9- 4=( -149) 596 LOADING 4- 5=( -800) 246 10-11=)-1970) 1988 9- 5=( -611) 559 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*In( 7.0) ON TOP CHORD = 52,Il PSF 5- 6=( -978) 334 9-10=(-1233) 1605 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 13..-.II PSF 5-10=( -433) 309 TOTAL LOAD = 42 2 PSF OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPITES) M-1.5x4 or equal at non-structural 0'- 0.0" -318/ 994V -2000/ 2000H 5.50" 1.59 KDDF (1 625) vertical members (con). LIMITED STORAGE TOES NOT APPLY DUE TO T.'IE SPATIAL 17'- 1.0" -324/ 970V -2000/ 2000H 5.50" 1.55 KDDF (I�625) REQUIREMENTS OF LBC 2015 AND IRC 2015 'iL1 BEING MET. ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOS...TOP AND BOTTOM CHORD LIVE LOADS ACT NON-COT: RRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0 113" 8-06-08 8-06-08 t. MAX TL DEFL = -0.004" @ -1'- 1.5" Allowed = C 150" 1 1 f MAX LL DEFL = -0.023" @ 4'- 4.7" Allowed = ):78" 4-05-11 4-00-13 4-01-08 / r4-05MAX BC PANEL TL DEFL = -0.095" @ 4'- 6.0" Allowed = ._12" ,r ,/ 1 SEASONED LUMBER IN DRY SERVICE COND::#'::ONS 12 12 MAX HORIZ. LL DEFL = 0.030" @ 0'- 5.5" 8.00 IIM-4x4 MAX HORIZ. TL DEFL = -0.035" @ 0'- 5.5" Q 8.00 y 4.0" M-3x 'F'/ M-3X5 ICOND. 3: 2000.00 LBS SEISMIC ',H.D. NN Design conforms to mar windforce-resisting '� system and componentsand cladding criteria. M-1.5x4 M-1.5x4 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-1C, M-3x5 �� ++ 1,1-3x5 (A11 Heights), Enclosed, cat.z, Exp.B, MweRs,y-lr), load duration factor=1.6, M-1.5x3 M-3x4 End vertical(s) areexposed to wind, 3 Truss designed forwind loads M-3X5 'oil 110:44.a. in the plane of the truss only. Truss designed for 4x2 outlookers. 2x4 lei-ins AM-1.5x4 of the same size and grade as structural kop chord. Insure tight fit at each end of let-in. II putlookers must be cut with care and aermissible at inlet board azeas only. eM-3x5 M-3x9 41`o !�� .� -sem 9 o o M-3x4 r eeesae 21 M-1.5x3 M-3x10 M-3x4 M-5x8 y y y y y 7-07 0-11-08 4-03-04 -03-04 y y ), y 1-01-08 7-07 9-06 y 8-04-12 0-09-12 8-08-04 y �CC��0 PRpFfiss y 17-01 y C.. ''''4lV S 19 V, e1 :9200f E �1.' JOB NAME : AMERICAN MODERN 5 PLEX - Dl '' Scale: 0.2808 4 WARNINGS: GENERAL NOTES pleas th od ted OREGON � -.. A. Truss: Dl1.Builder and erection contractor should be advised of all General Notes This deg basedpe theparameters shown and le for an Individual j and Warnings before construction commences building component A billty f design parameters and proper Y `y� A.(,� 2.254 cumpreaAon web bracing must be Installed where shown incorporation f 2 vent I.theresponsibility of the building dealgner. �� 7 14 A'yO`N 3.Additional temporary bracing to Insure stability during constructor 2.Design the sad bottom chordsta be laterally braced at �a b Is the responslbll ty of the erector.Additional permanent bracing of 2 o c and 11 P s dh ly bread throughout their length by 471::? T,' F R IO- DATE: 4/20/2017 the overall structure is the responsibility of the building designer. 35Impcontinuah thl T,ra plywood aired sheathing(TC) wn+or tlrywaB(BC). -+'f/F\.. 3 25 Impact boftrusing c i I pnn&B required the whpe shown t a SEQ. : K3 I Q]4 I2 4.No load should be applied to any component until after all bracing and 4.Installation of truss I:•^e responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes In'.,s are to be used Ina noncorrosive environment, TRANS ID: LINK design toads be applied to any component and areI dry 'Son of use. 7 5.design true has no control over and assumes no responsibility for the 6 Design NI -r ng of all supporta shown Shm or wedge If Cv[1'[]CC- 12/r]�//@(TA fabrication handling shipment end Installation of components. necessary. t EXPIRES: 1! J Lll l I. 7 Plates l be sad�:aneothl tone to oslse April 20,2017 6.This design Is Nmlahed essubjectofo to the limitations set forth by B.Plates shall De bwt.c on both faces of toss,and placed so their center TPINJfCA In BCSI,copies which will be furnished upon request. lines coincide with NIM center lines. 9.Digits indicate sire of plate In inches. Mirk k USA,Inc./CompuTrus Software 7.6.8(11)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITNO This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #1&STR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 9=(-214) 676 3- 9=(-226) 208 10- 6=(-107) 556 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 2- 3=(-909) 274 7- 8=( 0) 0 8- 9=( 0) 66 6-11=(-669; 206 WEBS: 2x4 ROOF ))16BTR 3- 4=(-684) 225 8-10=( -2) 7 9- 4=(-199) 450 LOADING 4- 5=(-684) 246 10-11=( -25) 42 9- 5=(-154) 139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32..._ PSF 5- 6=(-724) 187 9-10=(-132) 574 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 11:'0 PSF 5-10=(-240) 144 TOTAL LOAD = 42 n PSF OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG-AREA LL = 25 PSF Ground Snow (Pg) ! LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -192/ 868V -138/ 175H 5.50" 1.39 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO Tui:,SPATIAL 17'- 1.0" -84/ 704V 0/ OH 5.50" 1.13 RODE ("625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NTT BEING MET. 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAL.;.,TOP AND BOTTOM CHORD LIVE LOADS ACT NON-COM1JJ'.:.-RRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" 8-06-08 8-06-08 MAX TL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" MAX LL DEFL = -0.015" @ 8'- 6.5" Allowed = 0.808" MAX BC PANEL TL DEFL = -0.095" @ 4'- 6.0" Allowed = 0.512" 4-05-11 4-00-13 4-01-08 .�4-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS f T f f f 12 1_ MAX HORIZ. LL DEFL = 0.008" @ 16'- 11.2" 8.00 p IIM-4x4 `..8.00 MAX HORIZ. TL DEFL = 0.013" @ 16'- 11.2" 4.0" , Design conforms to main windforce-resisting 4 „2.7( , system and components and cladding criteria. N11 I Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(bir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 M-3x4 in the plane of the truss only. 3 t. M-3x4 r N11 hill IDSIIII �`. �r 91 o o M-3x4 i 0 o M I H 7 8 10 11 M-1.5x3 M-3x8 ,.,M-1.5x3 M-5x8 ) y y )' - 1' 7-07 0-11-08 4-03-04 r^3-04 ). , )c 1,-- y 1-01-08 7-07 9-06 PR Ope 8-04-12 0-09-12 8-08-04 l fix , 6/n l i ` .ce'" 6e0; 17-01 ...„..„44.1 89200PE t-- JOB JOB NAME : AMERICAN MODERN 5 PLEX - D2X„)._--1--- -�• t, Scale: 0.2808 ,.101111 • s CZ- WARNINGS: GENERAL NOTES iass°Marvels.noted, OREGON 4/ 1.Builder and erection contractor should be advised of al General Nates 1.This design basedonly upontheparameters shown and Is for an Individual �rj A s� Truss: D2 and Warnings before construction commences. building component. plcabllity of design parameters end proper �/..w �' {A �O Ru }� 2.2x4 compression web bracing must be installed where shown+ Incorporation f p nl la the responsibility of the building designer. 1"Y 3.Additional temporary bracing to insure stability during construction z Design the and bottom chards to be laterally braced at �1"` Is the responsibility f the erector.Additional t brach f 2'pc.and t 10' spedlvely unless braced throughout their length by (FI R 4 V jy+ Spon ty c permanent g o continuous ah aching,1 as plywood ahealhing(TC)andlar drywel(BC) (; 4.+ DATE: 4/20/2017 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or,literal bracing required where shown++ SEQ.: 1<310 7 413 4.Ne bad should be applied to any component un01 ager all bracing and Atallation of truss Isonre re reespo sibilllityd In athe non<ordrove e contractontrenvironment,fasteners aro complete and at no time should any loads greater than Design assumesTRANS ID• LINK design bads be applied to any component and araf ary d°:icn of use. �1 5.CompuTrva has no control over and assumes no responsibility forme 6.necessary.Dngn assumes Ni Ls-.ng at al supports shown.Shim or wedge if EXPIRE S 12/31/2017. . fabrication,handling,shipment antlconation of components. 7.Design assumesle a:e drainage Is provided. April 20,201 7 1 8.This design Is furnished caged to thea limitations set forth by 8.Plates shall be loser,1.I both feces of truss,and placed so their center TPIMy1CA In BCS(,copies of which will be furnished upon request. Imes coincide with je rr-+rater lines. 9.Digits indicate size of or.e In inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connecter rad:- design values see ESR-1311.ESR-1988(MOWS) 1 I r- . 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-01-00 GIRDER SUPPORTING 20- IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4.KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Nc;.-dap) 1- 2=( 0) 70 2- 8=( -966) 4822 8- 3=( -374) 1930 12- 6=(-1224) IiI 296 BC: 2x6 KDDF k1&BTR 2- 3=(-6048) 1278 8-11=( -958) 4782 3-11=(-1644) 398 6-13=(-2472) 552 WEBS: 2x9 KDDF #1&810; LOADING " 3- 4=(-4256) 958 9-10=( 0) 0 10-11=( -106) 552 13- 7=(-1222)'5770 2x8 KDD'e #1&BTR A LL = 25 PSF Ground Snow (P1 4- 5=(-4238) 962 10-12=( -8) 42 11- 4=( -992) 4430 7-14=(-3978) II.862 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'-. 7.0" TO 19'- 1.0" V 5- 6=(-5088) 1114 12-13=(-1102) 5284 11- 5=(-1010) 300 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 233.3)+DL( 178.7)= 412.0 PLF O'A 0.0" TO 19'- 1.0" V 6- 7=(-4924) 1070 13-14=( -132) 614 11-12=( -876) 4388 BC LATERAL SUPPORT G= 12"OC. UON. -' 5-12=( -214) 928 LIMITED STORAGE DOES NOT APPLY DUE TO1HE SPATIAL OVERHANGS: 13.5" 0.0" REQUIREMENTS OF IBC 2015 AND IRC 201,NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BR6'i&REA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPE') =S) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10 PSF LIVE 'y1:\D. TOP 0'- 0.0" -1031/ 4713V -135/ 183H 5.50" 7.54 KDDF ! :;25) Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CO GCURRENTLY• 19'- 1.0" -963/ 4506V 0/ OH 5.50" 7.21 KDDF .25) ails staggered: n9" o in 1 row(s) throughout 2x9 top chords, iCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spac_n� 9" oc in 2 row(s) throughout 2x6 bottom chords, - 9" o n 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x8 webs. MAX LL DEFL = -0.001" @ -1'- 1.5" Allowed = 0.'13" MAX TL DEFL = -0.001" @ -1'- 1.5" Allowed = 0. 50" MAX LL DEFL = -0.064" @ 8'- 6.5" Allowed = B.908" 8-06-08 7-04-10 3-01-14 MAX TL DEFL = -0.108" @ 8'- 6.5" Allowed = I 11" '1' f 1' 1' SEASONED LUMBER IN DRY SERVICE CONDI'_DONN 4-08-01 3-10-07 3-03-12 4-00-14 3-01-14 '1 f T f j' . MAX HORIZ. LL DEFL = 0.022" @ 18'- 9.2" 12 MAX HORIZ. TL DEFL = 0.037" @ 18'- 9.2" 8.00 M-4x6 12 Q- B.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 9 ( 1911% Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), load duration factor=1.6, End verticals) are exposed to wind, M-3x5 Truss designed forwind loads M-3x5 in the plane of the truss only. 3 %. 1 I._ Al M-ir„:,t`' M-4x8 Ii .1 r 0 Ili r- 10001°M1 8 11 o M-5x10 M-3x6 r �-� oI 8.Q N I f .- -1 9 10 12 13 ''19 M-1.5x3 M-4X12 M..--4x8 M-7x8 1 M-1.5x4 r. 1 l . . l -.„- y 4-06-05 3-00-11 0-11-08 3-05-08 4-02-10 2-10-06 1 ,1 , y 1-01-08 77 -07 , l- 11-06 )' � o P R aFt 8-04-12 0-09-12 10-08-04 y 19-01 y +5 ANG /� 9200p rI JOB NAME : AMERICAN MODERN 5 PLEX - D3 4 . Scale: 0.2570 t10/ WARNINGS: GENERAL NOTES, .�.esa otherwise noted: OREGON 4;F~I 1.Builder and erection contractor should be advised of all General Notes 1.This design based t.,y upon the parameters shown and is for an Individual 1 V A_ .. Truss: D3 and Warnings before construction commences building component.A pl cability of design parameters and proper 2�� P'E' 2.204 compression web bract 9 must be Installed where shown incorporation / ant la the responalblllly of the building designer: r/�/'t A 3.Additional temporary bracing to insure stability during construction 2.Design the top and bottom chords to be laterally braced et �../ `1' Is the responsibility of the erector.Additional permanent bracing of 1 o c and t 1g respectively unless braced throughout their length by DATE: 9/20/2017continuous sheathing such asplywood sheathing(TC)where aes s drywall(Bc) 416.R1:410'1 I the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.a SEQ.: K310 7 414 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.DesIgn assumes trusses are to be used ins non-oorrotve environment, T RAN S I D: LINK design loads be applied to any componentand are for"dry condition of pee Il 5.CompuTrus has no control over end assumes no responsibility for the 6 Design assumes fun bearing of all supporta mown.Shim or wedge If s/(�]'(]C[+'. 2/3 / O 7 I hbncellon handling shipment end installation of components. 7.Designecesn assumes adequate drainage Is provided. April 20�ZQ/1117` EXPIRES: L J f 8 This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with NW center lines. 9.Digits Indicate size o1 plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) �h 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-,9e,?) 1-2=(-89) 58 1-4=(-36) 38 2-4=(-129) 129 BC: 2x6 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-10) 5 WEBS: 2x9 KDDF #1&BTR LOADING TC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 30.3 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG I.REA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = i3.3 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92,'.0 PSF 0'- 0.0" -102/ 541V -27/ 68H 5.50" 0.87 KDDF ( 625) ** For hanger specs. - See approved plans 9'- 0.0" -104/ 999V 0/ OH 5.50" 0.80 KDDF ; 625) LL = 25 P22 Ground Snow (Pg) ADDL: BC CONC LL+DL= 709.0 LBS @ 2', 0.0" IC OND. 2: Design checked for net(-5 psi) uplift at 24 "oc spaing. LIMITED STORAGE DOES NOT APPLY DUE TO "..0 SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IOC 2015 AND IRC 2015 ")..'0 BEING MET. MAX TC PANEL LL DEFL = 0.018" @ 2'- 1.8" Allowed = 0.202" MAX BC PANEL TL DEFL = -0.023" @ 1'- 11.5" Allowed = 1 181" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LI-_., TOP SEASONED LUMBER IN DRY SERVICE CONDI'IONS AND BOTTOM CHORD LIVE LOADS ACT NON-CO4:JRRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 3-08-04 0-03-12 4 ,( I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 1;7 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-:0, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSID:_r), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 -1in the plane of the truss only. r 0 I ii N of JI " j_ Migg1111111111111 -,q 0 M-3x4 M-3x6 1,1 1 +704# , 1 • 3-08-04 0-03-12 l y 9 C) PRO 89200PE r JOB NAME : AMERICAN MODERN 5 PLEX - DGIRD , //,Ip/"'" Scale: 0.5668 r ' >�r -- WARNINGS: GENERAL NOTES, r4 ss otheroise noted: LJ QRC ©N (�saeL D 1.Builder and erection contractor should be advised oleo General Notes 1.This building based c ups the fparameters shown and s for an Individual ��/,,,� sem. Truss: GIRD and Warnings before construction commenceA g p° a tyo g parametersproper I1!`y 14 �h�N � 2.2a4 compression web bracing must be installed where shown+. Incorporation ( p nt is the responsiblllly of the building designer. A 7/ V 3.Additional temporary bracing to Insure stability during construction 2.Design a the t :;nd bottom chorda to be laterally braced et [+ ` ,r<•k Is Me responsIblty of the erector.Additional permanent bracing of continuo d sh ethi g'(;actively as ptywootl sheathing(TC)and/or drywallBCength). 'E"R R.,%_- 1� DATE: 4/20/2017 the overall structure NO.responsibility of the building designer. 3,ac Impact bridging or+ter&bracing required where shown++ 4,No load should be applied to any component until after all bracing and 4.Installation of truss Is o responsibility of the respective contractor. SEQ.: K310741 S fasteners are complete and at no time should any loads greater then 5.Design assumesItunssepsaretobeusedInanon-corrosyenvironment, design keds be appliedto any component. and are!Wary cond6o0"of use. TRANS I D: LINK E.compuT ue has ra control over and assumes no responsibility for the 6.Design assumes NI beering at al supports shown.Shim or wedge If EXPIRES: 12/.31/2017 ossa, fabrication,handling,shipment and Installation of components. 7.Design assumes adet•pare drainage Is provided, Aril 20,20 17 1 7 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be locates on both faces of truss,and placed so their center P TPINSTCA In BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L(-E 70.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" I 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc sp:anq. TC: 209 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1 BC: 204 RIDE #16BTR SPACED 29.0" O.C. Design conforms to marn windforce-resisting I. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind( 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0. ASCE 7-105 DL ON BOTTOM CHORD = '10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS Dir), Unbalanced live loads have been TOTAL LOAD = .92.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. ` LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wallUON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 11-102 or equal typical at stud Verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-07-04 5-07-04 1' T T 12 12 11 0.00 F27I I M-4x4 Qe.00 I 2 , di NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. I j II l1111111111611116. i IIIIIIIIIIIIIIIII i,.. o 0 o f 1 0 T' �o 9 5 1 y l 1 J' 1-01-08 11-02-08 1 1-01-08 i 89200PE ��'I` JOB NAME : AMERICAN MODERN 5 PLEX - El �llgr ,�/�!� Scale: 0.5150 1t . WARNINGS: GENERAL NOTES, unless otherMee noted: OREGON 1 Builder and erection contractor should be advised of all Generel Notes 1 This design Is based only upon the parameters shown and s for an Individual 1� A+ l.7 ' t. Truss: El and Warnings before construction commences building component.Applicability of design parameters and proper ✓f�q N 2.2x4 compression web bracing must be Installed where shown+ 4.1"- incorporation of component Is the responsibility of the building tlesigner. f/M '7 14 f1 --� 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the fop and bosom chorda to be leterely braced et (d LA Is the responsibility of the erector.Additional permanent bracing of 2 ore end at tg sheo.cathing respectively as ply unless raced(TC)and/or their length by vER R 1'0'. C_ continuous ridging or wch as acing required uir et where s end/ar drywall(BC). sss�"' DATE: 4/20/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Moven++ ' 4.No load should be applied to any component until after all bracng and 4.Installation of truss Is there responsibility rthe respective contractor. SEQ. : K3107416 etepe fasteners are complete and at no seine shams any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component, end are for"dry condition"of use. ry 17 5.CompuTn/s has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES:[+: .q h 31/ry(l fabrication,handling,shipment and installation of components. necessary.assumes L//�Y I� f'1 U f L/J L:ll T.Platlsshellbadedonbothfacelsprussea. April 20,2017 B.This design Is furnished subject to the limitations set forth by e.Plates shell be located on both laces of truss,end placed so their molar TPIM7CA in SCSI.copies of which alt be furnished upon request. lines coincide with joint center lines. uTrus Software 7.6.8 1L E 9.Digits indicate size of plate In Inches. MiTek USA,Inc./Com P ( 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I • � I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x1 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-102) 113 1- 8=(-1326) 1520 1- 2=(-1012; 647 BC: 284 ROOF #16'OTP. SPACED 29.0" O.C. 2- 3=(-702) 331 8- 7=(-1326) 1520 3- 8=( -496),509 WEBS.: 2x4 KDDF #121DR 3- 4=(-562) 218 8- 4=( -65, 222 LOADING 4- 5=(-562) 218 8- 5=( -996) 509 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = `2 _ PSF 5- 6=(-702) 331 6- 7=(-1012) 647 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = PSF 6- 7=(-102) 113 TOTAL LOAD = 42e.7 PSF LOTION: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) 1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRI, AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SFr::(ES) LIMITED STORAGE DOUG NOT APPLY DUE TO TIE SPATIAL 0'- 0.0" -317/ 724V -2000/ 2000H 5.50" 1.16 KDDF `:25) REQUIREMENTS OF IBC 2015 AND IRC 2015 TOT BEING MET. 11'- 2.5" -317/ 724V -2000/ 2000H 5.50" 1.16 KDDF 025) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP t,.OND. 2: Desi checked for net(-5 sf) uplift at 24 "on In AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. r till p P sF`^"g- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-07-09 5-07-04 MAX LL DEFL = 0.023" @ 9'- 7.7" Allowed = 0515" f A f MAX TL DEFL = 0.024" @ 1'- 6.8" Allowed = 0..::86" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-08-12 1-00 2-10-08 2-10-08 1-00 1-08-12 A ,r .r ,r ,( MAX HORIZ. LL DEFL = 0.013" @ 10'- 9.0" 112 I 12 MAX HORIZ. TL DEFL = 0.015" @ 10'- 9.0" 8.00 F.;' ��M-9X9 Q 8.00 ICOND. 3: 2000.00 LBS SEISMIC LOAD. 4 9.0" Design conforms to m in indforce-resisting ipw 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, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 5 M-3x4 416 ~+ M-3x9 pp2 . ...„ 66161... oe , It of ... _._ E. 0, o 1 1.-:=--.., 8 ��7 �O M-9x6 M-3x8 M-4x6 5-07-09 5-07-09' l 11-02-08 l �� N e`sn Wo <cr� 'rte @' 89200PE r" JOB NAME : AMERICAN MODERN 5 PLEX - E2 £ ! ,M�� --- '' Scale: 0.4488 ,ant! WARNINGS' GENERAL NOTES, y las otherwise noted , OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This designi based y upon the parameters shown and la for an individual rl 1.7 V I V �' Truss: E2 and Warnings before conslructlon commences bolding component.Applicability of design parameters and proper �j1 2 2x4 compression web bracing must be Installed where shown.. incorporation f component Is the responsibility of the building designer. �/'1 '7 J''" �j 2. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et �J/w/� 1 W Is the responAbiaty of the erector.Additional permanent bracing of T o c and at 10 o c.reapectNely unless braced throughout melt length by 'I/E s,,,�,(�` continuous sheathing such as ptywaod sheath ng(TC)and/or drywall(BC). PIR: 4/20/2017 the overall structure is the responsibility of building designer. 3.a impact bridging or lateral bracing required where shown.. SEQ. : K3107417 4.No load should be applied to any component until after all bracing and 5.Installation ofbutsuIse ,.soo.ulloyye.e^0^peeatveVenneclennent, fasteners areoomOeteandatnanmeshouldanyloadsgreaterthan gnassumee design loads be applied to any component. and are for dry condition of use. TRANS I D: LINK s.comp.ro a has no control over and assumes no responsibility for me 6.Design assumes full bearing at all supports shown.Shim or wedge It EXPIRES:_12/3.112,01_ n. y. fabrication,handling,shipment and installation of components. 7. sign assumes adequate drainage Is provided. April 20,2017 8.This design is furnished subject to the limitations set forth by a.Plates shall be orated on both races or ass,and paved so their anter TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. , 9.Digits indicate size o/plate In Inches. MiTek USA,Inc./Compulrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) T I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 DC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 6=(-721) 1919 6- 3=( -311) 995 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2198) 729 6- 7=(-550) 1426 3- 7=(-1013) 501 WEBS: 2x4 KDDF #16800; 3- 4=( -605) 155 7- 8=( -55) 125 7- 4=( 0) 320 JJI' 2x6 KDDF #16BTR A LOADING 4- 5=( -604) 157 7- 5=( -4) 303 I, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=( -525) 201 TC LATERAL SUPPORT <= 12"OC. EON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPFCIES) OVERHANGS: 13.5" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -122/ 716V -104/ 124H 5.50" 1.15 KDDF )"25) ** For hanger specs. - See approved plans 13'- 6.0" -75/ 547V 0/ OH 5.50" 0.32 KDDF (105) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc specing.j 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 = -0.004" @ -1'- 1.5" Allowed = 0.113" MAX TL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.1150. 7-10-12 5-07-04 MAX LL DEFL = -0.061" @ 2'- 11.5" Allowed = 0.529" .f 'f ,( MAX TL DEFL = -0.099" @ 2'- 11.5" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-00-08 4-10-04 5-07-04 / / MAX HORIZ. LL DEFL = 0.050" @ 13'- 3.2" 12 MAX HORR. TL DEFL = 0.081" @ 13'- 3.2" 8.00 1 ))M-4x4 0-,:5. 00 Design conforms to main windforce-resisting y 4.0" system and components and cladding criteria. - ATTACH FURRING TO BOTTOM CHORD WITH 2X4 VERTICALS AT LOCATIONS SHOWN el Wind: 140 mph, h=21.eft, TCDL=4.2,BCDL=6.0, ASCE 7-14, WITH M-1.5X3 TYP.AND M-2.5X4 AT HEEL. All Heights), Enclosed, cat.z, Exp.B, MWFRS(D r), load duration factor=1.6, 1 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 / .. 3 M-3x4 Ma 11111111111.101111. 4� o o M-3x9 M- 7 0 0▪ l I( M-3x8 M-3x6A jo• All 1 1 M-5x6 VERTICALS THAT ARE EXTENDED BELOW A CHORD FO(MING A"LEG DOW▪N"CONDITION, ARE NOT DESIGNED TO RESIST LATERAL FORCES BETWEEN THE TRUSS AND THE SUPPORT. a 6 44 ADDITIONAL DESIGN CONSIDERATIONS(BY OTHERS)ARE REQUIRED TO TRANSFER 12 THESE FORCES TO THE APPROPRIATE LATERAL FORCE RESISTING ELEMENTS. (TYPICAL FOR ALL APPLICABLE"LEG DOWN"TRUSSES IN THIS JOB). 1' 1 l 1, 1' 2-09 5-00 5-03-08 0-05-08 I . 1' , . 1-01-02-09 10-09 y / ,D PRO, S 1-01-08 13-06 1- 444 ^7 rv4GINE&„ s/Q� '� V89200 E , JOB NAME : AMERICAN MODERN 5 PLEX - E3 Scale: 0.3323404 tib / WARNINGS: GENERAL NOTES, unless other-Wee noted: OREGON 4 I6 1Builder and erection contractor should be advised alai!General Notes 1.Thisthe design is based only upon the parameters shown and Is for an Individual .Truss: E3 and Warnings before construction commences, building component.Applicability of design parameters and proper . A 2.Teo compression web bracing must be installed where shown* ncorporaCon of component Is me responslbUly of the building designer /may �` 14Il 0` '� 3.Additional temporary bracing to Insure stability during construction 2.Design the top and bottom chords to be leleralN braced al V 4 1e the responsibiRy of the erector.Addlional permanent bracing of T ata d t 70 padlvety unless braced throughout their length by 41' ''�i 4�� continuo sheathing such as plywood sheathing(TC)and/or drywal!(BC). DATE: 4/20/2017 the overall structure is the responsibility of the building designer. 3.Di Impact bridging or lateral bracing required red where shown a a SEQ. : 143107418 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any mads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design mads be applied to any component. and are ftlry d..,"of use. 5.CompuTrus has no contra!over and assumes no responsibility for the E.Design full Uv`.'.ng at all supports shown Shim or wedge If EXPIRES: I")C[+•. 4(](ry 1/ry(I1 7 fabrication,handling,shipment components. 'nary C/li-. (lLU 1 L/J IIL 41 l( smeec.otl the maaansretf tri. 8.Peseshaitbenadee�xaroet faces truss, April 20,2017 B.This design is furnished subject to te limitations set forth by 8.Plates shall be bcetea,.'o^.both faces of truss,antl placed so their center TPI/WlCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate size of tate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8)1L)-E 10.For basic connector ply's design values see ESR-1311,ESR-7985(MiTek) �!I • • .• This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-05-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Nc:!--Rep) 1- 2=(-9829) 1000 1- 6=(-878) 3899 6- 2=( -358) 1869 9- 9=(-5050, 5,;_02 BC: 2x6 KDDF #DSBTR 2- 3=(-3039) 682 6- 7=(-872) 3806 2- 7=(-1704) 918 9- 5=( -34, 8 WEBS: 209 KDDF #16BTR LOADING 5 3- 9=(-2482) 596 7- 8=(-336) 1392 3- 7=) -310) 1904 LL = 25 PSF Ground Snow (Pg). 4- 5=( -110) 136 8- 9=(-336) 1342 7- 9=( -424) 1966 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 4=( -658) 3030 • BC LATERAL SUPPORT <= 12"OC. UON. BC GRIP LL( 230.2)+DL( 176.5)= 406.8 PLF 0'- 7.0" TO 15'- 5.5" V • BEARING MAX VERT MAX HORZ BRG REQUIRED BRC .500A ( 2 ) complete trusses required. ADDL: BC CONC LL+DL= 1967.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SP:::.-ES) Attach 2 ply with 3"x.131 DIA GUN 0'- 0.0" -814/ 3900V -109/ 209H 5.50" 6.24 KDDF i 525) nails staggered: 9" oc in 1 row(s) throughout 2x9 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1162/ 5344V 0/ OH 5.50" 8.55 KDDF e25) REQUIREMENTS OF DEC 2015 AND IRC 2015 NOT BEING MET. 9" o n 2 row(s) throughout 2x6 bottom chords, IC OND. 2: Design checked for net(-5 psf) uplift at 29 "on spccing. 9" oc in 1 row(s) throughout 2x9 webs. BOTTOM CHORD CHECKED FOR iRPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 • MAX LL DEFL = -0.031" @ 4'- 10.3" Allowed = 0,727" ' MAX TL DEFL = -0.058" @ 4'- 10.3" Allowed= 0.569" . SEASONED LUMBER IN DRY SERVICE CONDITIONS 9-00-12 6-04-12 ,8' . f MAX HORIZ. LL DEFL = 0.009" @ 15'- 2.0" MAX HORIZ. TL DEFL = 0.017" @ 15'- 2.0" 5-00-01 4-00-11 4-05-04 1-11-08 T f T f f Design conforms to main windforce-resisting 12 system and components and cladding criteria. a.Do p M-5x6 M-4x8 M-1.5x3 3 4 5 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /-Q� •- load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 5.:-.,- M-3x5 2 ' / I to ,, o • 111111 I i. r T Cia7 m ma 1 1 1:6--.5.4 6 7 8 ...9 c. M-5x10 M-3x6 M-6x8 M-3x:M-4x4 • I y 01 y *19678 y 4-10-05 4-04-03 4-034: 1-11-08 li pQ, C} R Optl l � s� 'NGINE 'is-os-08 t ,52 w '�" 89200PE r" JOB NAME : AMERICAN MODERN 5 PLEX - E4 Scale: 0.3595• • �,a !<ti ,we""-Z---'-�,--..- • WARNINGS: GENERAL NOTES, unless athervase noted • ' OREGON Jr�,. 1.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and Is for an individual 3" 4J1 V A `^+( Truss: E4 and Wamings before construction commences. building component Applicability of design parameters and proper / 417 2�a�tk 2 204 compression web bracing must Be Installed where shown+. Incorporation of component is the responsibility of the building designer. / 7Y . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced et V 1 's the responsibility of the erector.Additional permanent bracing of l a c and at l0 o.c respectively a ply cod s eathinraced(TC)a drorut drtheir length)♦ .:Fi R 11-` continuous sheathing such as plywood sheath here s antllor tlrywag(BC). (." L+ DATE: 4/20/ZO'.�-7 the overall structure is the responslbllity of the building designer. 3.2s Impact bridging or lateral bracing required where shown+* SEQ. : 53107419 4.No bed should be applied to any component until after all bracing and 5.Installation eel lin eaeam n s Is the r spo bebaxE Int a nun peNive contractor.nent, fasteners are compete and at no time should any loads greater than 9 design loads be spilled to any component. and are for"dry condition"of use. TRANS ID: LINK S.Cempuiuehasnocontrol over and assumes neresponsibility for the 6.DeNgnassumesfullbearingatallsupportsshovn.ShimorwedgeIf EXPIRES: 12/31/2017 febdcetlen,handling,shipment and installation al components. 7.Design assumes adequate drainage is provided. April 20,2017 a.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WdTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sin of plate In inches. • MITek USA,Int./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19135(MITek) I_ II This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=0.00 TC: 2x4 KDDF #1&BTR LOAD CURLTION INCREASE = 1.15 1-2=( 0) 71 2-4-(0) 0 BC: 2x4 HOOF #1S13TR SPACED 24.0" O.C. 2-3=(-82) 21 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"01. 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. (SPEC ES) OVERHANGS: 13.5" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -86/ 333V -13/ 57H 5.50" 0.53 KDDF ( .25) 1'- 4.9" -49/ 30V 0/ OH 1.50" 0.05 KDDF-( .25) LL = 25 POP Ground Snow (Pg)., 2'- 9.0" -6/ 25V 0/ OH 5.50" 0.04 KDDF,( .25) LIMITED STORAGE DOES NOT APPLY DUE S/S THE SPATIAL WROVIDE FULL BEARING;Jts:'.,3,4 1 REQUIREMENTS OF IBC 2015 AND IRC 20);`_,NOT BEING MET. ry,I' OND. 2: Design checked for net(-5 paf) uplift at 24 "oc spac'ng. BOTTOM CHORD CHECKED FOR lOPSF LIVE, ,1AD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-05-11 AND BOTTOM CHORD LIVE LOADS ACT NON^�:CNCURRENTLY. MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = t..13" T f 1MAX TL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = q.>41" MAX BC PANEL LL DEFL = 0.003" @ 1'- 3.8" Allowed = 04.92" 12 MAX BC PANEL TL DEFL = 0.002" @ 1'- 2.8" Allowed = 0. 22" 8.00 F7 MAX BC PANEL TL DEFL = -0.001" @ 1'- 5.9" Allowed = 0.122" SEASONED LUMBER IN DRY SERVICE CONDIT!ONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 4.9" ' MAX HORIZ. TL DEFL = -0.000" @ 1'- 4.9" Design conforms to main windforce-resisting t system and components and cladding criteria. ' 3 -/ Wind: 190 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-11U, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I. Truss designed for wind loads 1 in the plane of the truss only. .,.'.. 0 1 c a 0 o 4 1 M-3x4 • l y ,1' 1-01-08 2-09 0PR OpF I `S' N �' mac,) ANG Al % 17 ..c 89200PE r JOB NAME : AMERICAN MODERN 5 PLEX - EJ1 ,/✓_. , Scale: 0.7418 .air L� WARNINGS: GENERALNOTES V Ihrvd td. 10On (»./-�N 1.Subtler and erection contractor should be advised of all General Notes 1.This design 1 based ',upontheparameters shown and is for an individual OREGON t. 4 Truss: EJ1 and warnings before construction commences, building component.A billy oftl ig parameters and proper �� 14 2 2x4 compression web bradng must be Installed where shown 0. incorporation of 1 the responsibility of the building tleslgner. '/""0. t"f O� 3.Adddonal temporary bracing to Insure stability during construction 2 Design the1 ndb h chords to be laterally braced at �/j♦r� L 4 Is the responslb1W of the erector.Additional permanent bracing of 2 o c and t 10 )ctly I braced throughout tr d y length by "q,G``R I�\ continuous sheathing e acingplywood fired where s and/or tlrywell(BC). ,L72 )DATE: 4/20/2017 the overall structure is the respanalbiltiy of the building designer. 3.2x Impact bridging or irle'al bracing required where shavn+w - ' SEQ. : K3 10 7 4 2 0 4,No load should be applied to any component until after all bracing and 4.Installation of truss Is"^,responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trttftvvi are to be used in a non-corrosive environment, conO TRANS ID: LINK design loads be applied to any component. and are for"dry ndi':;,of use. 5.ComWTrus hes no control over and assumes no reaponalbiltiy for the 6.Design assumes full Gearing at all supports shown.Shim or wedge If aw�EXPIRES. 12/31/2017 fabrication,handling,shipment and Installation of components, 7.Designn necessary.assumes sdcduate drainage is provided. April 201201 7 6.This design Is fumlahed subject to the Ilmitatlons set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide with loins center lines. g.Digits indicate size of date in Inohes. MiTek USA,Inc,/Cam uTrus Software 7.6.8(1L)-E 10. For basic connector design values see ESR-1771,E519-7868(MITek) a This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cc-1.00 TO: 2x4 KDDF N1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0" 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/ 428V -10/ 68H 5.50" 0.69 KDDF ('625) 1'- 9.2" -72/ 41V 0/ OH 5.50" 0.07 KDDF ( 525) LL = 25 PSF Ground Snow (Pg) 2'- 7.7" -27/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IP ROVIDE FULL BEARING;Jts:2,4,3 1 6.00 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF 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 DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.0" Allowed = 0.150" MAX TC PANEL TL DEFL = 0.003" @ 1'- 0.9" Allowed = 0.224" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.9" 3 MAX-+/ HORIZ. TL DEFL = -0.000" @ 2'- 6.9" 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), load duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. ti /- c3 + - ' M-3x4 l l l 1-06 2-00 0-07-11 dry PR/� 0.0 ss Vf E7 :9200 c JOB NAME : AMERICAN MODERN 5 PLEX - ESJ1 Scale: 0.9392 WARNINGS: GENERAL NOTES, unless otherwise noted. • OREGON fa� 1.Bulkier and ereabn contractor should be advised of all General Notes 1.This design Is based onty upon the parameters shown and Is Bran Individual OREGON 471 Vtk ""(7 Truss: ES J1 and Wamings before construction commences building component Applicability of design parameters and proper a< /1 223\ Z.304 compression web bracing must be Installed where shown+ Incorporation of component is the respansibllty of the building designer. '7}�"' 14 3.Additional temporary bracing to Insure stable),during construction 2 Design assumes the top and bottom chords to be laterally braced at Additionalte by is the respanafbllity of me erector.Additional permanent bracing of 2oand elt0 an rsuch'avph/ly unlessbracedthroughoutthe lrlengtht. DATE: 4/20/2017 the overall structure is the responsibility of the building designer. continuous11mesasheathing eteh']e acing re uiredsheathere hownor drywaA(BC) H {r aeon Ilyg g 3.2x Impact bridging or lateral bracing required where shown++ S E K 310 7 4 2 2 4.No bad should be applied to any component until after all bracing and 4.Installation of toss Is the responsibility of the respective contractor. 4' fasteners are complete and at no time should any loads greater than 5.Design assumes auras,.to be used In a noncorrosive environment, design loads be speller to any component. and are fordry d I T el use. TRANS I D: LINK 5.CompuTms has no control over and assumopona bll ty for the 6.Desig � full l 'zd o at al supports shown.Shim or wedge If EXPIRES, 12/31/2017 fabrication,handling,shipment and Installation of components. 7.Design assumes ado,.;.::'drainage is provided. April 6.This design Is furnished subject to the limitations set forth by E.Plates shall be locate TA both faces of truss,and placed so their center p L TPINaTCA In SCSI,copies of which v411 be furnished upon request. lines coincide v th Joh cater lines. 9.Digits Indicate size c/plot.,In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)E 10.For basic connector c":rx:leeign values see ESR-1311,ES12-1966(MITak) > This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF (116BTR LOAD DURATION INCREASE = 1.15 (Non:-Rep) 1-2=(-2258) 427 1-5=(-412) 1939 5-2=( -294) 0725 BC: 2x8 KDDF k16BTR 2-3=( -145) 139 5-6=(-405) 1895 2-6=(-2220) 490 WEBS: 2x4 KDDF 416BTR LOADING 3-4=( 0) 0 6-3=( -148) 149 . LL - 25 PSF Ground Snow (Pg", TC LATERAL SUPPORT 0= 12"OC. SON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'=I) '.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 143.8)+DL( 117.6)- 261.5 PLF 0' 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPEC1ES) Single member as shown. LIMITED STORAGE ICES NOT APPLY DUE Ilk.-0 SPATIAL 0'- 0.0" -380/ 1966V -80/ 200H 5.50" 3.15 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2015 AND IRC 2015;%C.T BEING MET. 12'- 1.0" -393/ 1967V 0/ OH 5.50" 3.15 KDDF ( 625) will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE _.. ..D. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spading. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-C.-,7URRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.032" @ 6'- 4.7" Allowed = 0.558" 6-06-07 l 5-02-1 0-03-12 MAX TL DEFL = -0.055" @ 6'- 4.7" Allowed = 0.744" 'I . ' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 6.00 - )'' M-1.5x3 4 MAX HORIZ. LL DEFL = 0.008" @ 11'- 7.5" 3 -I MAX HORIZ. TL DEFL = 0.013" @ 11'- 7.5" fDesign conforms to marwindforce-resisting i system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '.. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS( �.�r), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x8 2 S f y II I: IAIIIIAIIIIIIIIIIIIIIIIIIIIIIII‘ �� !Ji o /- 5 .06 o M-5x16 M-3x10 M-6x10 1 Jr Jr 6-04-11 5-08-05 l y ~�� c tN E 5>c, 12-01 44% il 4t' 89200PE r JOB NAME : AMERICAN MODERN 5 PLEX - Fl L_. Scale: 0.4218 IMs" WARNINGS: GENERAL NOTES essot6 rodsenoted. • OREGON 4, 1 Builder and erection contractor should be advised of all General Notes 1 This design b -n upon the parameters shown and is for an individual y v[/ Truss: Fl and Warnings before construction commences building component A Ilcablllty of design parameters end proper ^ 2.204 compresainn web bracing must be Installed where shown a. incorporationI ani is the responsibility of the building designer. '0 �}„l�. '^�. 3.Additional temporary bracing to Insure stability during construction 2 Design the t and bottom chords to be laterally braced at �/ s the responsibility of the erector.Additional permanent bracing of 2 o.n,and at 10' sp ctN ly unlessbraced throughout their length by R L� DATE: 4/20/2017 the overall structure is the responsibility tIhe building designer. continuous h athlr2...ha plywood sheathing(TC)and/or drywall(BC). Wo" b'o g g 3 2x Impact bridging o k I bracing required where shown• SEQ. : 1(310 7 4 2 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is.,ree onebilhy of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trsxt s are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are fodry condi'.on"of use. 5 CompuTrus has no control over and assumes no responsibility for the 6 Design su full['.::9 1 all supports shown Shim or wedge If EXPIRES: 12/31/2017 necessary. fabrication,handling shipment and installation of components.s. 7.Design assumes sow Jate drainage isprovided. April 20,2017 6.This design is furnished subject to the limitations sal forth by B.Plates shall be locate.on both faces of truss and placed so their center TPI/WICA In SCSI,copies of which will be furnished upon request. lines coincide with Jr IN center Imes. 9.Digits Indicate size of e:a!s In Inches. MiTek USA.Inc./CompuTrus Software 7.6.8(11)-E II.For basic connects:t.-1u design values see ESR-1311,ESR-1988(MITek) 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 #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 'COND. 3: 150.00 PLR SEISMIC LOAD. I WEBS: 2x9 KDDF #1&BTR Design conforms to main windforce-resisting LOADING system and components and cladding criteria. TC LATERIL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. EON. DL 00 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, M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, vertical members (uon)n Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO,' E SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015.ti-�' BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LO''_ . TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CCCIRRENTLY. bearing wall for entire span UON. 6-05-04 5-07-12 '( T 12 6.00 ° M-1.5x3 9 -/ M-3x6 3 u #4 '' I 0 I I uoV 2 0 W. & I- -J 1 5 6 M-1.5x3 M-3x6 M-3x4 1 1 1• 6-03-08 5-09-08 0 PROAC1 y y N �'1-06 12-01 I ,/ ', P q,„ ZC7 89200PE r JOB NAME : AMERICAN MODERN 5 PLEX — FWA , ' /..'''",-. Scale: 0.3849 - ..• WARNINGS: GENERAL NOTES, otherwise noted. � et- OREGON 1.Builder and erection contractor should be advised of au General Notes 1.This design 1 b d f upontheparameters shown and Is for an Individual 1.lfl C 1.7 V f V a�,, Truss. FWA and warnings before construction commences. building component F,db yablllty of design parameters and proper N4` 2 2s4 compression web bradng must be Installed where mown 4. incorporation f 1 t I thespondbility of the building designer. 0 ,j 1/I 20 4 3.Additwnal temporarybracingto Inure stabilityduring construction 2.Design the t e tl bottom chords to be laterslty braced al S.l 1"F '�w g cons 2 o.e and at MY t"oedl N I braced throughout their length by aa�.��a�(�`� ` j s the responsibility of the erector.Additional permanent bracing of continuo sh Ihl g plywood sheathing(TC)andlor drywall(BC) l i A I_{,. DATE: 4/20/2017 the overall structure Is the responsibility of the building designer. 3.2t Impact bridging ori ..d bradng required where shown++ SEQ.: K310 7 4 2 4 4.No load should be applied to any component until atter all bracing and 4.installation of truss led=essto sibilny of thIna nve respective environment, ant, fasteners are complete and at no t 5.Design time should any loads greater than hu TRANS ID: LINK design loads be applied to any component. 6Dea tinfor dryand are fIE-Ja;gat all supporta sWsrn.Shim or wedge If y C{+ 5.CompuTrus has no control over and assumes no responsibility for the sazry. EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adeo:trate drainage is provided. April 20,20 1 7 6.This design Is furnished cabled to the limitations set forth by 8.plates shell be lowto-:on both faces of truss,and placed so their center TPIN4TCA In SCSI,copies of which will be furnished upon request. lines coincide Whine center lines. 9.Digits Indicate size of f'•'e In Inches. MiTek USA,Int./CompuTrus Software 7.6.8(1L)-E 10.For basic connecter pH design values see ESR-1311,ESR-1988(MITek) INIMINIIMOIMI This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 1 -00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR 9-08-00 GIRDER SUPPORTING 36-01;'::3 ON TC 1-2=(-454) 646 4-5=(-1576) 6376 1-4=(-1738) 424 2-6=(-69701 1738 BC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (5.:-Rep) 2-3=(-454) 646 5-6=(-1576) 6376 4-2=(-6970) 1738 6-3=(-1738)' 424 WEBS: 2x4 KDDF #1&BTR; 5-2=( -106) 126 2x6 KDDF 91&BTR A LOADING LL - 25 PSF Ground Snow (F.(I BEARING MAX VERT MAX HORZ BAG REQUIRED BRGI AREA TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.10)- 64.0 PLF 0'' ' 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT 4= 12"OC. UON. BC UNIF LL( -12.5)+DL( 11.5)= -1.0 PLF C. 0.0" TO 9'- 8.0" V 0'- 0.0" -940/ 3764V -2000/ 2000H 5.50" 6.02 KDDF ( 625) TC UNIF LL( 426.0)+DL( 209.7)= 715.8 PLF I.. 0.0" TO 9'- B.O. V 9'- 8.0" -940/ 3764V -2000/ 2000H 5.50" 6.02 KDDF ( 625) _,,- ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE IA) TUE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc sparing. I nails staggered: REQUIREMENTS OF IBC 2015 AND IRC 201: .1OT BEING MET. \/�/ 9" oc in 1 row(s) throughout 2x4 bottom chords, 6" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AA BOTTOM CHORD CHECKED FOR lOPSF LIVF ..LAD. TOP MAX LL DEFL = -0.077" @ 4'- 10.0" Allowed = 0�-^.36" 9" oc n 2 row(s)(s) throughout 2x6 webs, AND BOTTOM CHORD LIVE LOADS ACT NON .CURRENTLY. MAX TL DEFL = -0.129" @ 4'- 10.0" Allowed = 0 .583" 9" oc in 1 row(s) throughout 2x9 webs. SEASONED LUMBER IN DRY SERVICE CONDI-IONS MAX HORIZ. LL DEFL = 0.021" @ 9'- 2.5" MAX HORIZ. TL DEFL = 0.035" @ 9'- 2.5" ICONS. 3: 2000.00 LBS SEISMIC I'+AD. I Design conforms to main n windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-0, 4-10 4-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS- ir), T 5' -1 ,' load duration factor=l.6, End vertical(s) are exposed to wind, M-3x6 M-7x10 M-3x6 Truss sedesigned dffor orewind slloads n only. 1 2 3 0 o A o A w �I ti III 4X s -/ .]�6 . M-4x10 ,II M-1.5x3 M-4x10 l y y 4-10 4-10 ,1 - l 9-08 • g �GINE,E9 4t` 89200PE r' JOB NAME : AMERICAN MODERN 5 PLEX - G1 / '" ._4. Scale: 0.6107 � �' �y..� WARNINGS: GENERAL NOTES, th rw1se noted: (gyp y'''1(�(�� 1.Builder and erection contractor should be advised of all General Nates 1.This designb ty upontheparameters shown and is for an individual �x \Jf-7 1.7VI1 w Truss: G1 and Warnings before construction commences building L" wt lige B W t blth designparametersoftheantl proper A 2.254 compression web bracing must be Installed where shown+. incorporation f t the of the building tleslgner /�s "'�,I C7 O k 3.Additional temporary bracing to Insure stability during construction 2 Design the d bottom herds to be laterally braced at '�J i L Is the responsibility of the erector.Additional permanent bracing o! 2 o.a and 170 pectN ty unless braced throughout their length by DATE: 4/20/2017 the overall structure la the responsibility of the building 3 mo tleslgner. continuous sheaving a A5 as plywood sheathing(TC)and/or arywall(BC). � .25 Impact bridging or ubracing required where shown++ SEQ. : K3 10 7 4 2 5 4.No load should be applied to any component until after NI bracing and 4.Installation of truss:slue ree sponsibility or the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes Crus 4.s ire to be used in.nancorrosSe environment TRANS ID: LINK design mads be applied to any Component. and are for"dry con;;.9,cruse. S.CompuTrus nes no control over end assumes noresponsblltyforthe 6.Design assumesfu:'t A ng at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 ,,1 hbncetlon handling shipment and installation etcomponents. 7 Design d<.a�: drainage provided. April 20,2017 L U f 6.This design is furnished subject to the limitations set forth by 8 Plates shall be m uc both ff truss and placed so their center I TPIrWICA In BCSI copies of which will be Nm shed upon request. Ines co Gd with j ler linea IV. MiTek USA,Inc./CompuTrus Software 7.6.e(IL)-E s.Digits Indicate size oh,...:a In Inches. 70.For basic connector 2 design values see ESR-1311,ESR-1986(MiTek) JI r,.- This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" r IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 209 KDDF #1SBTR LOAD DURATION INCREASE = 1.17 t 1-2=(-920) 923 3-4=(-1793) 1795 1-3=( -55) 94 2-4=(-1401) 1383 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 3-2=(-2269) 2257 WEBS: 2x9 KDDF #16BTR LOADING Gt BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DI( 7.0) ON TOP CHORD = 2.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 20.0 PSF 0'- 0.0" -1354/ 1910V -2000/ 2000H 5.50" 2.26 KDDF ( 625) TOTAL LOAD = 1, 2.0 PSF 1'- 10.3" -1358/ 1403V -2000/ 2000H 5.50" 2.25 KDDF ( 625) LL = 25 POE Ground Snow (Pt Iv OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE 'CL THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRC 2,15 NOT BEING MET. MAX IC PANEL LL DEFL = -0.001" @ 0'- 6.0" Allowed = 0.069" MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.4" Allowed = 0.096" BOTTOM CHORD CHECKED FOR 1OPSF LIVE''LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.003" @ 0'- 3.5" M-1.5x3 M-3x8MAX HORIZ. TL DEFL = -0.003" @ 0'- 3.5" 'COND. 3: 2000.00 LBS SEISMIC IQ= f 1 2 -/ Design conforms to main windforce-resisting system and components and cladding criteria. I I Wind: 190 mph, h=19.6ft, 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, r,.1 • m Truss designed for wind loads 00 Ii in the plane of the truss only. co r7 0 0 '' COND.2:FOR COMPONENT USED AS SHEAR PANEL TO 1 RESIST SEISMIC LOADING. 1-CONTINUOUS SUPPORT REQUIRED ALONG EDGE OF END - I I I VERTICALS FOR FULL HEIGHT. 2-ALL CONNECTIONS AND ATTACHMENTS OF COMPONENTS TO 'a- 3 -4 -1 FORM THE STRUCTURAL SYSTEM FOR IMPOSED SEISMIC LOADING �� \ IS THE RESPONSIBILITY OF ENGINEER OF RECORD. M-3x8 M-3x4 3-ATTACHMENTS AS STATED ABOVE MUST ACCOUNT FOR THE COMPONENT OVERTURNING MOMENT. 4-LATERAL BRACING REQUIRED IF CONTINUOUS SUPPORT IS NOT PROVIDED. DESIGN ASSUMES SHEAR PANEL TO ALIGN WITH VERTICALS IN ADJACENT TRUSSES. J• b 1-10-04 JOB NAME : AMERICAN MODERN 5 PLEX - GHBP Scale: 1.2080 Cr 110WARNINGS: GENERAL NOTES, 1F sotherMse noted OREGON [Jz 7 Builder and erection contractor should be advised of all General Notes 1.This design Isbases .y upon the parameters shown and is for en Individual v Truss: GHBP and Waarningsbefore construction commen«e building component. �j A\t 2.2x4 compression web bracing moat be installed where shown+. incorporation f ere Is the responsibility of the building designer, <0 4:7�" i A O 3.Additional temporary bracing to Insure stability during construction 2 Design the t end bottom chorda to be laterally braced et i./ 1 r'fi r>, Is the responsibility of the erector.Additional permanent bracing of Z o in and t e :.,actively unless braced throughout Meir length by 6•Fi R IO- DATE: Or continuous sheathing s:..4 i b acing required uir wheresand/or drywell(BC). {✓ DATE• 9/2C/2017 the overall structure is the responsibilRy of the building designer. 3.2x Impact bridging or''»•tal bracing required where shown++ 4,No load should be applied to any component until alter all bracing and 4.Installation of truss Is is responsibility of the respective contractor. SEQ.: K 310 7 4 2 E fasteners are complete and at no l me should any loads greater than B.Design a are m be used Ina nen-cormame environment TRANS ID: LINK design loads be applied teeny nueponent anee^faor me cord xrefuse supports wedge 5.CompuTrue has no control over and assumes no responsibility forme fi Design necessary. Shim EXPIRES: 12/31/2017 u fabrication,handling,shipment and Instegation of components. 7.Design assumes adevu= drainage is provided. April 20,201 7 6.This design is furnished subject to the limitations set forth by B.Plates shell be locate, both faces of truss,and placed so their center TPVWTCA in BCBI,copies of which will be furnished upon request. lines coincide with Iola levier lines. 9.Digits indiceb size at 5:.i in dches. MiTek USA,InciCornpuTrus Software 7.6.8(1 L)-6 10.For basic connector fate design values see ESR-7311,ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC I LUMBER SPECIFICATIONS TRUSS SPAN 20'— 5.0" ICOND. 2: Design checked for net(-5 psf) at 24 "oc uplift IC: 2x4 KDDF fl&BTR LOAD DURATION INCREASE = 1.15 / P spa:ing. BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. ICONS. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF #16 BTR 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 4. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=23.8ft, TCDL=9.2,BCDL=6.0, ASCE 7—ib, TOTAL LOAD = 42.0 PSF M-1.504 o equal at non—structural (All Heights), Enclosed, Cat.2, Exp.O, MWFRS'Dir), load duration factor=1.6, vertical members (uon). LL = 25 PSF Ground Snow (Pg) - End vertical(s) are exposed to wind, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT'Sks' REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT 50I10 MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENT.'_._'. bearing wall for entire span VON. 6-02 14-03 I 1' ( + i' 6-02 6-10-14 7-04-02 'I' T T T 1 12 12 6.00 ° IIM-4x4 Q 6.00 4.0" 2 ,f j. 1.1 M-3x6 f 1 M-3x6 i, +F • o o M-3x6 so sOc�a st : :::::":'' L N 0.25" 6 M—ix6 B M-5x8(S) M-3x5 M-3x5 y l l y ` O PR 0 ..k- 6-02 7-02-06 7-02-06 7 U0-10 C. ss N • /y y 45? v20-05 :9200P r- JOB NAME : AMERICAN MODERN 5 PLEX - FWB ' Scale: 0.2490 lam' WARNINGS: GENERAL NOTES, Deless otherwiseted Ili OREGON ON 7 Budder and erection contractor should be advised of all General Notes 1 This design based y upon the parameters shown and is for an individual / 1JREG© ` Truss: FEB and Warnings before construction commence. bundingcomponent., : blldy f design parameters end �Lr •\� proper X 2.2x4 compression web bracing must be installed where shown.. incorporation f t I ih PO slblllly of the building designer. /0 '7}i' 14 n Q + 3.Additional temporary bracing to Insure stablky during construction 2.Design the end bottom chortle to be laterally braced et ♦♦♦ L Is the responsibility of the erector.Additional permanent bracing of lac and t10 rspacthaly unless braced throughout their length by ar„� � � DATE: 4/20/2017 the overall structure Is the responsibility of the building dealgnar continu eh thi:lsohuar:5,as plywood sheathing(TC)andlar drywall(BC) 'hw• 3 2x Impact bor as bracing required where shown a s adgl g SEQ.: K3107427 4.Na Wad should be applied to any component until after all bracing and 4.Installation ftruce is:saresponsibility ofthe respective contractor. fasteners are compete end at no thee should any loads greater than 5.Design assumes naps are to be used in a noncanoeie environment, TRANS ID: LINK design loads be applied to any component, and arefor'drycondire..;iofuse. E p 5.CompuTrua hes no control over and assumes no responsibility for the 6.Design assumes full by3ring at all supporta shown.Shim or wedge if EXPIRES:(n� .. 12/31/2017. fabrication,handling,shipment and Installation of components. necessary. C!\f 47 7.Design assumes adeaceaeispramded. AV 20,2017 e.This design is furnished subject to the limitations set forth by e.Plates shall be located onnbethboth faces of truss,and placed so their center TPWrCA In SCSI,copies of which veM be furnished upon request. lines coincide with joint center lines. MiTek USA Inc./Com uTrus Software 1 7.6.8 L 9.Digits Indicate size of plate in inches. P ( )'E 10.For bees connector plate design values see ESR-1311,ESR-1966(MITek) it This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2..b'. IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 0.15 1-2=( -4) 62 5-6=(-142) 78 5-2=(-470) 319 BC: 2x4 KDDF #16BTR SPACED 24.0" S.C.' 2-3=(-118) 106 2-6=(-155) 306 WEBS: 204 KDDF #16BTR 3-4=( 0) 0 6-3=(-224: 269 LOADING TO LATERAL SUPPORT <= 12"OC. UON. 12 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 4.00 CL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG 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 -97/ 66H 5.50" 0.77 RODE ( 625) LI - 25 PSF Ground Sno (Pg) 1'- 2.5" -200/ 79V 0/ OH 5.50" 0.13 KDDF (' w 625) LIMITED STORAGE DOES NOT APPLY C :nq. UE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spac-I REQUIREMENTS OF IBC 2015 AND IRC,':7015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF . LOAD. TOP MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT!L '3 tOO-CONCURRENTLY. MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.1" Allowed = 0,028" MAX TC PANEL TL DEFL = 0.001" @ 0'- 8.1" Allowed = 0.041" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ 0'- 9.0" • Design conforms to main n windforce-resisting M-1.5X3 system and components and cladding criteria. 4 M-3X4 3 )' Wind: 190 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10.' , (All Heights), Enclosed, Cat.2, Exp.B, MWFRSDtix), load duration factor=1.6, . 2 End vertical(s) are exposed to wind, , 1 ' Truss designed for wind loads frn the plane of the truss only. ell" o 1 o I rn N o I r 0 I 1 I -I - II - - 56 M-1.5x3 M-3x4 ryryr y ,, - /� 1-06 1-02-08 z 89200 PyC E JOB NAME : AMERICAN MODERN 5 PLEX - GJ Beale: 1.D99D .141141": "°411111-1.17. WARNINGS: GENERAL NOTES hleasotherwisenoted 4,pREGON�w- .-x.,(/� 1.Builder and erection contractor should be adv sed of all General Notes 1.This design I b ly upon the parameters shown and Is for an Individual N.. Truss: GJ and WarnIgs before construction commences. building po rtlivability o/design parameters and proper AD- 2.2a4 compression web bracing must be Installed where shown+. Incorporation 1 p at la the responsibility of the building tlesigner. �/�'� i A �� 3.Additional temporary bracing to Insure stability during construction 2 Design m the P and bottom chords to be laterally braced at Y !"Y ,,ca,‘'-�h ength by Is the responsibility of the erector.Additional permanent bracing of continu d sheathing uchas plywood sh athinively unless bracedg(TC)and/or dryoughout their lwell(BC '97 •I R fl-s-i� DATE: 4/20/2017 the overall structure Is the responsibility of the building designer. 3.23 Impact bridging or I Le;al bracing required where shown++ SEQ. : K3107428 4.No road should be applied to any component until after all bradng and 5.Installation egation of truss Is 3:e�esponre to ti b'Il ya the respective contraimnrmenl, fasteners are compete and at no nine should any loads greater than Design assumes.9555 TRANS I D: LINK design leads be applied to any component. 6 and are for dry fu use. supports shown.shim or wee u S.CompuTos has no control over and assumes no responsibility for the nemDesign assumes 'ng awedge EXPIRES: 117 C C`.. 12/31/2017 �x'1/'7'1/20 f. ry. XPIR.ES !' Jle2 ll This design shipment end installation of components. 7.Design assumes adCA�".`both faces Is prodded. April 20,2017 6.This design le furnished%bled to the limitations set forth by 8.Plates shall be to... both faces of truss,end placed so their center ` TPIMTCA in SCSI,capes of which will be furnished upon request. lines coincide withJ,.I:':enter lines. 9.Digits indicate size o'x':.e in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For basic connector x4'.e design values see ESR-1311,ESR-1988(MITek) t.: This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KOOK #148TR LOAD DURATION INCREASE = 1.15' 1-2=( 0) 76 2-4=(-594) 595 3-4=(-214) 146 BC: 2x4 RODE #16BTR SPACED 24.0" O.C. 2-3=(-333) 331 WEBS: 2x4 KDDF #1&0R LOADING TC 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 J�REA BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = ;10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPEC�ITES) TOTAL LOAD = t:42.0 PSF 0'- 0.0" -119/ 417V -600/ 600H 5.50" 0.67 KDDF ( 05) OVERHANGS: 16.0" 0.0" 4'- 0.0" -126/ 251V -600/ 6000 5.50" 0.40 KDDF r 25) LL = 25 PSF Ground Snow (P : M-1. 504 oeequal at non-structural Ij�� 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc sp,1 ng. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE 110 THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2013 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.:50" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = '00" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.024" @ 2'- 2.9" Allowed = e39" MAX TC PANEL TL DEFL = 0.024" @ 2'- 2.9" Allowed = C...59" SEASONED LUMBER IN DRY SERVICE COND.C':ONS 4-00 f f MAX HORIZ. LL DEFL = 0.003" @ 0'- 5.5" 12 MAX HORIZ. TL DEFL = -0.003" @ 0'- 5.5" 6.00 ICOND. 3: 150.00 PLF SEISMIC :CAD. Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10', (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(0r), load duration factor=1.6, II End vertical(s) are exposed to wind, �.. Truss designed for wind loads in the plane of the truss only. r 0 1 0 1 •t N o C�IS{I, 1 2 / 74 1 M-3x4 M-1.5x3 j , y b y' 1-06 4-00 • `,,k),cO PROF? 89200P �t- JOB NAME : AMERICAN MODERN 5 PLEX - FWC .. ' �!:. Scale: 0.655671 {{. • WARNINGS: GENERAL gra is upon the noted.' OREGON , Truss• FWC 1.Builder ands et contractortshould be nceadvised of all General Notes 1.Thisl:g o based b upon the parametersgpmown and Is for an Individual t t.j('S 'y w 14k • and Warnings before construction wmmences building po M AspleebllHy of tledgn parameters and proper L'" � ISN 2.2x4 compression web bracing must be installed where shown+. Incorpor tl ofcomponent Is the responsibility of the building designer. r/u/.5 ;J' 3 Additional temporary bracing to Insure stability during construaon 2 Design assumes the(op end bottom chords to be laterally braced at V .a c9.* 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 /,,� R f� r' DATE: 4/20/2017 the overall structure is the responsibility2 continuous sheathing such as ao ng rd sheathing(TC)s and/or srywall(BC). "ISI of the building designer. S 2x Impact bridging or lateral bracing required where mown++ SEQ.: K310 7 4 2 9 4.No load should be applied to any component until aIle,all bracing and 4.Installation or russ la the responablgy of the respective contractor. fasteners are complete and at no time should any loads greater than 5.DeSgn assumes trusses are to be used In a nen<armsIve environment, TRANS -I D: LINK design loads be applied to any oompone t and are for"dry condnton of use 5.CompuTrus has no control over and assumes no responsibility for the 8 Design assumes tali bearing at all supporta shown.Shim or wedge If EXPIRES:. i/]/ry /A h 1? fabrication,handling,shipment and Installation of components. 7.Desiassumes necessary. ILIJ 1!111! w 6.This design is furnished subJed to the limitations set forth by 8.Pla es shalt be toastteduean both faces of drainage isaws,and pieced so their center April 20,2017 TP WJ1CA In SCSI,copies of which will be furnished upon request. Ines coincide wish joint center lines. 9.Digits Indicate sBe of plate In Inches. MITek USA,Inc.tCornpuTrus Software 7.6.8(1L)-E II.For basic connector plate design values see ESR-1311,ESR-1988(MITek) x.11; f ' This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&HTR LOAD DURATION INCREASE = 1.15 1-2=( -2) 62 7-8=(-194) 118 7-2=(-690) 279 BC: 2x9 KDDF #1&13TR SPACED 24.0" O.C. 2-3=(-221) 99 2-8=(-274) 533 WEBS: 2x9 KDDF #1&13TR3-4=(-190) 95 8-3=(-276) 159 LOADING 9-5=(-104) 60 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 12.0 PSF 5-6=( -78) 0 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 50.0 PS TOTAL LOAD = /2.0 PSF OVERHANGS: 18.0" 26.2" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) f LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been 0'- 0.0" -105/ 328V -96/ 1591r 5.50" 0.52 KDDF ('625) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO SHE SPATIAL 0'- 9.0" -350/ 316V 0/ OH 5.50" 0.51 KDDF (;625) REQUIREMENTS OF IBC 2015 AND IRC 2015 `.OT BEING MET. 9'- 11.0" -191/ 301V 0/ OH 2.98" 0.92 KDDF ( 625) 9'- 0.3" -171/ 996V 0/ OH 2.98" 0.62 KDDF (.625) BOTTOM CHORD CHECKED FOR lOPSF LIVE Lt:';S. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-C :CURRENTLY' PROVIDE FULL BEARING;Jts:7..!ill] 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spS:_-ng. I I '1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ,t MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 07.350" 0-10-12 4-00-04 4-01-04 MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" I 1 1 MAX LL DEFL = 0.057" @ 11'- 2.5" Allowed = J.219" MAX TL DEFL = -0.061" @ 11'- 2.5" Allowed = 0.291" 126 MAX TC PANEL LL DEFL = 0.001" @ 0'- 6.9" Allowed = 0.028" 9.0017 MAX TC PANEL TL DEFL = 0.001" @ 0'- 6.9" Allowed = 0.391" SEASONED LUMBER IN DRY SERVICE CONDITIONS 8 -/ MAX HORIZ. LL DEFL = -0.007" @ 8'- 11.0" MAX HORIZ. TL DEFL = -0.007" @ 8'- 11.0" a. Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di Y), 4� load duration factor=1.6, End vertical(s) are exposed to wind, o Truss designed for wind loads M-3x4 !1 in the plane of the truss only. M-3x4 0 3 mt 1 �e lli r rl CD MI I M-1.5x3 M-3x4 • • l l 0-09 1-06 y 9-00-04 "' '' y 2-02-04 y c:23„ Ai ` Op NE.� 6'0f0 ,L' 89200PE JOB NAME : AMERICAN MODERN 5 PLEX - GJ1411,*P'. ,....'--' --^ • Scale: 0.9229 y OREGON �4r WARNINGS: GENERAL NOTES lh roA ted: 1.Builder and erection contractor Mould be advised of all General Notes 1.This design b upontheparameters shown and Is loran individual Truss: GJ1 and Warnings before construction commences. buldingcomponentS bldy ftl Ig parameters and proper `,. h 2 2a4 compression web bradng et N be nat Iied where shown«. incorporation f scot t theresponsibility of the building designer. ,> J i A. 213 3 Additional temporary bracing to insure stability during construcion 2.Design to t tl bottom chords to be laterally braved at "V /'"Y IS the responsibility of the erecter.Additional permanent bracing of 7 o.c.and t 70 A meotIvely unless braced throughout Meir length by ["_R F l l-� DATE: 4/20/2017 the overall structure Athe ro responsibility of designer. Imp sheathing ABSasacwgreuired ingreshown12e bridging bracing required «e • SE K 310 7 4 3 0 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss Is v responsibility of the respedlve contractor. 4' ' fasteners are complete and at no time should any loads greater than 5.Design assumes truer iir are to be used In a non-corrosive environment, of use. TRANS ID: LINK design loads be applied to any component s aDesign nd,,b rues full r"dry dC:arng at all supports shown Shim or weave If �l[j C .{!� I 5.CompuTrus has no control over and assumes no reepenebIlly for the necessary. EXPIRES: 12/31(2017 fabrication,handling,shipment and installation of components. 7.ledge assumes adegaate drainage Is provided. April 20,20 1 7 6.This design Is furnished subtest to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIAwCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Ino/CompuTrus Software 7.6.8(1L)-E t1.For basic connector plate design values see ESR-1311.ESR-1985(MITek) This design prepared from computer input by Z Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" .i IBC 2015 MAX MEMBER FORCES 4WR/DDE/Ccs-,_.00 TC: 2x9 KDDF 111&BTR LOAD DURATION INCREASE = 1.15` 1-2=( 0) 36 2-5=(-22) 24 3-5=(-1.. 93 BC: 2x9 KDDF Bl&BTR SPACED 29.0" S.C. 2-3=(-51) 32 WEBS: 2x9 KDDF II16BTR 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 BR, AREA TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPEC I ES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 314V -14/ 47H 5.50" 0.50 KDDF ( .125) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -16/ 143V 0/ OH 5.50" 0.23 KDDF .'125) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spa 'nT REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORE LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.565" 3-03-12 0-03-12 MAX TC PANEL TL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.248" T , 'c SEASONED LUMBER IN DRY SERVICE CONDI IONS 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 7-1 , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS( ir), load duration factor=1.6, M-1.5x3 End vertical(s) are exposed to wind, 3 4 Truss designed for wind loads I in the plane of the truss only. LIII 1. J lc, I 1 2 f,. o ►'S M-3x4 M-1.5x3 ' , 11 J. b ). I 3-03-12 C-03-12 • I1 J. J. J. 1-00 3-07-08 I 1 � � O/ I cl V 89200P 91 JOB NAME : AMERICAN MODERN 5 PLEX - AlIPP-0.7 Scale: 0.6499 (y. WARNINGS,uilderD.This design NOTES, unless on thrvnrametese e OREGON "4 Truss: L 1 7 Builder and erection contractor should be adv sed of all General Notes 1 tleslgn Is baud only upon the parameters shown and a for an individual s„ and Warnings before construction commences. budding component.Applicability of design parameters and proper N 2.254 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. f� y' { ry O� 3 Additional temporary bracing to Insure stability during construction 2 Dealgn assumes the top end bottom chords to be leterelly braced at '�„/ 1 .. L Is the respans16i91y of the eredar.Additional permanent bracing of 2 c.c and et 10 o c.'reapedNely unless braced throughout their length by //,,j �� DATE: 4/20/2017 continuous sheathing such as plywood aheathlng(TC)and/or drywall(BC). e'! the overall structure is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shown++ SEQ.: K310 7 4 31 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for-dry condition.'Muse. EXPIRES: 5.CompuTrue has no control over and assumes no responsibility for the 6.D:Sgn assumes fug bearing al all supports&wwn.Shim or wedge if . 12/31/2017 kbdcetlon,handlin shipment neceua ss g, lament end installation of 7.Design assumes adequate drainage is provided. April 20�207 6.This design is belched sub)ect to the limitations eat forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIMgCA In SCSI.copies of which wig be fumished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7968(MiTek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 38,00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16.BTR LOAD DURATION INCREASE = 1.15 (Nc,r.-Rep) 1-2=(-518) 534 4-5=1-1464) 7202 1-4=( -164) 68 2-6=(-7598) 1546 BC: 2x8 ROOF #16BTR 2-3=(-518) 534 5-6=1-1464) 7202 4-2=(-7598) 1546 6-3=( -164) 68 WEBS: 2x4 RODE 416BTR; LOADING 5-2=( -742) 3532 2x6 KDDF #16BTR A LL = 25 PSE Ground Snow (' TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG:AREA TC LATERAL SUPPORT <= 129OC. 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 C- 12900. UON. 0'- 0.0" -901/ 4099V -2000/ 2000H 5.50" 6.56 KDDF 025) LIMITED STORAGE DOES NOT APPLY DUE Ty THE SPATIAL 9'- 8.0" -901/ 4099V -2000/ 2000H 5.50" 6.56 KDDF 1 525) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND INC 20_j NOT BEING MET. -, ICOND. 2: Design checked for net(-5 psf) uplift at 24 '00 p ,.ng. nails staggered: 9' oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE '..SAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL L/180 MAX LL DEFL = -0.065" @ 4'- 10.0" Allowed 3..438" 6" o in 2 row(s) throughout 2xbottom chords, MAX TL DEFL = -0.109" @ 4'- 10.0" Allowed = ':.583" 9" oc in 2 row(s) throughout 2x46 webs, SEASONED LUMBER IN DRY SERVICE CONDI: ",ONS 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. LL DEFL = 0.012" @ 9'- 2.5" MAX BORIZ. TL DEFL = 0.019" @ 9'- 2.5" ICOND. 3: 2000.00 LBS SEISMIC ACAD. 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), 4-10 4-10 load duration factor=1.6, T f T End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 M-5x12 M-1.5x3 in the plane of the truss only. i- 2 3 -/ II E O A 0.- A o o. O I f 4 5 X6 LM-10x10 M-3x10 ..-.:M-10x10 r y y l 4-10 - 4-10 J• l 9-08 .�,,, ,O PRQpt, •9200P �' JOB NAME : AMERICAN MODERN 5 PLEX - H1 , Scale: 0.5982 N 114,WARNINGS: GENERAL NOTES leasothervise noted. ^ .t 1.Builder and erection contractor should be advised of all General Notes 1.This design based ray upon the parameters shown and is for an Individual �,/� OREGON A in 4.4.0Truss: H1 and Waminga before construction commences. building component.P pI cab:tsy of design parameters and proper :Ili y 2.0` ' 2 204 compression web bracing must be Installed where shown incorporation of component is the responsibility of Be building designer. '7714 3.Additional temporary bracing to Insure stability during cnnetructsr 2.ledge assumes the top and bottom chords to be laleraly braced at �� Is the responsibility of the erector.Additional permanent bracing of lac end al 10 ac respectively unless braced throughout their length by ly"'y..s��` DATE: 4/20/2017 the overall structure Is the responsibility of buildin designer. 2a impact ou bridging or laterals plywood where shownordrywag(BC). �"f"'f 1.+ pon Ilyo g signer. 3.2xcontinuou bsheatgng soon bradngrd shednng(TC)own++ 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is Me responsibility°rifle respective contractor. SEQ. : K 310 7 4 3 2 fasteners are complete and at no time should any beds greater than 5.Design assumes bosses are to be used m a n°n-corrosive environment TRANS I D: LINK design loads be applied to any component. 6 and are for mea Nubearing mof ut all supports shown shim or wedge if 5.CompuTrua has no control over and assumes no responsibility for the necessary.seta ppo gaEXPIRES: 12/31/2017 )n/rj�Jn(�'17 febricatbn,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April 20,2017 6.This design Is furnished subject to the limItations set forth by B.Plates shall be located on both faces of truss,and pieced so their center TPWJTCA In BCS:,copies of which will be furnished upon request. lines coincide with(elm center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L}E to.ear basic connector plate design values see ESR-1311,ESR-1988(MITek) I 1 This design prepared from computer input byI, Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Co-n.00 IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE - 1.15 1-2-) -4) 62 5-6=(-142) 78 5-2-(-475;614 BC: 204 KDDF Sl&BTR SPACED 24.0" O.C. 2-3=(-118) 106 2-6=(-155306 WEBS: 2x4 KDDF 81&BTR 3-4=( 0) 0 6-3=(-224;:1,264 LOADING TC LATERAL SUPPORT <= 12"00. UON. 12 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. 4.00 p DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG 'REA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. :spec'ES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -138/ 483V -47/ 66H 5.50" 0.77 KDDF%B' .25) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -200/ 79V 0/ OH 5.50" 0.13 KDDF 4.25) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: Desi•n checked fox net -5 •sf u•lift at 24 "oc s•aT'n•. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. _,G VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed - 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.'00" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.1" Allowed = 0.r28" MAX TC PANEL TL DEFL = 0.001" @ 0'- 8.1" Allowed = O.e41" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ 0'- 9.0" I I • Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 - M-3x4 3 �j-'. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D:,ir), load duration factor=1.6, 2 End vertical(s) are exposed to wind, I Truss designed for wind loads I in the plane of the truss only. e 1 0 on N O rl j�1 1II - - 5--->T<. ,f 6 I. 1 M-1.5x3 M-3x4 i. � ,cO PROAFS, • 0 1 1 c*: t GIN .4? f©� 1-06 1-02-08 ' " 89,2000 P E 1*-1. JOB NAME : AMERICAN MODERN 5 PLEX - HJ .40111P/';��}r Scale: 1.0990 "' WARNINGS: GENERAL NOTES, unless other0Aee noted 7OREGON 1 � 1.Builder and erection contractor should be advised of all General Notes 1 This design h based only upon the parameters shown and s for an individual OREGON A L Truss: HJ and warnings before construction commences building component.Applicability of design parameters and proper ��1^ "� 2 Teo ceepre Won web bracing must be Installed where drown+. incorporation of component Is the responsibility of the binding designer. <0 4) 1 3.Additional temporary bracing to Insure stabllly dunng construction 2 Design assumes the top end bottom chords to be laterally braced at V Y' by s the responslbieN of the erector.Additional permanent bracing of 2'continuous and et sheathing o c.rsuch as ply unless braced rhtougham r dryeir length). e1,19) t*•,i R 1 .- contpacts inor such i e acing required uir el where and/or drywsll(BC). fw: DATE: 4/20/2017 rhe overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ. : K3 10 7 4 3 3 4.No mad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusda9 are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for dry conddjrr of use. 5 EurepuTrus hes no control over end assumes no responsibility far the 6 Dee Cgu full to a-:gat all supporta shown.Shim or wedge if EXPIRES: .I t]/rj-1//'1 17 fabrication,handling,shipment pone" 7 • C./.fl l- fl t3 1£ J I C pment ea t installation of components. 7.Design assumes ede✓r's drainage is provided. Aril 20,20 1 7 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be locator:-,n both faces of truss,and placed so their center p TPIANTCA In BCSI,copies of which will be furnished upon request. Ones coincide with jot/Jointer Ones. uTrus Software 7.6.8 1L E 9.Digits Indicate sire o:y ea In Inches. MiTek USA,Inc./Com P ( )- II.For basic connector pin-.::design values see ESR-1311,ESR-1988(Welt) • • .= f This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5''. IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cc--.00 TC: 2x4 KDDF 416111TR LOAD DURATION INCREASE = 1.;i 1-2=( 0) 36 2-9=(0) C BC: 204 KDDF #110TR SPACED 24.0" O.C. 2-3=(-96) 20 TC LATERAL SUPPORT <= 12"0C. CON. 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 BRC, UREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPE".SS) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -66/ 321V 0/ 97H 5.50" 0.51 KDDF , 625) 3'- 4.7" 0/ 92V 0/ OH 5.50" 0.07 KDDF 025) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -38/ 92V 0/ OH 1.50" 0.15 KDDF -;25) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts S,4,3I 4.00 TREQUIREMENTS OF SBC 2015 AND IRC 2015 NOT BEING MET. --- 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spec;;.n 1 BOTTOM CHORE CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHOSD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.':.00" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.011" @ 2'- 1.4" Allowed = 0.189" MAX TC PANEL TL DEFL = 0.010" @ 2'- 1.4" Allowed = 0.283" SEASONED LUMBER IN DRY SERVICE COND71 IONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.8" MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.8" 3 -/ Design conforms to main indforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1111 .' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), , load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. in o i u f A .1 _ _M O _ t _, o L 2 4 ** M-3x4 y y l ppry 1-00 3-07-08 cO rROpe, � ��c� NG 1 N'' .A /© e :920 JOB NAME : AMERICAN MODERN 5 PLEX - L24011,,tee. Scale: 0.9309 WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON 4." 1.Builder and erection contractor should be advised of all General Notes i Thls design Is based only upon the parameters shown and s for an Individual /ill C\.74JA V w `A Truss: L2 and Warnings before construction commences building component Applicability of design parameters and proper [,� 2.2a4 compression web bracing must be Installed where shorn*. incorporation of component Is the reaponslb ty of the bolding designer. = ;v{ yr ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chortle to be Ieierely braced et 1 W is the responsibility of the erector.Additional permanent bracing of 2 o c and et 19 hino.crespectively unless braced throughout their length). MSR R 1\-�- conmpacts sheathing such as plywood re uir eth here s awns-drywaA(SC). DATE: 4/20/2C17 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v. SEQ.: K310 7 4 3 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are nor dry condition"of use. .r fj .'y /n 7 S.CompuTrus has no control over and assumes no responsibility for the 6 Design assumes full bearing at all supports shorn.Shim or wedge If EXPIRES: 1!131 f LQ fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. April 20,2017 B.This design Is furnished sublad to the limitations set forth by B.Plates shall be located on both faces of truss,end placed so their center TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with Iolnt center lines. 9.Digits Indicate sin of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8)1L)-E 70.For bask connector plata design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.3" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 KDDF #15855 LOAD DURATION INCREASE = 1.15 1-2=( -2) 62 7-8=(-195) 119 7-2=(-651) 287 BC: 2x9 KDDF #108TH SPACED 24.0" O.C. 2-3=(-225) 98 2-8=(-278) 539 WEBS: 2x4 KDDF #15BTR 3-4=(-142) 46 8-3=(-288) 166 LOADING 4-5=(-104) 58 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -79) 1 !I BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 24.2" BEARING MAX VERT MAX HORZ BRG REQUIRED RHO AREA LL = 25 PSF Ground Snow (Pg) , LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been , 0'- 0.0" -114/ 330V -46/ 159H 5.50" 0.53 KDDF,.( 625) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO"':`':OE SPATIAL 0'- 9.0" -354/ 3291/ 0/ OH 5.50" 0.53 KDDF:(•625) REQUIREMENTS OF IBC 2015 AND IRC 2015'`..: 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 4.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/C.:7-1.00 TC: 2x4 KDDF 6S&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-39) 37 3-5=(-16:, 128 BC: 2x9 KDDF II158TR SPACED 29.0" O.C. 2-3=(-70) 50 WEBS: 2x4 KDDF g15BTR 3-4=) -7) 3 LOADING IC 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 POP' BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 370V -20/ 640 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -25/ 216V 0/ OH 5.50" 0.34 KDDF ( E25) M-1.5x9 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL iCOND. 2: Design checked for net(-5 psf) uplift at 24 spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 2'- 10.6" Allowed = 0.285" MAX TC PANEL TL DEFL = -0.095" @ 2'- 8.6" Allowed = 0.428" 5-00-04 0',._:-- 12112 SEASONED LUMBER IN DRY SERVICE CONDITIONS i MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.2" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 5'- 0.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-1.5x_: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(GLr), 4 load duration factor=l.6, 3 / End vertical(s) are exposed to wind, 4i _ Truss designed for wind loads IY in the plane of the truss only. o 0 i I N ll) / `n 1 o f ,'- -/ I o �2� M-3x4 M-1.5x3 I 1 --4 5-00-04 0-03-12 y l -J 1-00 5-04 yy�� g•�p�g//••�� , c;\ <A\t,0 rRV!'fiS 44 'z' :9200PE r. JOB NAME : AMERICAN MODERN 5 PLEX - L3 Scale: 0.6133 /�.,,, illi WARNINGS: GENERAL NOTES, unless otherwise noted /e," 7 Builder and erection contractor should be advised of ab General Notes 1.This design is based only upon the parameters shown and s lar an Individual OREGON *- '°(,/ Truss: L3 and Warnings before construction commences. building component.AppfcabROty at design parameters and proper y 2 2z4 compression web bract gmoat be natalletl whore shaven* incorporation1 component is the responsibility of the buildngdes:gner .fin ' 1 A.. �W "t 3 Additional temporary bracing to insure stability during construction 2 Deogn thet p antl bottom chords to be laterally braced al V "Y �'�s e the recponsib my of the erector.Additional permanent bracing of 2 o c and 1 plywood unless braced throughoutand/or drir length by R R,t I+ 1 continuous sheathing s,.5 as sheet where andlor drywell(BC). {y L+ DATE: 4/20/2017 the overall structure is the responsibility of the building designer. 3.2z Impact bridging o',.,::sl bracing required chafe mown*+ S E K 310 7 4 3 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is;, espansibildy of respective contractor. Q• ' fasteners are complete and at no time should any loads greater than 5.Design assumes bur:i Te to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. S.sDesign are f "drys hill conm p: of o ail supports shown.Shim or wedge it S.CompuTrus has no control over and assumes no responsibility for the ,,,ry, EXPIRES.:: 12/31/217 fabncotlon,handling,shipment and Installation of components. T Deelgn assumes ado ,..drainage Apodded. April 20,207 8.This destHn Is furnished subject to the limitations set bdh by 8 Plates shall blocate both faces 0t ttruss,and placed so their center TPIM7CA in BCSI,copies of which will be furnished upon request. Ines coincide with je.,1,::'.;tler lines. 9.Digits Indicate etre chli>- In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector design values see ESR-1311,ESR-1 BOO(MiTek) I This design prepared from computer input by !. Pacific Lumber and Truss-BC , LUMBER SPECIFICATIONS TRUSS SPAN 3'- 4.0" r IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cgg1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15-,' 1-2=( 0) 36 2-5=(-20) 22 3-5=(-94) 82 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2-3=(-51) 27 WEBS: 2x4 KDDF 41&BTR 3-4=( 0) 0 LOADING TC LATERAL SUPPORT 0= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = .0 PSF !! BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = ;:.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA TOTAL TOTAL LOAD = .0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPE IES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -72/ 308V -12/ 420 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pr-rl 3'- 4.0" -13/ 128V 0/ OH 5.50" 0.21 ROOF (1625) LIMITED STORAGE DOES NOT APPLY DUE it 2HE SPATIAL kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 201`�'NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE _GAD. TOP MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0 100" AND BOTTOM CHORD LIVE LOADS ACT NON-GDNCURRENTLY, MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0 133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 8.6" Allowed = 0 145" 3-00-04 0-03-12 MAX TC PANEL TL DEFL = -0.007" @ 1'- 8.6" Allowed = 0 217" ` ,'' SEASONED LUMBER IN DRY SERVICE CONDI IONS 12 MAX HORIE. LL DEFL = 0.000" @ 3'- 0.2" 4.00 MAX HORIZ. TL DEFL = 0.000" 8 3'- 0.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-ly, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Tir), load duration factor=l.6, M-1.5x3 End vertical(s) are exposed to wind, 4 Truss designed for wind loads 3 in the plane of the truss only. m ' 1 o I N M • O �. 1 2 '. -/ M-3x4 M-1.5x3 ., l ,L ,1 3-00-04 0-03-12 J, l y 1-00 3-04 O PROF, 61 �" 89200P JOB NAME : AMERICAN MODERN 5 PLEX - L4 :. Scale: 0.6549 In CZ WARNINGS: GENERAL NOTES otherwise noted. 1 ORE'"" /y,1. 1.Builder and erection contractor should be advised of all General Notes 1.This design b y upontheparameters shown and Is for an individual ,y OREGON *- t=4.f Truss L4 ass Warnings before construction commences, building component.. pi blty f dparameters and proper L Y� ,\ 2 2x4 compreiWon web bracing must be Instaiied where shown Incorporation f -n M theresponsibility of the building designer. 'II {4. ZC.r! �"'H 3.Addeional temporary bracing to Insure stability during constructor 2 Design the t o and bottom chords to be laterally braces et i Is the responsibility of the erector.Additional permanent bracing of 2 o c. tl 110 ctN ty braced throughoutthe r length by 4w„R t• DATE: 4/20/2017 the overall structure Is the responsibility r the building cies 2ti Impsheathing's,wpty a aired in ere s ownand/n drywnll(BC) (y,'L[7 l?� poo ry o g goer. 3.2a Impact bridging or,.c:al bracing required whore shown+d SEQ. : K3107437 4.No load should be applied to any component until after all bracing and 4.Installation of truss s ne responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes irusocs ore to be used In a non-corrosive environment, TRANS ID• LINK design loads beapplied toany mmponet and arfor"dry cord of use. 5.CompuTrus has no control over and assumes no responsibility for the a Des ign fuk- g t X supports Moms.Shim or wedge If EXPIRES: l p C[+. t]�ry /fi/T.4 fabrication handling shipment end Installation of components ryAI-IR`S7 l J 1117 t H.Plagnassumes d c provided. April 20,2017 6 This design la furnished subject to me limitations set forth by S Plates shall be locate..:�.loth faces or truss and placed so their molar T19IM7CA In SCSI,copies of which sail be furnished upon request. lines coincide with;o1.:t ceeiier lines 9.Digits Indicate size of. ie In Inches. MiTek USA,Inc./Compurrus Software 7.6.8(1L)-E 10.For basic connector p Os design values see E512-1311,ESR-1988(Web) ,.x4:sa= This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 51&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-34) 37 3-5=(-162) 125 BC: 209 KDDF B1613TR SPACED 24.0" O.C. 2-3=(-66) 48 WEBS: 204 ROOF 111&BTR 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. TON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' BC LATERAL SUPPORT <= 12"0C. UON. IL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -63/ 371V -20/ 62H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg;,,' 5'- 4.0" -24/ 215V 0/ OH 5.50" 0.34 RODE ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TI' SE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. 1 REQUIREMENTS OF IBC 2015 AND IRC 201. .9TBEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE L2.). TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-:=,:::URRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.042" @ 2'- 10.6" Allowed = 0.285" MAX TC PANEL TL DEFL = -0.046" @ 2'- 8.6" Allowed = 0.428" 5-00-04 0-!''?-12 SEASONED LUMBER IN DRY SERVICE CONDT_'_IONS I--f 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.2" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 5'- 0.2" Design conforms to main windforce-resisting system and componentsand cladding criteria. 1 Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, M-1.5x3: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 load duration factor=l.6, .1.,..-----4 End verticals) are exposed to wind, Truss designed for wind loads ,ri in the plane of the truss only. { I 1 0 i N N (: rn 1 o M-3x4 M-1.5x3 • 5-00-04 0-03-12 l y l 1-00 5-04 �� `02 PRork- :9200P 1111 "'or JOB NAME : AMERICAN MODERN 5 PLEX - L5 ( Or Scale: 0.6133 lo i'r WARNINGS: GENERAL NOTES th rW led 7 OREGON je 1.Builder and erection contractor should be advised of all General Notes 1.This design1 b wontheparameters shown and is for an Individual OREGON ^ "'L/ Truss: L5 and Warnings before construction commences. building component.A .ability f design parameters and proper G 4, NO,�dN }A. 2 2s4 compression web bracing must be installed where shown« incorporation 1 q '.1 theresponsibility of the building designer. :',/K {/I 3.Additional temporary bracing to insure stability during construction 2.Design a thefq, tl bottom chords la be laterally braced et �d 1 W Is the responsibility of the erector.Additional permanent bracing of ace^cand t10 ctbrly I braced throughout their length by "` 1l It= DATE: 4/20/2017 the overall structure Is the responsibility of building designer, impact plywoodsheathing(TC)heres ownand/*tlryweg(BC) 11..[i i.+ agonal ty o g g 3,2a Impact brltlgl g J"'b ri g gaited where shown«« I SEQ. : K3107438 4 No load should be applied to any component until after all bracing and 4.Installation of truss Iss;�s r be ulsaye l eenon�e tNNsive contractor. environment, fasteners are complete and al no time should any loads greater than Design assumes TRANS ID: LINK design loads beappladtoanycemponent andarer dry r '.oraae. B CampuTrushas nocntrolover and assumes noresponsibility for the 6.Design cry Ni Crsrmgatall wppatlashown.Shimorwedge lf r�EX1 EXPIRES: 12/3112017 fabrication,handling,shipment and Installation of components. 7.Design assumes eve:late drainage is provided. April 20,2017 6.This desgn is furnished subject to the limitations set forth by 8.Plates shall be heats.:on both faces of truss,and placed so their center TPIANICA in BCS!,copies of which will be furnished upon request. lines coincide with lolrri:.enter lines. 9.Oigds Indicate size of 1l,'3 in inches. MiTek USA,Ina./CompuTfus Software 7.6.6(1L)-E 10.For basic connect,bin design values sea E618-1311,ESR-1988(MiTek) This design prepared from computer input by X11 Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Ca41.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 49 3-5=(-177,1 136 BC: 2x4 KDDF 1(16BTR SPACED 24.0" O,C. 2-3=(-76) 64 WEBS: 2x4 KDDF 816BTR 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"0C. UON. DL ON BOTTOM CHORD = '.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG,AREA TOTAL LOAD = 4 .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 (1625) LL = 25 PSF Ground Snow (Pg 5'- 9.0" -27/ 233V 0/ OH 5.50" 0.37 KDDF (1625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TC:,;THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 201`: NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE 070.0. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0 100" AND BOTTOM CHORD LIVE LOADS ACT NON-('.3YCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0 133" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 2 315" MAX TC PANEL TL DEFL = -0.067" @ 2'- 11.1" Allowed = 0 472" 5-05-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDI IONS ' _ ' 1 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria, M-1 I^x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-11 4 ', (All Heights), Enclosed, Cat.2, Exp.B, MWFR5;1 r), load duration factor=1.6, End vertical(s) are exposed to wind, 11 Truss designed for wind loads li in the plane of the truss only. N N O N tO .f- 1 1 ,y, - O 2 M-3x4 M-1.5x3 1 i b 5-05-04 0-03-12 i' )' y 1-00 5-09 �`G ,p PR OA�ss ,5 Gary �c'V /0,4. 89200PE ''i JOB NAME : AMERICAN MODERN 5 PLEX - Pl /''�'"'' - r Scale: 0.6079 .�r� .�.., WARNINGS: GENERALNOTES, ,oy th nW oted'. 7 �OR{-"/!,,f"�N 4 I.Builder and erection contractor Mould be advised of all General Notes I.This de Ig h y upontheparameters shown and is for an Individual OREGON d„(1' Truss: P1 and Warnings before construction commences, building component p biley ftl ill parameters end proper \1)4 2.254 compression web bracing must be Installed where shorn+. Incorporation f comb:nem theresponsibility or lha building designer. fj++b {/i f1 Q ''r 3.Additional temporary bracing to Insure stability during construction 2 Design Ih d bottom chords to be laterally braced et fir( 1"F 4 '�s Is the responsibility of the erector.Additional permanent bracing of 2 continuous and t 10 ;. div N s braced(Tcl out their length). R R II-8t- DATE: 1 conmp ri sheathing 5 plywooda aired l wiled, s and/own•dryweA(BC). YM 4/20/2017 the overall structure k the responsibility of the building designer. 3 23 Impact bridging or late al bracing required where shown++ SEQ.: 1<3107439 4.No load should be applied to any component until alter all bracing and 4.Installation of trues is T e responsibility of he respective contractor, fadenets are complete and at no time should any loads greater than 5.Design 859ume5 Imides ere to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are f dry .I,.r of use. C 5 CompuTrus has no control over and assumes no responsibility for the 6 Design fl... ng at all suppona shown.Shim or wedge It EXPIRES: 1f')/ry�yry/1Z'7 fabrication,handling,shipment end Inetelletlon of components. necessary. /.1l l` fl }3 // JJ !!//l7 B.This designIs furnished subject to the limitations eel forthB.Designassumesbesacsq,.- drainage Isprovided. April 2��2�17 Iby B.Plates shell be ba+x.;.;both faces of trues,and placed so their anter P TPIN/1CA In BCSI,copies of which Will ba furnished upon request. lines coincide with Isle anter lines. MiTek USA,Inc./Com uTrus Software 7.6.8(1 L}E g.For bts indicate design cal P 1.Dorbedscate Nees'' In nIncvalues see ESR-1311,ES13-1888(Click) iiiL 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=..00 IC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 49 3-5=(-177, 136 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2-3=(-76) 64 , WEBS: 2x4 KDDF #1&BTR 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 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/ 3860 -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 IIOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOI.D. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND-BOTTOM CHORD LIVE LOADS ACT NON-C,/,CURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ,1; MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.067" @ 2'- 11.1" Allowed = 0.472" 5-05-04 '.'. 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS T 1'r 4 T 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 4.00 C I. MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" 1 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, 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, illl Truss designed for wind loads in the plane of the truss only. N .-I I N O N , O I 2 5 o M-3x4 M-1.5x.. { 1 5-05-04 0-03-12 1 ), 1' 1-00 5-09 ,cco-Nt,0 PRO/ :9200PE ie- JOB NAME : AMERICAN MODERN 5 PLEX - P2 Scale: 0.6079 IL tr WARNINGS: GENERAL NOTES, unless otherwise noted: f OREGON 1 '.a 1 Bulider and erection contractor should be advised of aN General Notes 1 This tlasign is based ony upon the parameters shown and is for an Individual r A-Vfl 1.7W/V "(( Truss: P2 and Warnings before construction commences. building component.AppiicabilW of design parameters and proper Y -'741 2 2x4 compression web bracing moat be installed where shown+. incorporation / p M Is the responsibility of the building designer. <e) '4 1/I 3.Additional temporary bracing to Insure etebility during construct on 2.Design a the t ntl bogom chortle to be laterally braced et 1 M' ,�.5 Is the responsibility of the erector.Addklone!permanent bracing of 2 continuous and 11tl as plyely unless brocotl throughout their length by �R R.� = l�i DATE: 4/20/2017 the overall structure Is there responsibility f the building designer. cant pa M thl as plywood meedsheathere s ownand/+tlryweN(BC) ,(„^ 1.+ span ty o g e 3.zx Impact bridging o,, «�xl bredng required collars snow„++ SEQ.: K3 10 7 4 4 0 4.Na mad should be applied to any component until arter all braGng and 4.Installation of trussin:7s.cespunbasbulistsyd the resPpectivel e.al torment, fasteners ere complete and at no time should any loads greater than gn asky re to TRANS ID: LINK design loads be applied to any aampanent. anaeral dry e.of use. 5.CorepuTrus has no control over and assumes no responsibility for the 6.Design somas lull ba i.ig at all supports:dwell.Shim or wedge N EXPIRES: V I']'[5 C{+'. e1/a11 1 01? labdcation,handling,shipment and installation of components. ry. I C/kf. RCtJ f/J I( 17 T.Platessassumes W.W.II.+s.;:nthlace is trusse April 20,2017 6.This design is furnished sullied to the limitations set lonh by B.Places shall be W.W.I..'both lases of truss,and placed co their center TPIMIrCA In SCSI.copies of which vii be furnished upon request. lines coincide with to::.,liter lines. S.Digits Indicate size c`r.. a In Inches. MITek USA,Int./CompuTrus Software 7.6,8(IL)-E to.For basis connector p!-design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC 1 TRUSS SPAN 4'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Ca-1.00 LUMBER SPECIFICATIONS 1-2=( 0) 36 2-5=(-30) 32 3-5=(-144) 117 TC: 2x9 KDDF #16BTR LOAD DUSAAIED I2CR0ASE = 1.15; '' 2-3=(-62) 49 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 3-9=( -7) 3 WEBS: 2x9 KDDF #lsBTR LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = .11.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = ,142.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -61/ 350V -18/ 57H 5.50" 0.56 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 ?SF Ground Snow (Pc'''.. 9'- 9.0" -22/ 1910 0/ OH 5.50" 0.31 KDDF ( 625)- ** For hanger specs. - See approved plans lc OND. 2: Design checked fox net(-5 psf) uplift at 24 'oc spacin4. LIMITED STORAGE ICES NOT APPLY DUE "'" ':_HE SPATIAL - REQUIREMENTS OF ILC 2015 AND IRC 2011 COT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE I:, D. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-14.'1+CURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" MAX TC PANEL LL DEFL = 0.025" @ 2'- 6.8" Allowed = ..244" MAX TC PANEL TL DEFL = -0.029" @ 2'- 5.1" Allowed = : '-06" SEASONED LUMBER IN DRY SERVICE CONN;I ONS 4-05-04 0-03-12 i,. f f I MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.2" 4.00 G Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS.: r), M-1.5x3 load duration factor=l.6, 4 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. It , u1 ti 0 ti -7, M 1 � 5 f rilegliMigilliridl o f 1111112111... .. M-1.5x3 i' J• 1 l 4-05-04 0-03-12 y y �y 1-00 4-09 {•c].,W f C]Ropk• 89200PE JOB NAME: AMERICAN MODERN 5 PLEX - P3 Scale: 0.6189 ie � /'Y'. r OREGON j`Jr WARNINGS: GENERAL NOTES, th rwi noted: L11-7GGON aa,,�� tKj 1.Builder and erection contractor Mould be advised OW General Notes 1.Thisdesign baser upontheparameters shown and is for an Individual �1,,.� � LGN�{-,r '\ Truss: 23 and Warnings before construction commences building po nt A bitty r dsign parameters and proper 14s� 2.2s4 compression web bracing must be Installed where shown+. Incorporation a/corn: tI theresponsibility of the building designer. V� 3.Additional temporary bracing to Insure stability during construction 2.Design aawmea iha i ntl b tt chorda to be letarelty braces et �,�` 2'o c.and at l0 o c. ctl Iy "lase braced throughout their length by 'a'/ gy S L is the responslblllry of the erector.Add#lonal permanent broomof continuous sheathing:.x:ch as plywood sheathing(TC)endlor drywall(BC) IR _ - DATE• 4/20/2017 the overall structure h the responsibility of the building designer. 3.24 Impact bridging or-,,!era)bracing required where shown+a 4 No toad should be applied to any component until after all bracing and 4.Instanat on of truss is d' spo iebtity of the respective contractor. SEQ. : K 310 7 4 41 fasteners are compete and at no time should any loads greater than s.Design assumes trusegt.ere robe used in a non-corrosive environment and are nass"dry conaP EXPIRES:' 12/31/2017 TRANS ID LINK design CompuTrusbe asapplied controany verandassuL 6.Deeder), meaNllbearing t n supports shown.smmorweagerc • 5 GompuTrua has no control over and assumes no responsibility for the necessary, fabrication handling shipment and installation ofcomponents. 7.Design assumes adequate drainage Is provided. April 20,2017 B.This design is furnished subject terse limitations set forth by B.Plates shall be located onboth faces of truss,and placed so their center TPLVJ(CA in SCSI,copies of which will be famished upon request. lines coincide center S.Digits Indsate sloe of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector platedesign values see ESR-1371,ESR-1988(Web) Symbols Numbering System PLATE LOCATION AND ORIENTATION Y General Safety Notes 13j" Center plate on joint unless x,ymiff 6 4 8 dimension r shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I (Dran Ings not to scale) Dimensions are in ft-in-sixteenths. Damage or Personal Injury r Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. �'�16 cr s ;;o2a 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves p WEB`-` ' may require bracing,or alternative Tor I _ bracing should be considered. �-� _ U111 3. Never exceed the design loading shown and never tl Al stack materials on inadequately braced trusses. ill O For 4 x 2 orientation,locate X7-8 c6-7 cs� O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0- ' �'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 Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. aftware or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber i shall not exceed 19"/at time of fabrication. .ATE 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 4 x 4 width measured perpendicular 10.Camber is a non-structural consideration and is the ESR-1311,ESR-1352,ESR195 3 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-139',ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. 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 by symbol shown and/or SYP represents values as pubis ed specified. rli by text in the bracing section of the by AWC in the 2005/2012 shed SP represents ALSO approved/trees values 13.Top chords must be sheathed or puns provided at output. Use T or I bracing with effective date of June 1 2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior 11 ■� reaction section indicates joint ©201`.,?MiTek®All Rights Reserved approval of an engineer. MEM number where bearings occur. j 17.Install and load vertically unless indicated otherwise. �_� Min size shown is for crushing only. ., P...:17---.1 Ono 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with IdUStry Standards: :+ project engineer before use. SI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front.back,words Plate Connected Wood Truss Construction. j and pictures)before use.Reviewing pictures alone 19: Design Standard for Bracing. is not sufficient. 11 ke Building Component Safety Information, ■ Guide to Good Practice for Handling, MI e 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013