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Plans z/22 gv / :1 M/6 ms7-2011-Av063 RECEIVED R, FEB 0 6 2019 CITY OF TIGARD MiTek, BUILDING DIVISION �! MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-261_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: R46497320 thru R46497327 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <cs?,EO P R OFeSs 87022PE c"' ��j, OREGON c ' 9O cc4I ER .N\ �O OSA HE?' E • • `./ I t February 5,2016 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R46497320 -, PL15-261_UPPER F01 FLOOR 31 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Feb 05 12:42:06 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp9O5-XT9AoUdeNtEXXteull FiBbtBNM2NjA1 XfphT?Azo9W 10-10-01 10.8-01 1-2-0 10-611-0-0 11 t-2-0 11 t-16 1 1 1-0-0 II 1-2-0 11 1-2-8 1 1-2-0 1 Scale=1:37.3 3x4-3x4 II 4x4= 3x4= 3x4 = 3x6 FP= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 4x5= 3x4 I I 1 2 3 4 5 6 7 9 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 v m o v o o .e o oNie e° 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x4= 3x5 = 4x6= 4x4 = 3x6= 4x5= 3x5= 15-4-14 g- 119-0-12 I 14-2-14 it-9710113-7-0 I 12-5-142 15-7-0 5-7-0 I 21-9-122-9-0 14-2-14 Plate Offsets(X,Y)- f1:Edge,0-1-81,f15:0-1-8,Edoel,117:0-1-8,EdaeL f18:0-1-8,Edge1,f20:0-1-8,Edgel,f25:0-1-8,Edgel.f32:0-1-8,Edael LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.41 31-32 >632 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.64 31-32 >405 360 BCLL 0.0 Rep Stress Ina YES WB 0.71 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 39=791/0-5-8,24=791/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1285/0,3-4=-1285/0,4-5=-2293/0,5-6=-2293/0,6-7=3076/0,7-8=3076/0, 8-9=-3634/0,9-10=3634/0,10-11=3634/0,11-12=3970/0,12-13=3970/0, 13-14=-4053/0,14-15=-4053/0,15.16=3955/0,16-17=3955/0,17-18=-3518/0, 18-19=2939/0,19-20=2939/0,20-21=2027/0,21-22=2027/0 BOT CHORD 38-39=0/696,37-38=0/1816,36-37=0/1816,35-36=0/2712,34-35=0/3382,33-34=0/3829, 32-33=0/4046,31-32=0/4053,30-31=0/4053,29-30=0/3518,28-29=0/3518,27-28=0/3518, 26-27=0/2027,25-26=0/2027,24-25=0/939 WEBS 17-29=-279/0,18-28=0/254,20-26=419/0,21-25=-591/0,2-39=-1027/0,2-38=0/903, 4-38=-815/0,4-36=0/731,6-36=-643/0,6-35=0/559,8-35=-469/0,8-34=0/386, 11-34=300/0,17-30=0/706,15-30=-402/124,20-27=0/1265,18-27=-857/0, 22-24=1206/0,22-25=0/1407 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 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 �� 1tt3 PROF S attached to walls at their outer ends or restrained by other means. F \� �NGI NE�cR 6> p2 Q 870 2PE pr yN rR/ �'oj OREG N rl� tu4\' 9C, AMBER .\'\ �� ms`s A. HE: p`�P EXPIRES:06/30/2017 February 5,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mill 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 ANSI/D11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Infonnahon 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 R46497321 PL15-261_UPPER F02 FLOOR 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:07 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp905-?FY?gdG8BN091D4rkmxjpQOQIR_SjMguTR1Xdzo9VU I 1-30 1 I 1-2-0 i I 2-5-14 1 I 1-2-0 1 1 1-0.5 I I 1-2-0 1 I 1-5-13 1 Scale=1:18.1 3x4= 3x4= 3x4= 3x4= 1 2 3 4 5 6 7 8 e e e e o ® o ® o e e o o o ‘,.c._ N //, — o e e e/ o o e .o.0 a o , 16 15 143x4= 13 12 3x4= 11 10 0 3x4 = 3x4= 1 1-6-0 1 2-1-0 2-8-0 2 5-4-13 5-11-13 6-6-13 .- 7-10-3 8-5-3 9-0-3 10-9-0 1-6-0 0-7-0 1 0-7-0 0-1-8 2-7-6 0- 7-0 1 66 0-7-0 0-1-h 1-1-13 0-7-0 0-7-0 1 1-8-13 Plate Offsets(X,Y)— 12:0-1-8,Edae1,14:0-1-8,Edge1,16:0-1-8,Edge1,17:0-1-8,Edgel.112:0-1-8,Edael,114:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.13 13-14 >947 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.21 13-14 >601 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- • BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=467/Mechanical,9=467/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-767/0,4-5=-1221/0,5-6=-1221/0,6-7=-770/0 BOT CHORD 15-16=0/767,14-15=0/767,13-14=0/1221,12-13=0/1221,11-12=0/770,10-11=0/770,9-10=0/770 WEBS 2-15=0/259,6-11=-264/0,2-16=-963/0,4-14=-514/0,6-12=0/641,7-9=-917/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 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. `��p PRl1FF0" �� NGINFc11 X02/ '9 87022PE r' -y Aj, OREGON ry5 _lir"PO �M8ER ' OS A. HEY' EXPIRES:06/30/2017 February 5,2016 t 8 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. 11111 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/frit Quality Criteria,DSB-89 and BCSI Building Component 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 R46497322 J PL15-261_UPPER F03 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:08 2016 Page I ID:5u_v3gE KOkyU3yKt6jOV EBzp9O5-TsH W DAeuvW Fm BoH PS H BG0yZa9n?B9op77Aa43zo9VT I 2-3-0 I1 1-4-0 I I 1-2-0 I I 1-4-12 1 1-6-0 1 Scale=1:26.4 1.5x3 I I 3x4 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 _ __ o -V!.. .001111111111 N e a e - e e , 11111' Allih. 1 14 13 12 11 Ala 3x4= 3x5= 3x5= 1.5x3 II 3x4= 3x4-- I I 10-10-0 111-5-0 I12-0-0 1 15-1-12 I 10-10-0 0-7-0 0-7-0 3-1-12 Plate Offsets(XXX— 16:0-1-8,Edgel,111:0-1-8,Edoel LOADING(psf)- SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.13 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.21 12-13 >870 360 BCLL 0.0 Rep Stress Inca- YES WB 0.43 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 1 (Matrix) Weight:68 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=551/0-4-8,10=551/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1721/0,3-4=-1721/0,4-5=-1929/0,5-6=-1929/0,6-7=1439/0,7-8=-1439/0 BOT CHORD 14-15=0/1053,13-14=0/1987,12-13=0/1439,11-12=0/1439,10-11=0/754 WEBS 7-11=-333/0,2-15=-1155/0,2-14=0/733,4-14=-292/0,6-13=0/646,8-10=-907/0,8-11=0/842 NOTES- 1)Unbalanced floor live loads have been considered for this design. 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. <��ED P R oFFss ��eP ENGI N .FR >0 444 2 4 8�Q2 2PE /9r 7 SAT OREGO ryo 4N "Q(I ''WBER 1,' O �s A. HE • EXPIRES:06/30/2017 February 5,2016 '?, .....tom yiysy'.: iT,. . Yi/lymz ..................................................... r, iv Otik^ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI Design valid for use only with Mire's®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 ANSI/1111 Quality Criteria,DSB-89 and SCSI Bulding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rm Citrus Heights.CA 95610 ` Job Truss Truss Type Qty Ply POLYGON R46497323 PL15-261_UPPER F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:08 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp9O5-TsHwDAeuvWFmBoHPS HBGOyXh91OB8xp77Aa43zo9VT I 2-6-0 I I 2-0-12 I I 1-2-0 i j 1-5-12 I Scale=1:26.9 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 4 O b 0 • O - O Niiii. N o O • O O 1 13 12 11 10 9 3x4= 3x6= 3x6= 1.5x3 I I 1.5x3 I I 3x4=- 13-8-12 13-8-12 I 12-6-12 (3-1-12 I I 15 -5-8 12-6-12 0-7-0 0-7-0 1-8-12 Plate Offsets(X,Y)— f6:0-1-8,Edael,f7:0-1-8,Edael LOADING(psf) SPACING- 1-4-0 CSI- DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.17 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.27 11-12 >681 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:69 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=562/0-4-8,9=562/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1878/0,3-4=1878/0,4-5=-1911/0,5-6=-1911/0,6-7=-1045/0 BOT CHORD 13-14=0/1175,12-13=0/2086,11-12=0/1045,10-11=0/1045,9-10=0/1045 WEBS 6-11=-262/0,7-10=0/300,2-14=-1268/0,2-13=0/759,6-12=0/977,7-9=-1246/0 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. �C D �NG)NF -R fo'ri 8 S 2PE ,,;dr" 7 N „V, cr,Aj, OREGO ria <vN 9O, F'BER 1\ 7 rS A. HEC\ ‘ EXPIRES:06/30/2017 February 5,2016 i a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Mil. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate This design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M1 Qualify Criteria,DSB-89 and BCSI Bulding Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497324 J PL15-261 UPPER F07 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:10 2016 Page 1 I99D:5u_v3gEKOkyU3yKt6jOVEBzp9O5-PEOhesg9R6IzOVyfXsJfLR2uBzSJf?F6aRfh8xzo9VR 1 1-0-0 1 0�� 1 1-2-0 II 1-1-6 'I 1 1-3-0 ii 1-2-0 ii 1-0-5 ii 1-2-0 II 1-45 1 Scale=1:37.3 3x4= 3x4 II 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 _ °a o o_ a e - o - e ° o T e e e e e e a e e J �� • O e of 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x6= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 3x4= 3x5= 4x4= 3x6= 3x5= I 21-9-12 -i 21-9-12 Plate Offsets(X,Y)- 11:Edge,0-1-81,114:0-1-8,Edael,117:0-1-8,Edgel,119:0-1-8,Edgel,120:0-1-8,Edoel.125:0-1-8,Edae1,129:0-1-8,Edgel LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.33 29-30 >788 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.51 29-30 >504 360 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.06 22 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 36=593/0-5-8,22=593/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1119/0,3-4=1119/0,4-5=1959/0,5-6=-1959/0,6-7=-2564/0,7-8=-2564/0, 8-9=-2928/0,9-10=-2928/0,10-11=-3064/0,11-12=3064/0,12-13=2911/0, 13-14=2911/0,14-15=2642/0,15.16=2642/0,16-17=2642/0,17-18=2090/0, 18-19=2090/0,19-20=1076/0 BOT CHORD 35-36=0/608,34-35=0/1567,33-34=0/2290,32-33=0/2290,31-32=0/2774,30-31=0/3025, 29-30=0/3022,28-29=0/2911,27-28=0/2911,26-27=0/2090,25-26=0/2090,2425=0/1076, 23-24=0/1076,22-23=0/1076 WEBS 17-26=-255/0,18-25=-488/0,19-24=-488/0,20-23=0/328,2-36=-829/0,2-35=0/715, 4-35=-628/0,4-34=0/549,6-34=-463/0,6-32=0/384,8-32=-294/0,12-29=346/1, 17-27=0/734,14-27=-477/0,19-25=0/1377,20-22=1297/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 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 P R°Fen 4o NGI NE9 /02 c 87022PE -9r tP N y �Aj, OREG N til �N -pO F""SER \\ �O OSA. Hey, EXPIRES:06/30/2017 February 5,2016 o WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11011. Design valid for use only with Mitek®connectors.This design S 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 MtTeke 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 Cdteda,DSB-89 and BCSI Bolding 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 R46497325 PL15-261_UPPER 01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries.Inc.Fri Feb 05 12:42:12 2016 Page 1 ID:5u_v3q E KOkyU 3yKt6jOV E Bzp905-Md W R3YhPzj?h Fo52eH M7Q s78dm2_7?M P218oDgzo9V P 1 1-2-13 1 1 1-2-0 1 1 1-0-5 1 1 1-2-0 19& I 0 -6 1 1-2-0 110-8-41 . Scale=1:37.1 3x4= 3x5= 3x4= 5x5= 4x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4=3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617 18 19 20 21 22 23 24 25 0 0 0 .v,\: ®_ c e14. m o . 1'.-'1 O d e 9 •a. �. e. a. a. _� 0 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x10 = 5x5= 4x6= 3x4= 3x5 = 3x5= 3x5= 3x5= 3x6 FP= 3x6= 3x10= 3x5= 3x5= 1 21-9-12 1 21-9-12 Plate Offsets(X,Y)- 12:0-1-8,Edgel,13:0-1-8,Edael,15:0-1-8,Edge1,19:0-1-8,Edgel,f25:0-2-0,Edoel,136:0-1-8,Edgel,139:0-1-8,Edgel LOADING(psf) SPACING- 1-0-0 CSI. DEFL- in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.42 35 >609 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.95 Vert(TL) -0.66 35 >388 360 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:117 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 2.OE(flat) end verticals. WEBS 2x4 DF 2400F 2.OE(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=686/0-5-8,42=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1517/0,3-4=-3106/0,4-5=-3106/0,5-6=-3931/0,6-7=-3931/0,7-8=-4071/0, 8-9=-4071/0,9-10=4066/0,10-11=4066/0,11-12=3911/0,12-13=3911/0, 13-14=-3620/0,14-15=3620/0,15-16=-3191/0,16-17=-3191/0,17-18=-3191/0, 18-19=2622/0,19-20=2622/0,20-21=1915/0,21-22=1915/0,22-23=-1069/0, 23-24=1069/0 BOT CHORD 41-42=0/1517,40-41=0/1517,39-40=0/1517,38-39=0/3106,37-38=0/3106,36-37=0/3979, 35-36=0/4071,34-35=0/4071,33-34=0/4004,32-33=0/3782,31-32=0/3422, 30-31=0/2923,29-30=0/2285,28-29=0/2285,27-28=0/1509,26-27=0/594 WEBS 2-41=0/498,3-40=-747/0,4-39=-751/0,5-38=-523/0,2-42=-1852/0,3-39=0/2152, 24-26=-888/0,24-27=0/773,22-27=-715/0,22-28=0/660,20-28=-602/0,5-37=0/1324, 6-37=-691/0,20-30=0/548,18-30=489/0,18-31=0/435,15-31=377/0,15-32=0/322, 13-32=263/0,9-34=256/124 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��rj PR oFF 3)Required 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 �, ts' attached to walls at their outer ends or restrained by other means. �Co �N G(NEFR s�� 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)359 lb down at 6-2-8 on top chord. �C? 'T/9 The design/selection of such connection device(s)is the responsibility of others. Q 87022 PE 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 (5) c Uniform Loads(plf) -9 'O%, OREG N (y5 •••• i Vert:26 42=5,1-25=50 Concentrated Loads(lb) 'C &. \'` P Vert:6=-339(B) O`s A. HECk� EXPIRES:06/30/2017 February 5,2016 t , WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Mil Design valid for use only with MTekfiti connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497326 PL15-261_UPPER G2 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:13 2016 Page 1 ID:Su_v3gEKOkyU3yKt6jOVEBzp9O5-qp4pGtilj l7YtygECtMz4gTEAYDsQ2ZGPuLIGro9VO I 1-6-0 I 1-4-8 I I 1-2-0 I i 2-5-14 I I 1-2-0 I I 1-0.5 I I 1-2-0 I I 1-5-13 1 Scale=1:21.4 6x8= 5x6 I I 5x6 I I 4x6 I I 1 18 2 3 4 19 5 6 7 8 9 y/ a -e e e a ® ® / �e e a ® / e `e N T e e e e Ib 16 155 I 14 135x6 h II 12 11 6x8= 4x6 I I 4x6 I I I 12-6-0 12-6-0 Plate Offsets(X,Y)— (4:0-3-0,Edoel.(5:0-3-0,Edgel,16:0-3-0,0-0-01,(7:0-3-0,Edgel,(8:0-3-0,Edgel,(11:0-3-0,0-0-01.113:0-3-0,Edgel,115:0-3-0,Edael,(16:0-3-0,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.10 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.15 14-15 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:87 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=1905/0-3-0,10=721/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-17=323/0,2-3=-3248/0,3-4=3248/0,4-19=-3248/0,5-19=3248/0,5-6=-2890/0,6-7=2890/0,7-8=-1485/0 BOT CHORD 16-17=0/2796,15-16=0/3248,14-15=0/2890,13-14=0/2890,12-13=0/1485,11-12=0/1485,10-11=0/1485 WEBS 3-16=292/0,5-14=-267/0,6-13=-553/0,7-12=-609/0,8-11=0/376,2-17=3210/0,2-16=0/852,5-15=-270/539, 7-13=0/1819,8-10=1708/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1159 lb down at 1-7-0,and 360 lb down at 0-7-4,and 231 lb down at 6-3-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)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 ��ED P R(aFFss Uniform VerLoads t 10-17=f) 7,1-9=67 csGj 'NGiN�F'9 /O Concentrated Loads(Ib) 414 �p Vert:2=-1159(F)18=360(F)19=204(B) 870221'E 77 C)l OREGON c-1-' 11/ ,p0 X448ER V\ © OS A. HE-- EXPIRES:06/30/2017 February 5,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIL7473 rev.10/63/2015 BEFORE USE. NI Design valid for use only with MiTek®connectors.This design is based onty 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 Mira' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safely Inforrnalion 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 R46497327 PL15-261_UPPER G4 FLOOR GIRDER 1 1 Job Reference(optional' Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:13 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp905-qp4pGtilj 17YtygEC?tMz4gLnAc?sVwZGPuLIGro9V0 1-2-4 1 3x4= 5 2 1.5x3 II Scale=1:8.8 o lV 4 3 1.5x3 I I 3x4= I 1-5-4 1-5-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) 0.00 4 "" 480 MT20 220/195 ?CDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:8 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=364/Mechanical,3=237/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-4=-360/0 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. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)529 lb down at 0-6-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(Of) Vert:3-4=5,1-2=50 Concentrated Loads(Ib) Vert:5=-529(F) �(<.:CN NG I N sO 2 87022P v� icc‘ Pv -0j, OR GON n,° WC// a3C 11/BER 1 OS A. HECA \-\P EXPIRES:06/30/2017 February 5,2016 atimaft WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. MB Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building coponent,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 ifekv is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION s p ,y " Center late on joint unless xI .6- _g dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /a (Drawings not to scale) Damage or Personal In u offsets are indicated. I i u me g ry r��= Dimensions are in ft-in-sixteenths. Ilb, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0-1116" 4 wide truss spacing,individual lateral braces themselves NI WEBS Amay require bracing,or alternative Tor I p bracing should be considered. 3. stack Never exceedmaterials theon designinadequately loadingbraced shown andtrusses.never 1.11111 °111111LIAlidill O 4, Provide copies of this truss design to the building For 4 x 2 orientation,locate 7.: ..7 ,- designer,erection supervisor,property owner and plates 0 'na' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably y protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that IP Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports( occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *11=0 reaction section indicates jointIrlaill II number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ®MN0 18.Use of green or treated lumber may pose unacceptable i environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, it w s he ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 ED MitFEB SpA 0 6 2019 CITY OF TIGARD ■ BUILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 60-A REVISED 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: K2838936 thru K2838951 My license renewal date for the state of Oregon is December 31,2017. < ED PRQp . SS 5 �GIIVE 'S' /pp �- 89200PE 4 OREGON 45* �C? - Y142p p�- ER R 1 t..\- • EXP(RI_: I February 10,2017 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. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 9.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 POE 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 wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-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. 7-08 7-08 T 1' 1' 12 I IM-9x9 12 19.00 7 3 N 14.00 IM I o M-6x6 =M-6x6 o J, is o9 i-01-os C;' ��G1Nfi R l0� :9200PE T'c. JOB NAME : 60—A POLYGON — Al Scale: 0.2980 rti. "["�'.'' WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON /i"`� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is ler an IndWiduel 'j 4,/ , OREGON 1 V fi `'y f Truss: Al and Wamings before construction commences. building component.Applicability of design parameters end proper L+ !(fes} A V /4 2.2a4 compression web bredng must be Installed where shown.. Incorporation of component la the responsibility of the pulWing designer. /jh "7 1 A,A O` -k-- ,,,_ .. N 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chortle to be laterally braced at 4./ 4, Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and a1 ID'o.c.respectively unbar braced throughout their length by r l 11..\- DATE: 2/9/2017 the overall structure is the responsibility fIM1e building dee continuous sheathing such as plywood sheathing(TC)antl/or drywall(BC). k P ty o g finer. 3.2i Impact bridging or lateral bracing required where shown+. SEQ.: K2 8 3 8 9 3 6 4.No bad should be applied to any component until eller all bracing and 4.Installation of trues is the responsibility of the respeciWe contractor. fasteners are complete and el no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, design loads beapplied to encomponent. and are forr"dry condition"of use. TRANS ID: LINK g^ y 5.CompuTrus has no control over end assumes nate 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES. 12/31(2017 fabrication,handling,shipment and installation of componebnts for the cesmryEXPIRES: f JJ !!U 7.necessary. Design assumes adequate drainage Is provided. February 10,2017 6.This design Is furnished subject to the imitations set forth by S.Plates shell be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center linea )' 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Sr This design prepared from computer input by r Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-09-00 GIRDER SUPPORTING 29-06-09 FROM 0-00-00 TO 9-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #16BTR 15-09-00 GIRDER SUPPORTING 52-09-00 FROM 9-00-00 TO 15-04-00 1- 2=(-5442) 1210 1- 6=(-762) 3280 1- 2=(-5942) 1210 4- 8=( -884) 3898 BC: 2x8 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3956) 1019 6- 7=(-760) 3264 6- 2=) -920) 2069 9- 5=(-6590) 1502 WEBS: 2x9 KDDF STAND; 3- 4=(-3954) 1012 7- 8=)-898) 3952 2- 7=(-1262) 919 2x6 KDDF #2 A LOADING 9- 5=(-6590) 1502 8- 5=(-859) 3980 7- 3=(-1464) 5662 LL = 25 PSF Ground Snow (Pg) 7- 4=(-2412) 706 TC LATERAL SUPPORT <= 12"OC. VON. TO UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 15'- 9.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 394.0)+DL) 253.9)= 597.9 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+01( 20.0)= 20.0 PLF 9'- 0.0" TO 15'- 4.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. BC UNIF LL( 639.9)+DL( 931.4)= 1065.8 PLF 9`- 0.0" TO 15'- 4.0" V 0'- 0.0" -1268/ 5659V -237/ 237H 5.50" 9.05 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 15'- 9.0" -1718/ 7580V 0/ OH 5.50" 12.13 KDDF ( 625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 2 row(s) throughout 2x8 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I 9" oc in 1 row(s) throughout 2x9 webs, BOTTOM CHORD CHECKED FOR 0OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.038" @ 11'- 2.9" Allowed = 0.721" MAX TL DEFL = -0.065" @ 11'- 2.9" Allowed = 0.961" SEASONED LUMBER IN DRY SERVICE CONDITIONS 7-08 7-08 f , MAX HORIZ. LL DEFL = 0.010" @ 19'- 10.5" 4-01-02 3-06-14 3-05-02 4-02-14 MAX HORIZ. TL DEFL = 0.016" @ 14'- 10.5" f f f f f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7M-9x6 14.00 4 0 N14.00 Wind: 190 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), aA load duration factor=l.6, l T Truss designed for wind loads in the plane of the truss only. M-9x12 .,M-4x12 M-1.5x3 M-1.5x3 M-6x16 M-7x16 p 1._. 6 7 g .z.5 0 o M-3x8 - 0 M-10x10 M-4x10 l y 4-01-02 y 3-06-14 y 3-06-14 y 4-01-02 y ��y lt `^(J0 a 15-09 `\e a j Z - 89200PE fir- JOB NAME : 60-A POLYGON - A2 /r � . Scale: 0.2696 d,' .. WARNINGS: GENERAL NOTES, unless otherwise noted, � OREGON ONI "�`� 1.Builder and ereGlon contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown ands for an Individual ' �4J C I Y t +'l�f Truss: A2 and Warnings before construction commences. building component Applicability of design parameters and proper L+ } x +I� 2.21,4 compression web bracing must be Installed where shown 5. Incorporation of component is the responsibility of the building designer. //� "7 1 4, �'�9.. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'C.� eA�� 1 2. 111 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and a1 10 o.a respedweN unless braced throughout their length by J"7E' R l�� continuous sheathing such as plywood sheathing(TC)and/or dryxall(BC). �aav'""'/!!!J� DATE; 2/9/2017 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ SEQ.: K2 6 3 6 9 3 7 4.No load should be applied to any component until after all bracing end 4.Installation of trues is the responsibility of the respectse contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment. TRANS ID: LINK design loads beappledtoany component. end are to:d0 mrdltlsn'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et all suppods shown.Shim or wedge It EXPIRES: 1p})t3 2(y 7 fabrication,handling,shipmentcomponents. wary. f 1 J I/U 1 and installation of con 7.Design assumes adequate drainage is provided. February 10,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPINWTCA In SCSI,copies of which will be furnished upon request. hes coincide with joint center lines. uTrua Software 7.6.6(1 L-E 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./Com F ) 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by I- Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 9.0" FOND. 2: Design checked for net(-5 osf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=29.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. Refer or equal typical at stud verticals. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 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. 26-06 26-03 1 1' 1 10-10-09 15-07-07 15-07-07 10-07-09 1 12 SIM-4x9 12 5.001;7- Ik Q 5.00 M-3x5(5) M-3x5(5) iiii, re "E o ...... ........ t II M-3x5(S)+ M-3x5+(S) M-3x5(5)+ V 6 0 o M-3x4 ' 892& 'E C. _y • 1-00 52-09 "41111.11125 . JOB NAME : 60—A POLYGON — B1 0 cr Scale: 0.1628 -ysL 4/OREGON��._ X14' WARNINGS: GENERAL NOTES, unless otherwise noted' 1.Builder and em6 erection contractor should be advised of all General Notes 1.This design is based only upon the parameters sheen and is for an indNidual Truss: B1 and Warnings before construction commences. budding component Appliebllity or design parameters end proper / 14 T „ 2.Dt4 compression web bracing musl be Installed where shown•. incorporation of component is the responsibility of the building designer. ill 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and sly un chorda to be througlaterallhout based al • RR R.1 Llys. Is the responsibility of the erector.Additional permanent bracing of continuous ex.and at o.c.rsunh es sly unless braced throughout their length by 1 DATE: 2/10/2 017 the overall structure is the ra ibili f the Dc sheathing or such es acwg requirede a stere s antis!arywall(SC). spans IY a building designer. 3.2x impact bridging or lateral bracing where shown a. S E 4.No load should be applied to any component until aver all breang and 4.Installation of truss is the responsibility of the respeclNe contractor. Q K2 8 3 8 9 3 8 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used h a nomcorrosNe environment, EXPIRES: 12/31/2017 TRANS ID: LINK design loads be applied to any component. and ere ler"dry condition"of use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the S.Design assumes full bearing etall supports aham.Shlmorwedge itneceFebruary 102017 fabrication,handling,shipment and Installation of components. awry. 3- d 7.Designlatesassumes eared cc both Is truss, e.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of Truss,antl placed ss their center TPIIWTCA 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,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7958(MiTek) F • I This design prepared from computer input by Pacific Lumber and Truss-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 52'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1767) 778 1-13=(-625) 1634 2-13=( -274) 375 9-18=(-123) 470 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1508) 630 13-14=(-281) 1272 13- 3=( -149) 405 18-10=(-373) 340 WEBS: 2x4 KDDF STAND 3- 4=( -817) 391 14-15=( -68) 821 3-14=( -60B) 324 LOADING 4- 5=( -141) 199 15-16=1-343) 458 14- 4=( -132) 5B7 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -113) 367 16-17=(-608) 455 4-15=( -967) 459 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -134) 902 17-18=(-138) 214 5-15=( -370) 412 TOTAL LOAD = 42.0 PSF 7- B=( -237) 966 18-11=(-106) 3B1 15- 6=( -669) 1301 OVERHANGS: 0.0" 12.0" 8- 9=( -179) 737 6-16=(-1714) 629 LL = 25 PSF Ground Snow (Pg) 9-10=( -200) 108 16- 7=( -385) 418 M-3x4 where shown; Jts:1,4,8,11,13,1B 10-11=( -477) 241 16- 8=( -303) 271 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 43 8-17=( -154) 141 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 17- 9=( -663) 324 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -139/ 977V -233/ 228H 5.50" 1.56 KDDF ( 625) 29'- 6.2" -379/ 2347V 0/ OH 3.50" 3.75 KDDF ( 625) 36'- 7.0" -74/ 768V 0/ OH 3.50" 1.23 KDDF ( 625) 52'- 9.0" -106/ 544V 0/ OH 5.50" 0.87 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.077" @ 10'- 8.3" Allowed = 1.446" MAX TL DEFL = -0.125" @ 10'- 8.3" Allowed = 1.928" MAX LL DEFL = 0.013" @ 46'- 11.8" Allowed = 0.785" MAX LL DEFL = 0.003" @ 53'- 9.0" Allowed = 0.100" MAX TL DEFL = 0.003" @ 53'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.086" @ 33'- 2.7" Allowed = 0.468" MAX TC PANEL TL DEFL = 0.080" @ 33'- 2.7" Allowed = 0.702" MAX BC PANEL TL DEFL = -0.048" @ 48'- 10.0" Allowed = 0.517" SEASONED LUMBER IN DRY SERVICE CONDITIONS 26-03 26-06 5-06-14 5-02-01 5-05-09 6-09-04 3-03-043-03-09 6-09-09 5-05-09 5-02-01 5-09-14 MAX HORIZ. TL DEFL = 0.034" @ 29'- 6.2" T T T '1 T T T 1 T T T 12 12 Design conforms to main windforce-resisting 5.00 C7' M-4x6 " 5.00 system and components and cladding criteria. :_ X:. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 ,' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 ! M-1.5x3 load duration factor=l.6, O 7 Truss designed for wind loads in the plane of the truss only. M-5x6(5) + M-5x6(S) 4 • 0.25" 0.25" 3 +1 M-1.5x3 + // .5x3 2 0 l z 1' ' 13 14,I 15 16 4 17 , 18 0 0.25" M-4x8 c.zs" 0.25" 0 0 P R Qp M-5x6(5) M-5x8(5) M-5x6(5) CD G1N E 8-04-13 7-06-03 7-00-12 6-06-08 7-00-12 7-06-03 8-07-13 w ' . k 52-09 (PROVIDE FULL BEARING;Jts:1,16,17,11I 1-00 �� JOB NAME : 60-A POLYGON - B241. sO. -* Scale: 0.1124 Cr WARNINGS: GENERAL NOTES, unlssotherwise noted: QREGC?N <Ct 7 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual /- A /� Truss: B2 and warnings before construction commences. building component.Applicability of design parameters and proper � LO` { 2 2x4 compression web bracing must be Installed where shown+ Incorporation of component Is the responsibility of the building designer. ''l y�7 "- "'�`- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 4 1 ��. Is the responsibility of the erector.Additional permanent bracing of 2'continuous and al 1 D'hic.such as respectively woods braced throughout Meir length by ''' ''FIR •Lk- DATE: 2/9/2017 the overall structure is thereresponsibility of the building designer. xImrM1ginglor atehasacing re ul:ed here shown 44rywell(BC). { itr spans N g goer. 3.2a Impact bridging or lateral bracing required where ++ SEQ. : K2838939 4.No load should be applied teeny cnmponenl Unlil ale:al b:acing end 5.4.Design assumes isthherespo sIbilily ftanrespective elvennNronrment, fasteners are complete and at no time should any loads greater than assumesIn design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.compwrrwehas nocontrol over and assumes noresponsibility for the 6.Design assumes full bea:lngstell euppods shone Shims:sedge If EXPIRES: 12/31/2017 fabrication,handling, s assume edsmem ando tmeationsoomptheyl,. T.plies located on both Isprovided. February 10,2017 6.This design Is fumlahed subject to the limitations set forth by e.Plates shall be located on both/aces of Truss,end paced so their center TPIMTCA 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,Inc./CompuTrus Software 7.6.8(1 L)-E 70.For base 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 52'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -112) 73 14-16=(-155) 1167 14- 1=( -121) 69 21- 7=( -299) 102 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1554) 631 16-17=(-155) 1167 14- 2=(-1341) 571 21- 8=( -443) 1442 WEBS: 2x4 KDDF STAND; 3- 4=(-1543) 627 18-19=( -22) 65 16- 2=( 0) 210 8-22=(-1855) 873 2x6 KDDF #2 A LOADING 4- 5=(-1612) 741 19-20=(-227) 1083 2-17=( -388) 710 22- 9=( -188) 210 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -775) 495 20-21=( -56) 542 18-17=( -148) 0 9-23=( -264) 163 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -51) 217 21-22=(-567) 503 17- 3=( -189) 138 23-10=( -666) 317 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=( -33) 261 22-23=(-501) 406 17-19=( -409) 1685 10-24=( -107) 445 8- 9=( -136) 747 23-24=( -54) 173 17- 4=( -151) 424 24-11=( -383) 350 OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) 9-I0=( -131) 626 24-12=(-148) 467 19- 4=(-1146) 513 10-11=( -241) 137 19- 5=( -272) 798 M-3x4 where shown; Jts:S-6,9,12,22,24 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 7572) 293 5-20=( -718) 516 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=( 0) 43 20- 6=( -377) 984 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 6-21=(-1129) 583 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -156/ 1038V -297/ 189H 5.50" 0.70 KDDF (1485) 29'- 8.0" -332/ 2096V 0/ OH 3.50" 3.03 KDDF ( 625) 36'- 7.0" -100/ 860V 0/ OH 3.50" 1.38 KDDF ( 625) 52'- 9.0" -113/ 5B8V 0/ OH 5.50" 0.94 KDDF ( 625) 1 !'ONn 2• Design rherkrd for orf/-S per: uplift At 24 "nr sparing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.095" @ 10'- 2.0" Allowed = 1.446" MAX TL DEFL = -0.151" @ 10'- 2.0" Allowed = 1.928" MAX LL DEFL = 0.015" @ 46'- 11.8" Allowed = 0.785" MAX LL DEFL = 0.003" @ 53'- 9.0" Allowed = 0.100" MAX TL DEFL = 0.003" @ 53'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.102" @ 33'- 1.9" Allowed = 0.468" 10-02 16-01 • 26-06 MAX TC PANEL TL DEFL = 0.095" @ 33'- 1.9" Allowed = 0.702" MAX BC PANEL TL DEFL = -0.061" @ 48'- 4.1" Allowed = 0.542" 9-06 4-04-8400-04-07-13 5-09-05 5-09-05 3-01-08 6-11 5-05-09 5-02-01 5-09-19 SEASONED LUMBER IN DRY SERVICE CONDITIONS f -r i' f f i' f f ' 1 f ' MAX HORIZ. LL DEFL = 0.050" @ 29'- B.O. 12 12 MAX HORIZ. TL DEFL = 0.065" @ 29'- 8.0" 5.00 11M-4x4 a 5.00 4.0" Design conforms to main windforce-resisting 7 6( system and components and cladding criteria. �M-4x4 _ Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -•�� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), • load duration factor=1.6, M-5x6(5) End vertical(s) a exposed to wind, M-5X10 Truss designed fox wind loads 0.25" in the plane of the truss only. M-1.5x3 M-3x8 M-1.5x3 +i O Note: Legdown not :5l6 :d M-15x3 Thdehllbblding dstability. d' f 15 'e ♦ _ _ , o 14-1.5x3 c, 1821 5 1Y 2324 12 I M-5x8 0.25" M-4x8 0.25" iM-3x6 o M-1.5x3 o .tC) PROF OpM-1.Sx4M-3x10 M-5x6(S) M-5x6(5) < S b) b le l b b Y b J. b GS, � 0 0-048.80-08 4-04-04 -02 8-06-06 7-08-06 3-05 6-11 7-01-09 9-00-07 T yyy 200PEr 8-08-08 99-00-08 loOy y/ 52-09 loenornr. 0nuo;,...,a, 2_,.. ,l 1-00 JOB NAME : 60-A POLYGON - B2C ` 'r;�' . Scale: 0.1094 y OREGON `i, WARNINGS: GENERAL NOTES, unless otherwise noted'. L �f�V OREGON V'�VX* R^, 1.Builder and erection contrector should be advised of all General Notes 1,This design M based only upon the parameters shown end is for an Individual /6 . /4 \N I� Truss: B2C and Warnings before construction commences. building component.Applicability of design parameters and proper r s �A 2.Dr4 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. `' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chorda to be laterally braced at [](") t is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.rsuch as plywood unless braced throughout their length by r�I� 1.. DATE: 2/10/2017 the overall structure is the responsibility of the building dein continuousxImpahgingior eachlbalcing re ul:shee coheres ownand/vtlrywell(SC). p b g goer. 3.2s Impact bridging or lateral bracing required where shown v. SEQ.: K2 8 3 8 9 4 0 4.No bed should be applied to any component until ager all bracing and 4.Installation of truss Is the responalblliy of the respective contractor. (1 fasteners are complete and at no time should any loads greater than 0.Design assumes trusses are to be used In a noncorroslue environment, EXPIRES: 1?(j 311CI3U 7 TRANS ID• LINK design toads be applied to any component. and are for"dry condition"ofuse. 5.CompuTrue has no control over and assumes no responsibility ler the 8.Design assumes NII bearing et all woods shown.Shim or wedge if t, .1 r� fabrication,handling,shipment end Installation of components. ssary. February IO�20 17 a. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limdationa set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPINJICA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. B.Digits Indicate sloe of plate In Inches. MITek USA,Ino./COmpuTfus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1908(MITek) a l This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -112) 73 19-16=( -699) 2408 19- 1=( -121) 68 21- 7=( -980) 1959 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-9187) 1768 16-17=( -699) 2408 19- 2=(-3091) 1323 21- 8=(-1037) 613 WEBS: 2x9 KDDF STAND; 3- 4=(-9165) 1759 18-19=( -52) 131 16- 2=( 0) 208 8-22=( -296) 778 2x9 KDDF #16BTR A; LOADING 4- 5=(-9442) 1963 19-20=(-1378) 3613 2-17=(-1195) 2466 22- 9=( -951) 933 2x9 KDDF STUD B; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3648) 1799 20-21=(-1075) 3103 18-17=( -151) 0 9-23=( -107) 569 2x6 KDDF #2 C DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2869) 1966 21-22=( -987) 2896 17- 3=( -196) 119 23-10=( -570) 279 TOTAL LOAD = 42.0 PSF 7- 8=(-2851) 1985 22-23=(-1295) 3561 17-19=(-1635) 9381 10-29=( -55) 359 TC LATERAL SUPPORT <= 12"OC. (JON. 8- 9=(-3245) 1525 23-24=(-1492) 4008 17- 9=( -209) 582 29-11=( -193) 276 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=(-3937) 1702 24-12=(-1696) 9282 19- 9=(-2923) 1062 10-11=(-9536) 1820 19- 5=( -236) 716 OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-9773) 1923 5-20=( -685) 502 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=( 0) 43 20- 6=( -359) 996 M-3x9 where shown; Sts:5-6,8-9,22,29 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 6-21=(-1092) 568 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -330/ 2196V -297/ 189H 5.50" 1.98 KDDF (1485) MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 52'- 9.0" -370/ 2341V e/ OH 5.50" 3.75 KDDF ( 625) OND. 2: nesiy, checked for not(-5 psf) nnlift at 24 "nn spacing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.937" @ 29'- 8.0" Allowed = 2.592" MAX TL DEFL = -0.658" @ 29'- 8.0" Allowed = 3.456" MAX LL DEFL = 0.003" @ 53'- 9.0" Allowed = 0.100" MAX TL DEFL = 0.003" @ 53'- 9.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.164" @ 52'- 3.5" MAX HORIZ. TL DEFL = 0.267" @ 52'- 3.5" 10-02 16-01 26-06 Design conforms to main windforce-resisting T 1' 1 T system and components and cladding criteria. 4-061-80-04 5-04-05 5-04-05 3-01-08 6-11 5-05-09 5-02-01 5-09-14 1' 1' 'I t 1'' ' '( '( j' j' '1' T Wind: 190 mph, h=29.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-04-04 5-07-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5.00 M-4x6 Q 5 00 load duration factor=1.6, End vertical(s) are exposed to wind, 4.0" Truss designed forwind loads 7 ,or in the plane of the truss only. 3.0" Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by M-5X6(5) Project Engineer or qualified building designer for lateral load and lateral stability. M-5x10 0.25" M-1.5x3 M-4x12 M-1.5x3 +l + 4. o o1 ofC ":±� -�.'''."*I /\*,14-1.5x3 ti 19 >. M-1.5x3 16 O • 18 19 20 21 22 23 29 2 , "' 0.25" M-4x8 0.25" M-3x10 0 M-4x6 o M-7x10 I PRp re M-1.5x4+ M-7x12 M-1.5x3 �[,('' /' n:((tt 0-OS 08 M-5x8(S) M-5x8(S) c, G1NE --.4 rf > J y J J' y y y y tN �"Y a2 17 y4-00-08 4-04-0413-02 8-06-06 7-08-06 3-05 6-11 7-01-09 9-00-07 y y y 8-08-08 44-00-08 1-00 ez� 892 0 0 P E r 52-09 1-00 1 JOB NAME : 60-A POLYGON - B3C •/gyp (� Cr Scale: 0.1077 � OREGON . i1.0 WARNINGS: GENERAL NOTES, unless otherwlsenoted. L 4 ,5 tN A, y} 1.Builder and erection contractor should be advised of all General Notes 1.This design k based on upon the parameters shown and is for an individual {� -7 buildingcomponent.A only ofdesl n parametersproper '9.✓ 4 ° Truss: B3Cp 1 g p and Warnings before construction commences. P P rythe responsl of component els?'2.2e4 compression web bracing must be Installed where shown e. Incorporation ie blllty of the building designer. 3.AddXional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at 1 � I 1 L. Is the responsibility et the erector.Additional permanent bracing et 2'o.c.and at 10 o.c.respectively unless braced throughout their length by 1 continuous sheathing such as plywooding(TC)end/or drywall(BC). DATE: 2/10/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+r. SEQ.: K2 8 3 8 9 41 4.No bed should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. vp [[}}CC y ry (� fasteners are complete and at no ems should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, EXPIRES: 1013 12U 7 TRANS ID: LINK design loads be applied to any component enders o"dry condition"aloes. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 8.Design assumesNllbaaringetattwppodsshown.Shimorwedgeif February 10,2017 fabrication,handling,shipment end Installation of components. s 7.Design sumeraded on odnalprIsfurnishedforth races of truss,and placed so their center TPI/NOXA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indloate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1960(MITek) i., I • This design prepared from computer input by • Pacific Lumber and Truss-BC I LUMBER SPECIFICATIONS TRUSS SPAN 52'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 191&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4604) 1970 1-13=1-1698) 4099 2-13=1 -91) 298 9-18=( -67) 366 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-9929) 1855 13-14=1-1429) 3911 13- 3=( -92) 317 18-10=(-186) 267 WEBS: 2x9 KDDF STAND 3- 4=(-3879) 1678 1915=(-1211) 3509 3-14=(-513) 289 LOADING 4- 5=1-3207) 1992 15-16=1 -752) 2593 19- 4=(-105) 527 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-3180) 1621 16-17=1-1246) 3539 4-15=1-908) 933 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3188) 1636 17-18=1-1449) 3981 5-15=1-369) 912 TOTAL LOAD = 42.0 PSF 7- 8=1-3214) 1979 18-11=(-1646) 4269 15- 6=1-653) 1263 OVERHANGS: 0.0" 12.0" 8- 9=(-3912) 1665 6-16=1-662) 1286 LL = 25 PSF Ground Snow (Pg) 9-10=(-4535) 1824 16- 7=1-369) 912 10-11=1-9759) 1924 16- 8=1-938) 930 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 0) 93 8-17=1-107) 558 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 17- 9=(-564) 285 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) o'- 0.0" -329/ 2215V -233/ 228H 5.50" 3.54 KDDF ( 625) 52'- 9.0" -371/ 2332V 0/ OH 5.50" 3.73 KDDF ( 625) COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.919" @ 29'- 6.9" Allowed = 2.592" MAX TL DEFL = -0.636" @ 29'- 6.9" Allowed = 3.456" MAX LL DEFL = 0.003" @ 53'- 9.0" Allowed = 0.100" MAX TL DEFL = 0.003" @ 53'- 9.0" Allowed = 0.133" • SEASONED LUMBER IN DRY SERVICE CONDITIONS • MAX HORIZ. LL DEFL = -0.149" @ 52'- 3.5" MAX HORIZ. TL DEFL = 0.245" @ 52'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. 26-03 26-06 1' , ,' Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-06-14 5-02-01 5-05-09 6-09-04 3-03-043-03-04 6-09-04 5-05-09 5-02-01 5-09-14 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,( / f f f . . f f f , load duration factor=1.6, Truss designed for wind loads 12 12 5.00 M-4x6 in the plane of the truss only. 4 5.00 4.0" 6 '11' M-1,5x3 )`� M-1,5x3 .0" 7 M-5x6(S) M-3x4 M-3x4 M-5x6(S) 4 8 5 i 0.25" + 0.25" +I ib M-1.5x3 1/No., + / M1.5x3 0 1 = 13 14' 15 16f 17f 18 7\2 44p of M-4x8 M-3x4 0.25" M-4x8 0.25" 0.25" ...0 r R Qt,0"n o M-3x4 M-3x10 ..;<, w1 V M-5x6(S) M-5x8(SI M-5x8(5) oCo C` GyiNE6`, ' s/' J'' y y y )' y y J• 1` V ,7 8-04-13 7-06-03 7-00-12 6-06-08 7-00-12 7-06-03 8-07-13 y >L `:t •920 c-- 52-09 1-00 JOB NAME •. 60-A POLYGON - B4 Scale: 0.1238 � j� WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON /10 � 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is bran Individual 7 4- tI4 ItS. Truss: B4 and Warnings before wnstrucllon commences. building component.Applicability of design parameters and proper /, !J�j A G^ 2.2s4 compression web bracing must be installed where shown e. Incorporation of component Is the responsibility of the building designer. �jh ".1�/ y 1 A ` 3.Additional temporary bracing to Insure stability during construction 2.2 s.c.anddsumes the top end bottom chortle to be laterally braced al 'w/ w. 1 (G+ 11 Is the responsibility of the erector.Additional permanent bracing of 2'continuous at ea hin rsuch as ply unless braced throughout their all(B by `R R I s.-k- DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 20ntln I sheathing or such as plywood aired where g(TC)and1or drywall(BC). 3.In2Imbed oftrugorteensponsibing ryoftherepreahacontractor. SEq.: K2838992 4.Nobadsareldc bem teteanMtnocomponentuntil yeladalleaerhand 5.Designluftesesislesaretob useofthe on-corrosiron fasteners are compkfe and al no time should any belle greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition of use. 5.CompuTrua hes no control over and assumes no responsibility Mr the 8.Design assumes NII bearing at all supports shown.Shim or wedge It EXPIRES:. 12/31/2017 necessary. fabrication,n,handling,shipment and installation of components. is I, q ,� 7.Design assumes adequate drainage provided. February 10,2017 8.This design Is furnished subject to the limitations set orth by 8.Plates shop be located on both faces of truss,and placed so their center TPW✓ICA In SCSI,copies of which will be furnished upon request. lines coincide with joint anter lines. 9.Digits Indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311.655-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 53'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 43 2-14=(-1658) 4291 3-19=(-185) 266 19-11=(-185) 266 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=1-9783) 1933 14-15=(-1927) 9009 14- 4=) -66) 365 WEBS: 2x4 KDDF STAND 3- 4=(-4560) 1833 15-16=1-1223) 3562 4-15=(-564) 285 LOADING 4- 5=(-3936) 1675 16-17=1 -751) 2567 15- 5=1-106) 557 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-3290) 1489 17-18=1-1244) 3562 5-16=(-938) 930 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD= 10.0 POP 6- 7=1-3219) 1634 18-19=1-1948) 9009 6-16=(-369) 912 TOTAL LOAD= 92.0 PSF 7- 8=1-3219) 1634 19-12=1-1695) 9291 16- 7=(-662) 1286 OVERHANGS: 12.0" 12.0" 8- 9=1-3290) 1989 7-17=1-662) 1286 LL = 25 PSF Ground Snow (Pg) 9-10=1-3938) 1675 17- 8=(-369) 912 10-11=1-9560) 1833 17- 9=(-938) 930 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1-9783) 1933 9-18=1-106) 558 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=1 0) 43 18-10=1-569) 285 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 10-19=1 -66) 365 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -371/ 2340V -236/ 236H 5.50" 3.74 KDDF ( 625) 53'- 0.0" -371/ 2390V 0/ OH 5.50" 3.74 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "nc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.927" @ 29'- 9.9" Allowed = 2.609" MAX TL DEFL = -0.655" @ 23'- 2.1" Allowed = 3.472" MAX LL DEFL = 0.003" @ 59'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.003" @ 59'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.150" @ 52'- 6.5" MAX HORIZ. TL DEFL = 0.251" @ 52'- 6.5" • 26-06 26-06 Design conforms to main windforce-resisting • T 1' 1' system and components and cladding criteria. 5-09-14 5-02-01 5-05-09 6-09-04 3-03-043-03-04 6-09-04 5-05-09 5-02-01 5-09-14 1' 4' ' 1' 4' 4' 4' 4' 4' 4' 4' Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 17 M-4x6 Q 5.00 load duration factor=l.6, Truss designed for wind loads 4.0" in the plane of the truss only. 7 f( M-1.5x3 (�! M-1.5x3 6 c.0'r M-5x6(5) M-3x4 M-3x9 M-5x6(5) s 0.25" 0.25" 0 +71 M-1.5x3 M-1.5x3 3 o 'N o 41,o 2 14 is •• 17 18 19 \ p (' 1 M-3x10 M-3x4 0.25" M-4x8 0.25" 0.25" M-3x4 M-3x10 I ,( S M-5x8(S) M-5x8(S) M-5x8(5) CD G1N E Z. 8-07-13 7-06-03 7-00-12 6-06-08 7-00-12 7-06-03 8-07-13 It{r io 53-00 1-00 89200PE 'r JOB NAME : 60-A POLYGON - B51° Scale: 0.1199 ..+'"V� VT CC. WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON /i.• I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is tor an Individual ,/a,�V I"7 C 4f t V.♦ �(",'�(f Truss: B5 and Warnings before construction commences building component.Applicability of design parameters and proper �< ^!.4 4�` ` 2.Dt4 comproscbn web braGng moat be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 0 V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `✓ 14 1 /s le the responsibility of the erector.Additional permanent bracing of c'ne end at ea10'hin mewl:very woods braced throughout their length by 41'R R.IO- DATE: +� 2/9/2017 the overall structure is the responsibility I the buildingdesigner. 2 Impact sheathing such lbacas wg required wheres ownsdrywaN(BC). p tYa goer. 3.2a impact bridging or lateral bracing shown++ SEQ.: K2 8 3 8 9 4 3 4.No load should be applied to any component until alter all bracing end 5.4.Design of truss is the are responsibilitye of then respective scorreelve environment.tracts,, fasteners are complete and at no time should any loads greater thanand a e assumes to I use. TRANS ID: LINK design loads beepplietltoany component. S.Design assumes full bearing at all supports shown.Shim orwedge if EXPIRES: 12/31/2017 5.CompuTrue has no control over and assumes no responsibility for the yyaty, fabrkation,handling,shipment and installation of components. 7.Design assumes adequate drainage le provided. February .1 1O,ZO.I 17 8.Tho design Is famished subject to the limitations set forth by 8.Mates shall be located on both faces of buss.and placed so their center TPSWTCA In BCSI,copies of 01109 will be furnished upon request. lines coincide with Hint center lines. B.Digits Indicate size of plate in inches. MITek USA,Ino./CompuTros Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-7888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 53'— 0.0" r:OND. 2: Deaign checked for net(-5 nsf) uplift at 24 "oc spacing. 1 TC: 2x9 KDDF #1FBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #l&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=29.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 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. " For hanger specs. — See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 26-06 26-06 T 10-10-09 15-07-07 15-07-07 , 10-10-09 D 12 j/14-4..f:4 12 5.00 Q 5.00 M-3x5(5) M-3x5(S) 0 ea i �l ' ,iP R Q�� o �• I MM-3x5(5)+ M-3x5(S)+ M-3x5(5)+ MM�� ,�4yy r "v 1-00 53-00 ,.� —00 JOB NAME : 60—A POLYGON — B6 0"" Scale: 0.1611 "Fi' A,_OREGON 4J� WARNINGS: GENERAL NOTES, unless otherwise noted: 4* 9" ins �, Truss: B 6 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IndNiduel /Q }' 1 4,2-C31\ �, and warnings before construction commences. building component.Applicability of design parameters and paper i Z.2x4 compression web bracing moat be Inhaled where shown 4. Incorporation of component is the responsibility of the building designer. ... 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bosom chords to he laterally braced at p.1 j L.` Is the renponsibilW of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r�fl v. DATE: 2/10/2017 the oyera8 starchy.in the responsibility"/the h,alnr""designercontinuous sheathing such as plywood heaths g(TC)end/or drywall8C). sign re.. 3.2s impact bridging or lateral bracing required where shown•• SEQ. : K2 8 3 8 9 9 4 4.No Toed should be applied b any component until filer aN bracing and 4.Installation of truss is the responsibility of the respective contractor. eaen�r�arepompateandatnanaeaheultlanyRedsgreatsthan 5.Des gnassumestrussesareto geedbananaomoeNeeecimnmant, EXPIRES: 1213112017 dein Iapplied p loads be II dto anyend are br"dry condition"of use. TRANS I D: LINK N.CeepaT ua has no control over and ssaamea no responsibility for the 8.Design assumes full bearing at al supporta shown.Shim or wedge if ry. February 10,2017 fabrication,handling,shipment and installation of components. Design ee a p 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates Mel be located on both faces of truss,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae o/plate In inches. MiTek USA,Inc./CornpuTnls Software 7.6.8(1L)-E 10.For basic connector plate design values see E8R-1311,ESR-1988(MITek) • This design prepared from computer input by , PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP Wind: 190 mph, h=19.eft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M—lx2 or equal typical at stud verticals. 12 Refer to CompuTrus gable end detail for 4.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3 —/ N r-1 0 r-I o � 1 �%% ///////I 9 M-3x4 b y y 1-00 4-00 4.,.�� 0.0 G9N '9' .�O4, 89200PE v JOB NAME : 60—A POLYGON — Cl Scale: 0.8842 ell le WARNINGS: GENERAL NOTES, unless otherwise noted �,,..5 OREGON /a.�. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual }' 4lll C l�V V N. �(,/ Truss: Cl and Warnings before conelruclion commences building component Applicability of design parameters and proper +a, 2.2sl compression web bracing moat be Installed where shown+ Incorporation of component is the responsibility of the bolding designer. /�'� ^r �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �`✓ 11/ 1:11:1 A l /S' is the responsibility of the erector.Additional permanent bracing of c o.c.end at 1 tl o.c.such as ph unless braced throughout their length). 1/ c l R IO— DATE: ~^ nmpacts sheathing such l b acing re aired here s Nor dry11(BC). 2/9/2017 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 9 4 5 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 6.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design wads be applied to any component. and are for"My condition"of use. S.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes MI bearing at all supports shown.Shim or wedge If EXPIRES: V O'L�C C: i r'S I"]'1 lel fl1 7 necessary. 11.:/\r €Z L.t7 IL/J]/CU1! fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 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 center TPBW7CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate she of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1906(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-24) 27 3-5=(-120) 101 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-59) 36 WEBS: 2x9 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -60/ 325V -15/ 48H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -18/ 159V 0/ OH 5.50" 0.25 KDDF ( 625) 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 spacing. I 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.014" @ 2'- 3.3" Allowed = 0.192" 3-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.013" @ 2'- 2.0" Allowed = 0.287" '1' '1' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 4.00 D MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1,5x3 load duration factor=l.6, 9 -f End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. f to 1 111210.--- 11 M-3x4 M-1,5x3 b b Jr 3-08-04 0-03-12 J' Jr b 1-00 4-00 p,F,O PROpe �c2; �NG1NE,c1' /per 4-C' •9200P v" JOB NAME : 60-A POLYGON - C2 ,/ 400' • Scale: 0.6389 ' E WARNINGS: GENERAL NOTES, unless otherwise noted "� OREGON �fi I.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is bran Individual Jct' V I-1 t 7 'V "rk,X' Truss: C2 and Warnings before construction commences building component Applicability of design parameters and proper 2,254 compression web bracing must be installed where shown e. incorporation of component la the responsibility of the building designer. �© �' 14 ��1 Q 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at ,s s V la the responsibilky of the erector.Additional permanent bracing of 2'o.c,end at t Cr o.c.rsuch as unless hissed throughout their length by (tA 7+. DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 2x Impact sheathing or such es ptywvotl required In ere shown end/or tlrywell(BC). 3.251mpas barbs or thterei practng ity st the respe co e e SEQ.: K28.38946 4.Noload shoubbeapplied toany component until aaera%bracing and 4.Ir�Nellationofbusslsthe responalbllgyotthe re.paciNeconlractor. fastener.are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Ina noncorrosive environment TRANS ID• LINK design beds be applied to any component. end are for"dry condition'of use. B.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim Sr wedge it EXPIRES: 1 2 31/2 01-2 fabrication,handling,shipment and lnstallelion of components. necessary. IC(�711 Ul! B.This design remrnishedsubject to the limitations set forth by T.PlatesPuesadedonbouate thifagelepruss,ened. February 10,2017 B. coincide be n)sin e beth feces of trues,end placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines wlncitle wkh)Diol center linea. 9.Digits indicate size of plate In Inches. MITek USA,Ino./CompuTrss Software 7.6.8(11)-E 10.For bask connector plate design veluea see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by , PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 5'— 0.0" 1COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF lel&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph,_ h=2 Of t, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.E, MWFRS(Dir), TOTAL LOAD= 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. 9.00 AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3 ,)I i Ili rn I iolrglIll12 N f 9 M-3x9 b b 1 1-00 5-00 • �`<-5,�D P R OFee, �c�� o'N • 6R /per 89200PE c JOB NAME : 60-A POLYGON - D1 0/ •�- -- Scale: 0.8051 j � Cr WARNINGS: GENERAL NOTES, unless otherwise noted: "T OREGON '4/ I.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual OREGON _ ""(+e Truss: D1 and Warnings before construction commences building component.Applicability Stdesign parameters and proper ,uII.J �A 2.2x4 compreubn web bracing must be installed where shown+. incorporation of component*the responsibility of the building designer. <0 -'T y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at V w�_ 1 41 is the responsibility of the erector.Additional permanent bracing of Y continuous and s 10'sheathing respectively unlade braced throughout thele length by /f//L+..` U� DATE: 2/9/2017 me overall structure Is the res onsroin of building deet continuous sheathing each as plywood sheathing(TC)shown ''''''///((,+�.N P ty o 8 gner. 3.2a impact Ridging or lateral bracing required where shown++ SEQ.: (<2838947 4.No bed should be applied to any component until ager an 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 In a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are br"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Deestgassumes full bearing at all supports shown.Shim or wedge If EXPIRES: X(D I R ES. 1 ry/31/201 7 fabrication,handling, ry' Ll�f RLrJ Gl a?II U [ �, edismeecao the tOrh by 7.Design esslrassumes cted on drainage to trussed. February 10,2017 G.This design Is famished subject to the Ilmdations set forth by 6.Plates shop be located on both feces of truss,and placed so their cellar TP WVTCA In BCSI,copies of which will be fumished upon request. lines coincide wgh joint center lines. 9.Digs Indicate eke of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-31) 34 3-5=(-152) 122 BC: 2x9 KDDF N1&BTR SPACED 29.0" O.C. 2-3=(-66) 47 WEBS: 2x9 KDDF STAND 3-9=( -7) 3 LOADING ' IC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0`- 0.0" -61/ 358V -19/ 60H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5`- 0.0" -23/ 201V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.031" @ 2'- 8.9" Allowed = 0.262" 4-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.032" @ 2'- 6.6" Allowed = 0.393" ,( - - ,( r SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 8.2" 9.00 MAX HORIZ. TL DEFL = 0.000" @ 4'- B.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 0111.1111 in the plane of the truss only. , I , M O M-3x4 M-1.5x3 l )' b 4-08-04 0-03-12 l 1 k 1-00 5-00 �(51,.%0 PR 0E66., 6 89200PE ter' JOB NAME : 60-A POLYGON - D2 . �%`�"':. Scale: 0.6183 WARNINGS: GENERAL NOTES, unless otherwise noted' f1 f')C/-_�©fv 1 �/a� I.Builder end erection contractor should be advised of all General Notes 1.This design is betted only upon the parameters shorn end is for an lndNidual VI-1C1.,1 1V *_ �'(./ Truss: D2 end Warrngs before construction commences. building component.Applicability of design parameters and proper rj �h�l � 2.2a4 compression web bracing must be Installed where shown o. Incorporation of component Is the responsibility of the building designer. <J1 '1 14, V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom chorda to be laterally braced al V Is the responsibility of the erector.Additional-permanent bracing of c'ntinc.and at eY hin.respectively ply unlessod braced throughout their length).bdZ R R 11-y DATE: 2/9/2017 the overall structure Is the responsibility f the buildingdes continuous sheathing suchrl b plywood required et whereC h w/or tlrywall(BC). !; 'L.. D h o designer. 3.2x Impact bridging or lateral bracing required where shown e e SEQ.: K2 8 3 8 9 4 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the reapectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment. TRANS I D• LINK design loads be applied to any component. and are for condition"ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 mary fabrication,handling, assume isedipmeetao the installation components. 7.Peter adequaM on teraan February 10,2017 6.This design b furnished subject to the limitations eat forth by B.Plates shed De located on both feces of truss,end pieced so their center TPWATCA In SCSI,copies of which will be furnished upon request. tines coincide with joint center lines. .Digits Indicate size of In inches. MiTek USA,Inc./Com uTrus Software 7.8.8(1L)"E i0 Fr basic connector late design see ESR-1317,ESR-1888(MITek) This design prepared from computer input by e PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF 9)16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. 12 Refer to CompuTrus gable end detail for 9.00 D BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. r- 2 2 u) — — /- /////77///////////////////// //////////////// -f M-3x9 Jr b b 1-00 4-00 " \kc PR or ss „LA" ��'t , NE '211. 89200PE ter" JOB NAME : 60-A POLYGON - D3 { �,�.--�---• Scale: 0.8842 ♦1 110 WARNINGS: GENERAL NOTES, unless otherwise noted: „".s OREGON I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual JJ// OREGON kJ V Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.b4 compression web bracing must be installed where Chown+. Incorporation of component is the responsibility of the bullding designer. ,/� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /`✓ / Ym,� Is the responslblllry of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their length by [+ R 10` DATE: 2/9/2017 the overall structure la the responsibility of the building de 2xcontinuousImpact tridging or such as plywood required sheathing(TC)showand/orn tlrywell(BC). C. 1.' P b g alg^ar� 3.2a I pct bridging lateral bracing required where Mown++ SEQ.: K28 3 8 9 4 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility cf the respecMe contractor. fasteners are complete and at no time Mould any mads greater man 8.Design as mes trusses are to be used In a non-corrosive environment. TRANS ID• LINK design loads beapplledto any component. and are mrudryeondlnon^Drees. 8.CompuTrus hes no control over and assumes no responsibility for the fi.DB scelg ass es full beating et ell aupparts shown.Shim or wedge I! EXPIRES: 21']4/2ft i 7 ry.um 2/31 U I I fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates Mall be located on both faces of truss,and placed so their center TPIM/TCA In SCSI,copies of whits will be famished upon request. lines coincide with Joint center tins. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #166TR LOAD DURATION INCREASE = 1.15 1-2=(-125) 125 3-5=(-2B0) 280 3-4=(-1342) 1324 1-6=(-627) 625 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 4-1=( -587) 566 5-6=(-640) 618 WEBS: 2x4 KDDF STAND 4-5=( -771) 768 6-2=( -54) 25 LOADING 4-6=( -284) 286 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:1-60'- 0.0" -1314/ 1360V -278/ 278H 3.50" 2.18 KDDF ( 625) f- 1 2 _ LL = 25 POE Ground Snow (Pg) 1'- 10.3" -1311/ 1366V -278/ 278H 3.50" 2.19 KDDF ( 625) EMMEMMIEE MINI II Ito LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. BOTTOM CHORD CHECKED'FOR 108SF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.009" @ 0'- 3.5" Allowed = 0.064" MAX TL DEFL = -0.009" @ 0'- 3.5" Allowed = 0.085" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.001" @ 1'- 6.8" MAX HORIZ. TL DEFL = 0.001" @ 1'- 6.8" 'COND. 3: 150.00 PLF SEISMIC LOAD. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. a 11111111M rn , , to �I 6 to Note: Attachments as stated above must account 0 9 o for the component overturning moment. r r OO 3►t its J, 1-10-04 y .c<,1' r,:}, � f`R OF't•h(A w� ' ,.-' EFR '�O'L `c. 89200PE T1 c JOB NAME : 60-A POLYGON - SP1 � �,� s Scale: 0.5364 10 WARNINGS: GENERAL NOTES, unless otherwise noted: /}('}C/'�©(vt /i I.Builder end erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and is for an IndNidual / A-OREGON C G i V "V Truss SP1 end Warnings before construction commences. building componen.A Applicability f des parameters and a+ -�fCl �0� +�. t ppl lyo design proper -7 +9t,. 2.204 compression web bracing must be installed where shown 0. incorporation of component Is the responsibility of the building designer. //1 y^' 3.Addmunal temporary bracing to insure stability during conshuction 2.Design assumes the top and bottom chords to be laterally braced at 'S,✓/w'� 1 M S la the responsibility of the erector.Additional permanent bracing of 2'o.c.and at im o.c.respectively unless braced Throughout their length by 1. �� DATE: 2/9/2017 the overall structure Is the responsibility f the building deal continuous sheathing such as plyvrood sheathing(TC)and/or tlryweil(SC). !;a 1..17 P ty o g gner. 3.27 Impact bddging or lateral bracing required where Mown•• SEQ. : K2 8 3 8 9 5 0 4.No load should be applied to any component until after al bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time Mould any loads greater than 5.Design assumesnon- corrosive trusses are to be used in nonorrosive environment, TRANS I D' LINK design loads be applied to any component. and ere fr'ry condition.otuse. 5.CompuTrus has no control over and assumes no responsibility tor the 8.Design assumes tall bearing at all supports Mown.shim or wedge if EXPIRES: 12/31/2017 fabrication,handling, ry shipment and limitations s/components. 7.DesignsIrassumes adequate ne oth face to truss. February 1 0,201 7 8.This design is furnished subkct to the llmitatlona set forth by 8.Plates Mel be located on both faces oftmss,and placed so their center a TPIIWTCA in SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. 5.Digits indicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by e Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-125) 125 3-5=(-280) 280 3-4=(-1908) 1889 1-6=(-864) 862 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 4-1=( -839) 818 5-6=1-892) 870 WEBS: 2x4 KDDF STAND 4-5=1-1065) 1063 6-2=( -54) 25 LOADING 4-6=( -284) 285 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:l-6 0'- 0.0" -1880/ 1925V -278/ 278H 3.50" 3.08 KDDF ( 625) {- 1 2 LL = 25 PSF Ground Snow (Pg) 1'- 10.3" -1876/ 1931V -278/ 278H 3.50" 3.09 KDDF ( 625) •I f✓!e 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 spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.018" @ 0'- 3.5" Allowed = 0.064" MAX TL DEFL = -0.018" @ 0'- 3.5" Allowed = 0.085" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.001" @ 1'- 6.8" MAX HORIZ. TL DEFL = 0.001" @ 1'- 6.8" ICONS. 3: 150.00 PLF SEISMIC LOAD. i All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. , Note: Attachments as stated above must account -� 6 for the component overturning moment. 1 I I I. M. OG 1-10-04ilammaiess COD; i f f'lOFt6' �, \ �NG11N � /©2 .57 ct 89200PE r- JOB NAME : 60-A POLYGON - SP2 Scale: 0.4022 �' !'- �►_�.' [}tor WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 4/1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an Individual 1f I'-1 C.iL,,�i k✓i Y y� Truss: SP2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,�j .r�T^ 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. �/� ") ,a ,I ( 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally bated at 4../ �s r L}t Is the responsibility of the erector.Additional permanent bracing of 2'0.0.end alfa o.c.respectively unless braced throughout(heir length by J(A/wVO 11.2s- DATE: 2/9/2017 the overall structure Is the responsibility f the building deal continuous sheathing etches plywood required et where s andlor drywelpBG). """777£. p b og tinct. 3.l a Impact bridging or th lateral bredng required where shown++ SEQ.: K2 8 3 8 951 4.No load should be applied to any component until alter all bracingand4.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 M a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are for"dry cora ion"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2017 rt/3 (eT(1.{ fabrication,handling,shipment end installation of components. 7.Design necessssumes adequate drainage is provided. February 10,2017 L/ /C SJ I 8.This design is furnished subject to the limitation set forth by 8.Hetes shall be located on both feces of truss,and placed so their center L TPIIWTCA In SCSI•copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits Indicate alae of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 1 6-4-8 ' dimensions shown in ft-'n=sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury M= Dimensions are in ft-in-sixteenths. Ilqk Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0'116" IT'L4 wide truss spacing,individual lateral braces themselves ❑ fY may require bracing,or alternative Tor I Milrillin ❑ bracing should be considered. 11.111110p 3. Never exceed the design loading shown and never O 0 stack materials on inadequately braced trusses. O A� d design to the building O 4. Provide copies of this trussd g I g For 4 x 2 orientation,locate c7-e ce- C s F designer,erection supervisor,property owner and plates 0- ',d' 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 9 Y CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i, Indicated b symbol shown and/or SYP represents values as published specified. �/ Y Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *IMO reaction section indicates joint 11111 1 .[111 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIN INN .. ,K, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: Mill ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. , BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 S,`.. -- RECEIVED FEB 0 6 2019 CF TIGARD MiTek BUIILDITY�G DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: PL15-261_MAINOW 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: R53038512 thru R53038519 My license renewal date for the state of Oregon is June 30,2019. P R OFFS \� NEER s/0� 87022PE of fiAj, OREGON <t// 'AC, 8 E R ,' �© as A. H - E •I• S: 06/30/• February 2,2018 Hernandez,Marcos 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 ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply POLYGON R53038512 S ' PL15-261_MAINOW F01 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Feb 2 11:58:49 2018 Page 1 ID:ivpMQj6GkNOGM2IMwRLNMEzou9e-vBgzbsWZWeGJgPsXMh?m4ZKY91 mhmJW Wud8ve9zpBAa 1 1-0.0 I X5-1I 1-2-0 i 0-8-4I Scale=1:36.3 3x4 = 4x4= 3x4 = 3x4= 3x4= 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 • •- e N /A\ / ' - / N , Nt •Nn X•\ /• !o> !e; \ n , 1` i'z.'. _ _ Tarr o .e 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4= 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x4= 3x4 = 3x5= 3x5= 4x5 = 3x4 = 1.5x3 SP= 3x5= 13-6-0 1 12-4-0 112-111 1 21-9-12 12-4-0 b-7-0 0-7-0 8-3-12 Plate Offsets(X,Y)- 128:0-1-8,Ed0el,129:0-1-8,Edgel LOADING (psf) SPACING- 1-4-0 CSL DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.39 29-30 >670 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.61 29-30 >429 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.09 24 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight:110 lb FT=0%F,0%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) 24=795/0-4-4,36=795/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1463/0,3-4=-1463/0,4-5=-2603/0,5-6=-2603/0,6-7=-3427/0,7-8=-3427/0, 8-9=-3932/0,9-10=3932/0,10-11=4130/0,11-12=4130/0,12-13=3968/0, 13-14=3968/0,1415=3968/0,15-16=3422/0,16-17=3422/0,17-19=-2605/0, 19-20=2605/0,20-21=1463/0,21-22=-1463/0 BOT CHORD 35-36=0/773,34-35=0/2071,32-34=0/3052,31-32=0/3717,30-31=0/4070,29-30=0/4084, 28-29=0/3968,27-28=0/3721,26-27=0/3048,25-26=0/2072,24-25=0/773 WEBS 13-29=114/284,14-28=-341/0,2-36=1082/0,2-35=0/967,4-35=-850/0,4-34=0/745, 6-34=-630/0,6-32=0/525,8-32=-406/0,8-31=0/301,12-29=454/159,22-24=1082/0, 22-25=0/967,20-25=-852/0,20-26=0/747,17-26=-620/0,17-27=0/523,15-27=-447/0, 15-28=0/585 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 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 0cD PR Q,� be attached to walls at their outer ends or restrained by other means. .` c5' ��'� �NOI N�E.5' SAO 2 � 87022PE v>` cn y ccT OREGON �� 4� OS A. H ERCP EXPIRES: 06/30/2019 February 2,2018 mtame WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a trans 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 Wel( 1!'el( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ft 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 1 Yy Job Truss Truss Type Qty Ply POLYGON R53038513 PL15-261_MAINOW F02 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Feb 2 11:58:49 2018 Page 1 I D:ivpMQj6GkNOGM21MwRLNMEzou9e-vBgzbsWZWeGJgPsXMh?m4ZKWh 1 ojmJpWud8ve9zpBAa 2-6-0 I I 1-9-12 l l - 1-2-0 I I 1-5-0 I Scale=1:25.7 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4 = 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 Ili e o N _ _ 'IN- y ^ o O 8 1d'� 13 12 11 10 9 , 3x4= 3x6= 3x6= 1.5x3 I I 1.5x3 I I 3x4= 13-5-12 I 12-3-12 12-10-121 I 15-1-12 I 12-3-12 10-7-0 0-7-0 1-8-0 Plate Offsets(X,Y)- 16:0-1-8,Eduel,17:0-1-8,Edgel LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.16 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.24 11-12 >743 360 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:68 lb FT=0%F,0%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) 14=551/0-4-4,9=551/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1822/0,3-4=-1822/0,4-5=1793/0,5-6=-1793/0,6-7=-989/0 BOT CHORD 13-14=0/1147,12-13=0/2003,11-12=0/989,10-11=0/989,9-10=0/989 WEBS 6-11=265/0,7-10=0/294,2-14=-1238/0,2-13=0/728,6-12=0/929,7-9=1194/0 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. ��ED PR°fes ��\� ANG`NEER s/O2v 87022PE f N :, -y "cj, OREG N 2Q 41./ 9O SER .\ 44 O ' A. HO; EXPIRES:06/30/2019 February 2,2018 4 _ s WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. jai 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 IY�,ifr ll 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 109 Citrus Heights,CA 95610 1 ,{Y Job Truss Truss Type Qty Ply POLYGON R53038514 j PL15-261_MAINOW F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Feb 2 11:58:50 2018 Page 1 1 D:ivpMQj6GkNOGM21MwRLNMEzou9e-NNOLpCWBHxOAIYRjvPW?dntj5RC5VgTg7HuSAbzpBAZ I 2-3-0 11 1-2-0 110s-41 2-6-0 Scale=1.20.3 1.5x3 I I 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 • a N �- a e v e ,,:4,. e 12 11 10 9 3x4= 1.5x3 I I 3x4= 3x6= 3x4= I 2-6-0 1 3-1-0 1 3-8-03.l918 11-11-12 I 2-6-0 0-7-0 0-7-00-1-8 8-2-4 Plate Offsets(X,Y)— 12:0-1-8,Eddel,110:0-1-8,Edgel LOADING (pst) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0.14 9-10 >999 360 BCLL 0.0 Rep Stress Ina' YES WB 0.25 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC20121TP12007 Matrix-R Weight:54 lb FT=0%F,0%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) 12=435/Mechanical,8=435/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=916/0,3-4=916/0,4-5=1260/0,5-6=1260/0 BOT CHORD 11-12=0/916,10-11=0/916,9-10=0/1126,8-9=0/867 WEBS 3-10=0/386,2-12=-1000/0,6-8=-936/0,6-9=0/423,4-10=-530/0 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. - -s6 PRprFss ��G{NEhR /02ivr— u) 87022F'E N -57 �j, OREGON 2� <v �O AMBER 'N\ �O Os, A. HE?' EXPIRES:06/30/2019 February 2,2018 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I 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 �Yi 11 A-T�k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIO PII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R53038515 PL15-261_MAINOW F04 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Feb 2 11:58:51 2018 Page 1 ID:ivpMQj6GkNOGM21MwRLNMEzou9e-raxj0YXp2FW1wiOvT61 E9_QI?gd_EKgpMxdOjlzpBAY 2-0-12 1 3x4= 5 2 1.5x3 I I Scale=1:8.6 C 4 3 1.5x3 II 354= 2-3-12 I 2-3-12 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Ina' NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 Matrix-P Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins, BOT CHORD 2x4 DF 2400F 2.OE(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=385/Mechanical,3=252/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=-380/0 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. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)517 lb down at 0-10-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)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:3-4=-5,1-2=-50 Concentrated Loads(Ib) Vert:5=-517(F) - P R 0pe �G�NBFR 87022PE mac' N tN cl‘'oj, OREG N tiq kid FABER OS A- HER�P EXPIRES: 06/30/2019 February 2,2018 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03Y1015 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 tYl 11.AiTTk°- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the !a-i Il 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 R53038516 PL15-261_MAINOW F05 FLOOR GIRDER 1 1 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Feb 2 11:58:52 2018 Page 1 C - '1 -21:1,3 I D:ivpMQj6GkNOGM21MwRLNMEzou9e-JmV6EuYRpZeuXsb61 gYTiCy5TEmzeWzabNZFTzpBAX 1 1-(1-° I 6 11 1-2f Scale=1:36.4 3x4= 3x4 II 4x4= 3x5= 3x4 = 3x4= 4x4= 3x4 = 3x4 = 3x6 FP= 3x4 = 3x5= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 e 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 4x6= 3x10 MT2OHS FP= 3x4 = 4x4= 3x5= 3x5 = 3x5= 3x5 = 3x6 = 3x6 = 3x6 = 3x5= I 21-9-12 I 21-9-12 Plate Offsets(X,Y)- (1:Edge,0-1-81,130:0-1-8,Edael,F31:0-1-8,Edgel LOADING (psi) SPACING- 1-0-0 CSL I DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) -0.35 29- >731 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(TL) -0.56 29-30 >465 360 MT2OHS 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 2400F 2.0E(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) 36=924/0-5-8,24=714/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1810/0,3-4=-1810/0,4-5=-3229/0,5-6=-3229/0,6-7=4312/0,7-8=-4312/0, 8-9=-4426/0,9-10=4426/0,10-11=4426/0,11-12=4298/0,12-13=4298/0, 13-14=3923/0,14-15=3923/0,15-16=3310/0,16-17=3310/0,17-19=-2460/0, 19-20=2460/0,20-21=1373/0,21-22=1373/0 BOT CHORD 35-36=0/963,34-35=0/2594,32-34=0/3804,31-32=0/4407,30-31=0/4426,29-30=0/4397, 28-29=0/4139,27-28=0/3645,26-27=0/2913,25-26=0/1945,24-25=0/739 WEBS 10-30=302/24,2-36=1313/0,2-35=0/1186,4-35=1098/0,4-34=0/889,6-34=-804/0, 6-32=0/711,7-32=-396/0,8-31=-264/144,22-24=-1007/0,22-25=0/888,20-25=-801/0, 20-26=0/722,17-26=-635/0,17-27=0/556,15-27=-469/0,15-28=0/390,13-28=-315/0, 13-29=0/302,11-29=314/0,11-30=46/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 1.5x3 MT20 unless otherwise indicated. ��0 PR n 4)Required 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 \�'� . N it? cSi be attached to walls at their outer ends or restrained by other means. N F 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)112 lb down at 3-7-0,and 380 �C? ?i. lb down at 6-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. Q 870 2 P E r-- 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 (I) CV Uniform Loads(plf) Cn *' Vert:24-36=-5,1-23=50 y �/, OREGON q,2k/ Concentrated Loads(lb) ?� $ '1, BER 1\` ``1 Vert:4=-92(B)7=-360(B) O P A. HER EXPIRES:06/30/2019 February 2,2018 ' : �r,�,„y„ '.z. •.,<.r... .. �.•:o.:•'�" ..._,..,r. ,ry.,e..,,.._ ,.,.� r _..... ..r��t�2,,.rrY, .c�rm:4�„�'�"a,`\`\�_ d•xM:,!. 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 Mi Tek®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' 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 109 Citrus Heights.CA 95610 i Job Truss Truss Type Qty Ply POLYGON R53038517 PL15-261_MAINOW F06 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Feb 2 11:58:52 2018 Page 1 ID:ivpMQj6GkNOGM21MwRLNMEzou9e-JmV6EuYRpZeuXsb61 gYTiCy6DEyDznwzabNZFTzpBAX 2-0-12 1 3x4= 5 2 1.5x3 I I Scale=1:8.6 • 0 4 3 1.5x3 II 3x4= I 2-3-12 I 2-3-12 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.24 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-P Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins, BOT CHORD 2x4 DF 2400E 2.0E(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=92/Mechanical,3=117/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. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)89 lb down at 1-5-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)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:3-4=-5,1-2=50 Concentrated Loads(Ib) Vert:5=89(F) \:ko P R OFFSS ,��c,� ANG)N EF /� , 87022PE vr' N <<‘Aj, OREG N (15) <14 BER 'N\ \-\O A. NES EXPIRES: 06/30/2019 February 2,2018 1.18111.111 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 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 /Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII 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 R53038518 h PL15-261_MAINOW F07 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Feb 2 11:58:53 2018 Page 1 I D:ivpMQj6GkNOG M21MwRLNMEzou9e-ny3U REZ4asm190AI bX3i F P VJhelji Ei6pF66nwzpBAW I 1-8-8 I 1-6-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.6 111 ill II Pgli I elk 11. -' 5 M 3x4 = 3x4 = I 3-5-8 I LOADING (pst) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-P Weight:17 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-8 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=122/0-4-8,5=122/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. rt,; P R O,�FSGINh9 rS/O2022PE 9r 1' 7 N N �Aj, OREGON ti� �N 'AO FM BER �,' �O �`s A. HO; ' EXPIRES: 06/30/2019 February 2,2018 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with MTek&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall T 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 ®sw K 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. 2Suitetrus 109Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R53038519 PL15-261_MAINOW F10 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Feb 2 11:58:55 2018 Page 1 I D:ivpMQj6GkNOGM21MwRLNMEzou9e-kLBEswaK6UoTOKKgiy6AKgagjS_YA6zPHZbDsozpBAU 1-0-0 I o- 19.. 1=2-0 0-7-0I Scale=1:36.0 4x4= 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 3x6 FP= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 '.-. w .:72 .1.............:7 ,www www ` —/41'WA kli r.•Ali A I - �Y �Y -Y�iI�a�Y � � 1,2 �� ►�i!i!i! !i!1►i!iA.►► i!��"!� �%i��! !i!i!i !i!��►��O�i� �i! .�i!i!i!b►� : 36 5 34 33 32 31 30 29 2; 27 26 25 24 3x6= 3x5 = 3x6 FP= 3x5 = 3x5 = 3x5 = 4x4 = 3x5= 3x5= 3x5= 3x6 = 3x5 = I 21-9-12 21-9-12 Plate Offsets(X,Y)— 11:Edge,0-1-81,128:0-1-8,Edgel,f29:0-1-8,Edue1 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.03 Vert(LL) 0.00 25 "" 48a MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(TL) -0.00 24-25 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:112 lb FT=0%F,0%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 6-0-0 oc bracing, Except: 10-0-0 oc bracing:35-36,34-35,25-26. REACTIONS. All bearings 21-9-12. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)30 except 36=-142(LC 6),29=179(LC 7),28=-182(LC 6), 24=-143(LC 7) Max Gray All reactions 250 lb or less at joint(s)36,29,28,35,34,32,31,30,24,24,25,26 except 27=357(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 10-31=253/236,10-30=-252/237,12-30=-286/281,20-25=-250/213,20-26=251/213, 16-27=-290/0,15-27=-297/286 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)30 except(jt=lb) 36=142,29=179,28=182,24=143. 6)This truss has been designed for a total drag load of 150 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag a D P R OFp loads along bottom chord from 0-0-0 to 21-9-12 for 150.0 plf. \�' ��{NE� :o 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Co Strongbacks to be attached to walls at their outer ends or restrained by other means. C? "0" 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)219 lb down at 15-3-8,and 59 8- 0 2— P E 9f lb down at 18-2-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 9)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 N 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 C� ^/ Uniform Vert:Loads(plf)24-36=-7,1-23=-67 9:. "-I Ofl . IN c�q`Q4U Concentrated Loads(Ib) �O BER Q'` Vert:20=59(B)16=-219(B) S A. He EXPIRES: 06/30/2019 February 2,2018 � g -- 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 MTek6 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 fYlR iiT " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the t(rkR 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 . Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Centerplate on joint unless x, r 6-4-8 r `irnshown in ft-in-sixteenths Failure to Follow Could Cause Property ons cns six 1-1 4 y (Drawings not to scale) Damage or Personal Injury offsets are indicated. I I V 9 1 ry NUMMI Dimensions are in ft-in-sixteenths. irelik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or x-bracin diagonal TOP CHORDS g,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-116 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I IIIIIIIMIE 1 p bracing should be considered. . �„ O c(1' 3. Never exceed the design loading shown and never d U stack materials on inadequately braced trusses. o ®� p 4. Provide copies of this truss design to the building c7-s c6-7 C5-6 ~ property designer,erection supervisor, owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0- lid'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4/� x 4 width measured perpendicular ESR-1311, ESR-1352, 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 , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. i=10 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only., 18.Use of green or treated lumber may pose unacceptable 1.—_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI ANSI/TP11: 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. Mifek 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 Sheet:MII-7473 rev. 10/03/2015 kPL15-261 I V -64 Roseburg J2 MA a: i-t=:fftoss .e ai' loft CS Beam41235 FEB 06 2019 kmBeamEngine 4.125.1 Materials Database 1518 CITY OF TIGARD Member Data BUILDING DIVISION Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 . t ,- 4' Z 00 V- / 7 / 11 0 0 11 0 0 7 I2 ®/ 220 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# — 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1121# — 3 22' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(189p1f) 78#(49p1f) 2 863#(539p1f) 259#(162p1f) 3 302#(189p1f) 78#(49p1f) Design spans 10' 9.375" 10' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 863.# 2820.# 30% 4.53' Odd Spans D+L Negative Moment 1209.# 2820.# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reactionn 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" L/999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respec ive owners KAMI L HENDERSON ' EWP MANAGER Copyright(C)2015 by Simpson Strong-Tie Company Inc ALL RIM-ITS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,fioorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 503-858-9663