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O �� ? c�-- blam IM MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 • Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-398_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: R45996168 thru R45996176 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. ���ED P R OFFSS ,NGI N c9 /Q 2 87022PE { N y SAT OREGON q,Q <v� 9c, ER OS A. HVi� EX' ' :06/30/ November 30,2015 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 R45996188 PL15-398_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Week Industries,Inc.Fri Nov 27 10:55:55 2015 Page 1 ID:zs2ygYHMYlt1 Z1p9y12t1yAg??-C21otXC6_hwKV1DU3AVpf6uLN?I8tNi18mFYHYyEzr2 1 1-8-12 11 1-4-10 1 2-0-0 1 1 1-2-0 II 1-1-10 1 1 1- 1 1-3-0 1 Scale=1:37.2 3x5= 1.5x3 I I 4x8 = 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 FP= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1,ce, o \/ 24 23 22 21 20 19 18 17 16 15 4x5= 3x6= 3x6 FP= 3x5= 1.5x3 I I 1.5x3 I I 3x6= 3x8= 3x4= 3x8= 110.6 1 1-11-12 1 11-10.6 12-5-6 I 19-8-8 21-4-0 1-11-12 9-10-10 0.7-0 11-7-0 5b2 2-9-8 Plate Offsets(X,Y)— f2:0-3-0,Edge),F7:0-1-8,Edgel,[8:0-1-8,Edge),(24:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.10 19-20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.15 19-20 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:100 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 2400E 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=-394/Mechanical,24=784/Mechanical,23=1695/0-7-0,16=1348/0-5-8 Max Uplift 15=480(LC 6),24=-844(LC 6) Max Gray 23=1697(LC 3),16=1349(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1551,3-4=-444/0,4-5=444/0,5-6=-1444/0,6-7=-1444/0,7-8=1245/0, 8-9=-761/0,9-10=761/0,10-11=-761/0,11-12=0/1306,12-13=0/1302 BOT CHORD 23-24=1551/0,22-23=-598/0,21-22=-598/0,20-21=0/1094,19-20=0/1245, 18-19=0/1245,17-18=0/1245,15-16=-624/0 WEBS 2-23=-1010/0,2-24=0/1766,7-20=101/330,5-20=0/393,5-21=-728/0,3-21=0/1165, 3-23=1168/0,11-16=1367/0,11-17=0/942,8-17=-673/0,13-15=0/796,13-16=-921/0 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. 4)CAUTION,Do not erect truss backwards. .\cG1 0 P R°Fe. s. mac.. �cNGINEFR X029 ct 87022PE < �c:C:R G4. 1A14.\/ 9O �'148ER �� OS A. HE � P EXPIRES:06/30/2017 November 30,2015 i I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111111", Design valid for use only with Mack®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent bucking of 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/TPI1 Quail,/Criteria,DSI-89 and BCSI Building Component Suite 109 Safety Informailon 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 R45996169 PLI5-398 UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:57 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-8RtYIDEM WJA2kLNsBaXHkXzecpMrLNVbc4keMRyEzrO 1 1-0-0 1 1 1-1-70 ii 1-2-0 1 p7-21 I 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 • _ e e e - e_ -4 a_ e_ e- a_ - a a_ ‘-'1: . "\S /\ -/ N / N. 1,4 30 29 28 27 26 25 24 23 22 21 g 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4= 14-2-2 I 13-0-2 13-7-21I I 19-11-4 I 13-0-2 0-7-0 11-7-0 5-9-2 Plate Offsets(X,Y)- 114:0-1-8,Edge],(24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:99 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) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1588/0,3-4=-1588/0,4-5=-2786/0,5-6=-2786/0,6-7=3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=4042/0,10-11=4122/0,11-12=-4122/0,12-13=3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=367/0,12-24=-662/7,18-20=-1271/0,18-21=0/1096,16-21=-919/0, 16-22=0/716,15-22=-31/252,14-22=1052/0 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. <c- ,i,,,ED P R 0F4c. ��(. �NGINEFR /Iv* 87022PE 1- M - 0Aj , OREGO $o VN 1 4MBER 1\ �O �`S A. HE?` NP EXPIRES:06/30/2017 November 30,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/F7473 rev.10/032015 BEFORE USE Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 quality Criteria,051-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996170 PL15-398_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:58 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-cdRxWZF_GcIvMVy2112WH1 Wp2Dne4k9lgkTCutyEzr? 1 1-s0 1 1-3-4 1 1 1-1-10 1 1-0-0 1 11-2-0 1 ilacei Scale=1:38.1 3x4= 4x8= 3x4 II 4x4= 3x5= 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 ;N:;; 0 11 12 13 14 15 16 17 18 19 20 21 22 El - .0 i a • a 29 28 27 26 25 24 23 4x5= 3x8= 4x6=3x6 FP=4x5= 3x5= 3x5= 3x4= 3x5= 3x5= 3x5= 3x4= 14-0-14 3-0-4 12-10-14 1 1� I 22-4-12 I 3-0-4 1 9.10-10 7-0 7-0 8-3-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel,127:0-1-8,Edgel,(35:Edqe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.16 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.25 27 >941 360 BCLL 0.0 Rep Stress Ina YES WB 0.91 Horz(TL) 0.02 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0 hE 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, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=693/Mechanical,34=2158/0-7-0,35=-893/0-2-4 Max Uplift35=-984(LC 4) Max Gray 23=693(LC 4),34=2158(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2846,3-4=0/2846,4-5=0/872,5-6=0/872,6-7=574/0,7-8=574/0,8-9=-1631/0, 9-10=-1631/0,10-11=2296/0,11-12=-2296/0,12-13=-2565/0,13-14=-2565/0, 14-15=2528/0,15-16=2528/0,16-17=2528/0,17-18=2064/0,18-19=2064/0, 19-20=1227/0,20-21=-1227/0 BOT CHORD 34-35=1498/0,33-34=1735/0,30-31=0/1148,29-30=0/2013,28-29=0/2565, 27-28=0/2565,26-27=0/2603,25-26=0/2342,24-25=0/1690,23-24=0/663 WEBS 2-35=0/1800,2-34=1780/0,12-29=-548/0,10-29=0/396,10-30=-537/0,8-30=0/677, 8-31=-804/0,6-31=0/946,6-33=1070/0,4-33=0/1208,4-34=1446/0,21-23=-928/0, 21-24=0/790,19-24=-649/0,19-25=0/523,17-25=-389/0,17-26=0/261,1427=266/229 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. . _k) P R°Fe 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. �< Gj N� 12 5)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 �� �N FR �2 be attached to walls at their outer ends or restrained by other means. 4 -y 6)CAUTION,Do not erect truss backwards. 87022 P E / U' ' r"NNr --$7 �A), OREGO cyQ'Q4/ 1,o �sER \1 OS, A- HO; EXPIRES:06/30/2017 November 30,2015 a e l imi ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. Design valid for use onlywith Wick®connectors.This design is based only upon parameters shown,and is for an individual bolding component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Guile 109 Safely 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 R45996171 PL15-398 UPPER IF04 FLOOR 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:59 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-4g_JjvGdlwQmzfXFI?Zlpy3?Cc7vpDxu3ODIQJyEzr 1 1-3-0 I 1-5-0 1 1 1-5-6 1 2-0-0 I 1 1-2-0 II -I Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6 FP= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 6 9 10 11 12 13 14 o 1 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10= 3x6= 1.5x3 II 3x4= 3x6= 3x4= 2-11-0 I 21-3-0 2-11-0 18-4-0 Plate Offsets(X,Y)— 18:0-1-8,Edgel,(17:0-1-S,Edge],123:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 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, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=251/0,6-7=1993/0,7-8=-1993/0, 8-9=-2337/0,9-10=2337/0,10-11=1912/0,11-12=1912/0,12-13=1912/0 BOT CHORD 22-23=1154/0,21-22=1215/0,20-21=-1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=1729/0,8-19=553/0,6-19=0/810,6-20=-1172/0,4-20=0/1608, 4-22=-1567/0,13-15=-1276/0,13-16=0/866,10-16=427/0,10-17=159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 0`:° cf NE . sit? 7 �� 870 2PE /9� - �'O), OREGON rt:'',.,,41/9O 4/ "4 \1 �s A. He?, \-4. EXPIRES:06/30/2017 November 30,2015 4 I limmas ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M/1-7473E. 7473 rev.10/03/2015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design gn into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi ET ek. 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/T811 Qualify CrIeria,DSI-89 and ICSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. SuiteCitrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996172 PL15-398_UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:58:01 2015 Page 1 ID:zs2ygYH MYItI_Z1 p9y12t1 yAg??-0C638bHtZXgTDygdQQbDuNBHVQikKAIB WiisUCyEzgy 1 1-0.0 1 0s4j1s 1�-P-7-911 1-2-0 11-2-0 II 1-240 11-2-0 I Scale=736.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 p10 11 12 13 14 15 16 17 18 19 20 21 22 l'cl, N _/„"..1 �ae��0\ y � " e e _ 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6 = 3x6=3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6= 3x4= 1.5x4 SP= 15-6-14 I 14-4-14 11-11-16 I 21-4-0 I -4 1414 0-7-0 7-0 59-2 Plate Offsets(X,Y)- (17:0-1-8,Edge),f27:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl IA PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:107 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) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1712/0,34=1712/0,4-5=3036/0,5-6=-3036/0,6-7=3981/0,7-8=3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=-4727/0,11-12=4727/0,12-13=4554/0, 13-14=-4554/0,14-15=4554/0,15-16=3935/0,16-17=-3935/0,17-18=3339/0, 18-19=-3339/0,19-20=-1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=460/0,8-30=0/334,12-28=-255/55,15-28=0/498, 15-27=885/0,21-23=1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 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)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 ���(} P R QF-es attached to walls at their outer ends or restrained by other means. �\Ca �NGI NEER w 2 4� 87022PE �f u' 77 Ikt>, OREG•N c .OWN �O �M$ER \1 EXPIRES:06/30/2017 November 30,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekr connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the buiding 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 stablity 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/7911 Quaity Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available horn Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95810 Job Truss Truss Type Qty Ply POLYGON R45996173 PL15-398 UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:02 2015 Page 1 ID:zs2ygYHMYlt1_Z1 p9y12t1 yAg??-UPgRLxIVKr0Kg6Fq_87SRbhVvg7KOYoKIMRPOeyEzgx 1 1-6-0 1 1-3-4 1 1 1-1-10 1 1-0-0 1 1 1-2-0 110-11-2 1 Scale=1:38.5 3x4 = 4x8= 3x4 II 4x5= 4x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 • _ e 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8= 3x6 FP= 4x5= 3x5= 3x5 = 3x4= 3x5= 3x5= 3x5= 3x4= 4x6 = 14-0-t4 1 3-0-4 I 12-10-14 1 5-11 1 22-7-8 I 3-0-4 9-10-10 7-0 8-0-10 0-7-0 Plate Offsets(X,Y)- Fl2:0-1-8,Edgel,127:0-1-8,Edge),135:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.17 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.26 26-27 >899 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.03 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:113 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 2400E 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=701/0-2-12,34=2195/0-7-0,35=917/0-2-4 Max Uplift35=1009(LC 4) Max Gray 23=702(LC 4),34=2195(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2915,3-4=0/2915,4-5=0/915,5-6=0/915,6-7=-555/0,7-8=555/0,8-9=1636/0, 9-10=-1636/0,10-11=2324/0,11-12=-2324/0,12-13=-2618/0,13-14=-2618/0, 14-15=2578/0,15-16=2578/0,16-17=2578/0,17-18=2096/0,18-19=2096/0, 19-20=1244/0,20-21=-1244/0 BOT CHORD 34-35=1534/0,33-34=1790/0,30-31=0/1141,29-30=0/2031,28-29=0/2618, 27-28=0/2618,26-27=0/2665,25-26=0/2384,24-25=0/1715,23-24=0/671 WEBS 2-35=0/1844,2-04=1820/0,12-29=-579/0,10-29=0/411,10-30=-553/0,8-30=0/694, 8-31=-821/0,6-31=0/963,6-33=1086/0,4-33=0/1225,434=1464/0,21-23=-940/0, 21-24=0/801,19-24=661/0,19-25=0/534,17-25=402/0,17-26=0/273,1427=268/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)23,35. �t0 PR Oreo 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement Gj NE 9.o at the bearings.Building designer must provide for uplift reactions indicated. F p2 5)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 � 9 be attached to walls at their outer ends or restrained by other means. 4 .. 870 2 P E c 6)CAUTION,Do not erect truss backwards. yN >� �A>, OREG N ep QCU� 'A0, AMBER 1\ �s A. He'i EXPIRES:06/30/2017 November 30,2015 4 I ma- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MN-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building cmponent,not » a truss system.Before use,the building designer must verify the applicablfiy of design parameters and properly incorporate this designointo the overall e� 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/TPll Quality Criteria,DSB-89 and SCSI Building Component Safety Informaiton 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 R45996174 PL15-398 UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:04 2015 Page 1 ID:zs2ygYHMYltJ_Z1 p9y12t1 yAg??-RnoCmcJIsS224QPC5Z9wW0mgUdkyUYzdDfwW5XyEzgv 10-10-0 I 9-5-11 1-2-0 111-7-10110-9-0 10-9-0 110-9-0 10-9-0 110-9-0 10-9-0_1 Scale=1:34.3 3x4= 4x4= 4x4= 3x4= 3x4 = 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 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 24 25 • • o o a i•i o a e e - e e a e e 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 18-9-141a I 20-2-0 I 13-2-14 7-0 7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edge),118:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012fFP12007 (Matrix) Weight:108 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 Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0 -4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=1379/0,4-5=2483/0,5-6=-2483/0,6-7=-3317/0,7-8=-3317/0, 8-9=3881/0,9-10=-3881/0,10-11=-4177/0,11-12=4177/0,12-13=4200/0, 13-14=4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=3617/0, 18-19=3075/0,19-20=3075/0,20-21=2299/0,21-22=2299/0,22-23=1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,4-39=897/0,4-38=0/796, 6-38=-690/0,637=0/590,8-37=483/0,8-35=0/383,10-35=-277/0,24-26=1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,14-32=-268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��`�� P R OFFS 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �'< G)NE t$'j 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 �\ �N FR 02 be attached to walls at their outer ends or restrained by other means. GV -57 "t 870 2PE f y �%,, OREG N ti, 11/ APOn�M8E10\ \� S A. HE .V. EXPIRES:06/30/2017 November 30,2015 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. a Design valid for use only with MTek®connectors.This design is based onlyupon parameters shown,and is for an individual buildingcomponent,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate the design into the overall building design.Bracing indicated B to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-B9 and ICSI Building Component 77771119 Safety InformatIon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. teCitrusHeights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996175 PL15-398_UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Ed Nov 27 10:56:05 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-v_MayKNdmAvia_PfGg93DJ2719nCzgmRJg4dzyEzqu 1 1-6-0 1 1-34 1 I 14-10 1 2-0-0 1 1 1-2-0 11 1-1-10 1 1 1-3-11 11-3-0 I Scale=1:39.1 1.5x3 II 1.5x3 II 3x5= 3x6= 1.5x3 I I 1.5x3 II 3x6 FP= 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 _ daa`\ s s a //` 1 0 N I. 25 24 23 22 21 20 19 18 17 16 3x6= 3x6 FP= 3x8= 3x5 = 1.5x3 II 1.5x3 I I 3x6= 3x8= 14-0-14 I 3-0-4 I 12-10-14 195-11 1 19-7-0 I 22+11 I 3-0-4 9-10-10 11-7-0 5-6-2 2-9-11 0-7-0 Plate Offsets(X,Y)— 18:0-1-8,Edge1,19:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.09 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.14 20-21 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.01 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:105 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 Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=471/0-3-12,24=1523/0-7-0,25=504/04-4,17=1310/0-5-8 Max Uplift 16=458(LC 6),25=-596(LC 6) Max Gray 24=1524(LC 3),17=1312(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1761,3-4=0/1762,4-5=-298/0,5-6=-298/0,6-7=-1358/0,7-8=-1358/0, 8-9=-1201/0,9-10=749/0,10-11=-749/0,11-12=-749/0,12-13=0/1257,13-14=0/1254 BOT CHORD 24-25=-917/0,23-24=779/0,22-23=-779/0,21-22=0/979,20-21=0/1201,19-20=0/1201, 18-19=0/1201,16-17=-597/0 WEBS 2-25=0/1103,2-24=1148/0,8-21=122/284,6-21=0/426,6-22=-764/0,4-22=0/1198, 12-17=1333/0,12-18=0/910,4-24=1200/0,9-18=-634/0,1416=0/762,1417=892/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 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)CAUTION,Do not erect truss backwards. P <<-" P.„0 (NEFROk-4. . ,mac ,,NG � �� Q 87022PE 91-- / N �Aj, OREGO cp �� OS a. He'ik EXPIRES:06/30/2017 November 30,2015 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not e a truss system.Before use,the building designer must verify the apptcabilty of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT ek' 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 Quality Criteria,D36$9 and 6CS1 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 TypeQty Ply POLYGON R45996176 PL15-398_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:07 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-rMTKPeMe9NQdxt8nmhid8eOLYrtYguc3vd9AiryEzgs ID-10 o 1 1.0.8±1.11 1-2-0 1?-7-1°1 I o-941 10-9-0 I ID-9-o I(1-9-°I I a940 ID.94)I Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 \:)0< 1 22 23 24 25 e _, e • • e e • eee - e < A• e\ / \ O N 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6 FP=3x5 = 3x5= 3x5= 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 112i 1 20-4-13 I 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge),118:0-1-8,Edge) LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 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 2400E 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) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=1397/0,4-5=2518/0,5-6=2518/0,6-7=-3371/0,7.8=3371/0, 8-9=-3953/0,9-10=3953/0,10-11=4267/0,11-12=4267/0,12-13=4306/0, 13-14=4306/0,14-15=4116/0,15-16=4116/0,16-17=4116/0,17-18=3686/0, 18-19=3121/0,19-20=-3121/0,20-21=2331/0,21-22=-2331/0,22-23=-1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,439=910/0,4_38=0/810, 6-38=-704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35=291/0,16-32=-281/0, 17-32=0/823,24-26=1086/0,24-27=0/990,22-27=-904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �Q,- PR OFFS 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 ��Ca (.-0,\GI NE -R /O29r be attached to walls at their outer ends or restrained by other means. 870 2PE N N 7 c OREG N �o OY 9�, 418ER �1 OSA HE' P EXPIRES:06/30/2017 November 30,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. 1r Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verity 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 properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,051.89 and 6CSI building Component Suite 109 Safely 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 1 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3j" Center plate on joint unless x,yp Y 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury MM. Dimensions are in ft-in-sixteenths. 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 SCSI. O-1/16" 2115 .M1111111111M3I. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Q ILIIIPliel pbracing should be considered. �_� O 3. Neverkexceedatthe designdloading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�-a cs csb designer,erection supervisor,property owner and plates 0 'nd' 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/7P11. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8: Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESRI988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ff.spacing, or less,If no ceiling is installed,unless otherwise noted. BEARING established by others. ..". 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates•joint mit ® 17.Install and load verticallyunless indicated otherwise. number where bearings occur. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(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, MiTek620.Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSI/TPI 1 QualityCriteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 11111 MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-A REVISED 1 1-25-15 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: K1560775 thru K1560790 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 4..-'C'‘ �� D PR px�s� �so ,NGI NEk-� fo 44, 17 ct 8982PE r 4Y, OREGON �'. 1;;:i.„ ' X44 �. 'AUL 'a /E-X ?13112416 '---"'' November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. 00N. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.7ft, 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), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lUPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-07-02 7-06-14 'f T i' 12 IIM-4x4 12 10.90 F77 3 N10.90 isp 0411411111111111111111111161,k in I 0 M-3x4 M-3x4 0O PROpC Ury y1-00l 15-02 y1-001 � ZJGINE R /04.9.. 4 89782PE 1 JOB NAME : 3413-A REV. POLYGON NW - Al Scale: 0.3909 .=._.f --ow,• - IMF WARNINGS: GENERAL NOTES, Wen otherwise noted C/' �40 I.Budder end erection contractor Ovoid be advised of el General Notes 1.This design Is based only upon the perimeters shown and is for an individual 1. _OREGON O r�.. Truss: A l and Wemings before cenetrudbn commences. building component.Applicability of design parameters and proper -F' 2.2o4 ampreselon web bracing mint be Modelled where shown a. Incorporotbn of component Is the responsibility of the building designer. R Y ki 3.Additional temporary bracing to insure stability during construction 2.Design end sf 10 ms top and bottom chords to be latently breutl at -4 by Is the responsibility of the erector.Additional permanent bracing of 2 ntinaue sheaat ing suchesa plywood t ctively unless broad ething(TC)throughout drywall BC). �/1 1 `"�V DATE: 11/30/2015 the moral drucfure is the responsibility of the bolding designer. s.a impact bridging or lateral bracing required where shovel.. A U 4.No bad should be applied to any component until ager ail bracing and 4.Installation of truss is the responsibility of the respedNe contractor. SEQ. : K1560775 fedone.are compete and at ne firma sheutd any bade greater Bran 5.Design assumes truces ere to be used in a non-corrosive environment. design loads be tippled to any component. and Sr.for'dry condition-of a... TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility forth. 8.Desipn assumes Ml bearing al al supports Mows.Shim or sedge If EXPIRES: 12/31/2016 fabrication,handling.shipment end Installation of components. 7.Desigassumes adequate drainage iprovided. November 30,2015 8.This design h furnished subject to the Imitations set forth by 8.PMies shed be bated on both faces of truss,and planed w their anter TPIMICA In SCSI.copies of winch 511 be furnished upon request. Ines coincide with folnt anter lines. S.Diggs indicate site of piste In Inchee. MITek USA,Inc./CompuTNS Software 7.6.6(1L)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 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 3=(-724) 317 1- 8=(-921) 531 3- 9=(-912) 423 2x6 ROOF #18BTR T1 SPACED 24.0" O.C. BC: 2x9 KDDF #15BTA 2- 9=( 0) 0 8- 9=(-387) 534 9- 9=(-284) 490 3- 4=(-545) 308 9- 6=(-185) 948 9- 5=(-164) 138 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-566) 370 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-716) 355 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 29"OC SON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -750/ 622V -126/ 134H 153.50" 1.00 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 9.5" 0/ 318V 0/ OH 153.50" 0.51 KDDF ( 625) 27'- 6,0" -269/ 778V 0/ OH 5.50" 1.24 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (lion). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.015" @ 19'- 11.0" Allowed = 0.712" Unbalanced live loads have been GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.020" @ 19'- 11.0" Allowed= 0.950" considered for this design. SPECIFICATIONS. MAX LL DEFL = -0.002" @ 28'- 6.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ 28'- 6.0" Allowed= 0.133" 1-00 27-06 1' fMAX HORIZ. LL DEFL = -0.007" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.009" @ 27'- 0.5" 14-09 2-06-05 3-07-11 3-08-09 3-10-07 '1 T T '1 1' 12 10.90 /11111111110, -M-4X9+ 1; 12 Design conforms to main windforce-resisting N10.90 system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, ,,:r-4x6 M-1.5x3 Ail O& o o M-3A 9 0.25" M-3x4 o Yry 1'�[^� M-3x4+ M-5x12(S) 4 G r R OFts y 19-11 y 7-07 y �� NGIINR , 1-00 27-06 1-00 89782 C7Gf-E i. �r '11." JOB NAME : 3413-A REV. POLYGON NW - B1iiir • Scale: 0.1890 OREGON WARNINGS: GENERAL NOTES, unless otherwise noted �f. -,,,,OREGON�5 " Truss: B 1 Bu/der and erection contractor st ouW be adv aetl of ell General Notes This design is based only upon the design aro shown and foren individual 9,Q/r/V,xifiy °\ , and Warnings before construction commences. building component.Applicability of design parameters end proper 2.254 compression web bredng must be Installed where shown a. Incorporation of component lame responsibility of the building designer. St 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda m he teleran),braced at a..,.4 T eV is the responsibility of the eredor.Additional permanent tracing ofex.and et 70 c.c.respectively braced throughout their length by PA DATE: 11/30/2015 the overall structure is the responsibility of the balding designer. continuous ahesththg such as plywood itp(TC)end/or drywaA(BC). 3.24 Impact bridging or lateral bradng required where shown++ SEQ.: K 15 6 0 7 7 6 4.No mad should be appllad to any component until after ail bracing and 4.Installation of tons Is the responsibility of gra respective contractor. fasteners are complete and at no time should any bads greater than S.Design assumes trusses are to be used In.non-onotwe environment, yV('� p TRANS ID: LINK design bads be applied to any component. and are for"dry condition'of use. EXPIRES: 12/31/2016 S.CompuTrus has no control over and assumes no responsibility for the S.Design assumes MI bearing al ell supports shown.Shim or wedge If fabrication,handling,shipment end installation of components. necessary. November 30,201 5 6.This design is NrnitMO subject to the limitations tel forth by T.Design assumes edequale drainage is provided. 8.Plates shall be looted on both faces of truss,and placed so their center TRIANfCA In SCSI,copies of which will be furnished upon request. Anes oindde with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompUTrus Software 7.6.6(1 L)-Z 10.For bele connector plate design values see EN44311,E812-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 27-06-00 GIRDER SUPPORTING 40-02-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13563) 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 BC: 2x8 KDDF #1&BTR 2- 3=( -9054) 2199 6- 7=(-2136) 9795 2- 7=(-4539) 1203 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -9059) 2199 7- 8=(-2136) 9795 7- 3=(-2819) 11598 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-13563) 3066 8- 5=(-2136) 9789 7- 9=(-4539) 1203 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 27'- 6.0" V 8- 4=(-1272) 6129 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 477.1)+DL( 344.4)= 821.5 PLF 0'- 0.0" TO 27'- 6.0" V BC LATERAL SUPPORT <= 12"OC. DON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -2759/ 12176V -319/ 314N 5.50" 19.48 KDDF ( 625) III ( 3 ) complete trusses required. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.48 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN nails staggered at: /""' 9" oc in 2 row(s) throughout 2x6 top chords, 4" oc in 2 row(s) throughout 2x8 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL C0.091" @ S: L L2.0"/24 Allowed 1.329" MAX TL CREEP DEFL = -0.184" @ 20'- 2.0" Allowed = 1.772" 13-09 13-09 MAX HORIZ. LL DEFL= 0.032" @ 27'- 0.5" fT ' MAX HORIZ. TL DEFL = 0.053" @ 27'- 0.5" 7-05-12 6-03-04 6-03-04 7-05-12 12 12 Design conforms to main windforce-resisting M-9X10 system and components and cladding criteria. 10.90 N10.90 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 .f-,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, M-3x8 Truss designed for wind loads in the plane of the truss only. M-3x8 M-5x16 M-5x16 o ItEMMEMMMERNEMMEMEMMIMMAMMOMMEMMLMAMMEMMEMEMEa o 0 1 6 1 M-4x10 =M-10x10 M-9x10 M-7x8(5) } 7 04 y 6-os y y 6 05 y 12-00 7 04 y `�4' �G N E �S�'/�_, l 15-06l y 27-06 :97$2pE 1r- JOB NAME : 3413-A REV. POLYGON NW - B2 „dr '0" Scale: 0.1866 . , WARNINGS: GENERAL NOTES, unless othevae noted .,,�1 1.Builder and erection contractor Mould be advised of all General Note. 1.This design b broad only upon the parameters shown and Is for an Intivbuel 7 OREGON(`( . g,„,„Truss: B2 end Warnings More construction commence. bad building component.Appllty of design parameters and proper [}a` • 2.2a4 compression womb bntlng moil be Installed when.shown.. Incorporation of component Is the responeMllty of IM building designer. "�J q �,.: CJ !'C 3.Additional temporary bracing to Insure stability during construction 2 Design assume.the top end bottom chords to M letarelty bread tl le the responsibility of IM ceder.Additional M burying en 7 on.and at 1 a o.e.respectively unless bread throughout their length by M permana continuous eheaming Wch es plywood eheathing(TC)and/or dryweg(BC). Pj,, U L DATE: 11/30/2015 the overall montane Is the respoaiblty of the Mllmng designer. 3.2e Impact bridging or lateral bracing required where shown.. 4.No load.homed be applied to em component until eller all bracing end 4.Instigation of Was Is the respantlblty of the iv/spathe contractor. SEQ.: K L S 6 O 7 7 7 fasteners are complete and at a tkns should any loads greater than 5.Design assumes Inns..are to be used b a noncorrosive environment, endure for dry andEmn^of use. TRANS ID: LINK design loan be applied to any component. �/(] 12/31/2016 5.CompuTma has no control over end assumes no reepan.IMllty ler the d.Design assumes NI Mating at al supports shown.Shim or wedge If EX!-I RES: fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.ThlsdesgnIsfurim athlete B.Plates abelMbatedenboth feass, s&truendplacedsotheircenter November 30,2015 TPVWTCA In SCSI,copies of which w11 be furnished upon request. Inas coincide with IoirO anter lines. 5.Digits indicts sine of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)E 10.For basic connector plata design values see ESR-1311,EBR-1988(Minsk) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms tomain windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.Bft, 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), TOTAL LOAD = 42.0 POP load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-00 8-00 T 1 T 12 I)M-4x4 12 10.90 V 2 10.90 itlil /1 oo -M-4x4 =M-4x4 ,p PROfi y 16-00 y1-001 `,, tyc lNEs,f0 i SI ` 89782PE �r JOB NAME : 3413—A REV. POLYGON NW — GGE „� 7 , Scale: 0.3299 / / --.• WARNINGS: GENERAL NOTES, unless otherwise noted Truss GGE Builder and erection contractor shouldbeadvised ofaltGeneral Notes 1.This design is based only upon the parameters shown and isaranIndividual i' OREGON a. • and Warnings bear"construction commences. balding component.Applicability of design parematers and paper 2.2.4 compression web bracing must be installed where shown+. incorporation of component la 8u responsibility of the building designer. y �N +� (� 3.Additional temporary bracing a insure stability during construction2 Design assumes the lop and bottom chords to be laterally braced at AN 'l fiy 'S J `� is the responsibility of the erector.Additional permanent bracing of T mg.and at 10 o.c.respectively unless braced throughout their length by •F continuous sheathing such as plywood sheething(TC)and/or drywa'(BC). may` DATE: 11/30/2015 the oven'structure Is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown w v pA.UL i SEQ.: K 15 6 0 7 7 8 4.No load should be applied to any component until alter a'bracing and 4.Installation elms is the nsponsibiity of the respective contractor. fasteners an complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and an for"dryeondibn"of use. 5.coin Tm.hasnocontroloverandaseamesnores e.Desgn...ume.M1Nlbea ng et all support.strown.smmcrwedgeu EXPIRES: 12/31/2016 w ponaialnyrortne fabrication,handing,shipment and in.tallen of components. 7. .eery mDesign assumes adequate drainage is provided. November 30,2015 S.This design b furnished subject to the limitations set forth by S.Plates shall be located on both fares of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center linea 9.Digits Indicate size of plate in inches. MiTek USA,Inc./GompuTrus Software 7.6.7(1L)-E M.For basic connector plata design values see ESR-7371.ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 90'— 0.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=4.2,BCOL=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, Unbalanced live loads have been - End verticals) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-11-08 20-01 1 1 4 13-03-01 6-08-07 6-08-07 13-04-09 4 T 1 T 4 12 IIM-9x4 12 7.50 Q 7.50 d4 M-3x5(0) 4%1 M-3x5(S) o 111111111111111111111116\ o N .` mo. IIF + O p o M-3x5(5) M-3x5(5) o M-3x9 M-3x4�, h r y 15-09-08 y 8-09 y 15-11 \C;~ `G'E { Lfp• .:. 40-00-08 1-° 782PE -sr c-- . NAME : 3413—A REV. POLYGON NW — Cl sale: 0.2000 ��,, l Gam' .:111111 WARNINGS: GENERAL NOTES, unless otherwise noted r✓' (a'��(p''} /�//''+ys A �� 1.Builder and erection contractor should be advised of al General Notes t.This design is based only upon the parameters shown and Is kr en indvldual O Fl 12w O I V h Truss: C 1 and Warnings before construcikn commences. bolding component.Applicable/of design parameters and proper V 2.2a4 compression web bracing must be Inatalkd where shown a. incorporation of component Is me responsibility of the building designer. qRY 15 ,. .. 3.Additional temporary bndng to insure stability doing construcibn 2 Design nd at 10'the top and bottom unless ba to d t roughoaterally braced at _4 Is the responsibility of the erecter.Additions!permanent bracing o/ 2 o.c.and at ig a.e.respectively onlees braced throughout their length by 'i- lathe continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). *�/1 L. DATE: 11/30/2015 the overall structure Is the responsibility of the balding designer. 3.Ix Impact bridging or lateral bracing required where shown+. �`1 U SEQ.: K1560779 4.No lead aheuld be applied to any narnpnrrarrt urrtl aCne at beading and 4.Installation oftruss Iathe responsibility ofthe respective contractor, fasteners aro complete and at no time Mould any bads greater than 5.Design assumes trusties are to be used Ina non-corrosive environment. TRANS ID: LINK design pada be applied to any component. end ere kr"dry condition"oluse. 5.CompuTrus hes no control over and assumes no responsibility kr me B.Design uumas full bearing at all supports shown.Slam or wedge if EXPIRES" 12/31/2016 2/31/201 6 necessary. 4Y�(— Il`a7 G W7 ILV t V fobrkation,handling,shipment andetbn of components. 7.Design assumes adequate drainage is provided. November 30,201 5 B.This design is famished subject tothea limitations set forth by b.Plates shalt be Hosted on both faces of truss,and placed so their center TPI WTCA In BCSI,copies of whkh all be furnished upon request. Ines coincide with Joint center tines. B.Digits indicate size of plate in Inches. MTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311.ESR•19aa(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 9=(-750) 2322 2- 9=(-277) 387 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2520) 1212 9-10=(-471) 1952 9- 3=(-309) 550 WEBS: 2x9 KDDF STAND 3- 4=1-2032) 1105 10-11=(-195) 1990 3-10=(-674) 563 LOADING 4- 5=(-2035) 1088 11-12=(-509) 1816 10- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2540) 1157 12- 7=(-727) 2107 4-11=(-976) 1040 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2650) 1035 11- 5=(-686) 568 TOTAL LOAD= 92.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-297) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, 0'- 0.0" -269/ 1707V -313/ 303H 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 90'- 0.5" -326/ 1893V 0/ OH 5.50" 2.95 KDDF ( 625) (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.135" @ 26'- 7.0" Allowed= 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed= 2.608" MAX LL DEFL = -0.008" @ 41'- 5.0" Allowed= 0.138" MAX TL CREEP DEFL= -0.010" @ 41'- 5.0" Allowed = 0.183" MAX HORIZ, LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" 19-11-08 20-01 'r i Design conforms to main windforce-resisting 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 system and components and cladding criteria. 12f Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-9X6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 17' Q 7.50 load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, .4- 4 'f'f Truss designed for wind loads ')\ in the plane of the truss only. M-5x6(S) M-Sx6(S) 0.25" 0.25" 8 .a I N '-' M-1.5x3 AkpirM-1.5x3 /All in o ,o o /-N _ _ o 12 . ... .,., 4#114'0#•. •• •• ... ..L..,. ...., ..... ..10,4„... ii 9� "1 . oc PROre rrof -3x6 M-3x9 025" 0.25" M-3x4 446 f �t? ;o0M-5x6(5) M-5x6(S) GINEC of l l l y ) ��G� f � 8-02 7-07-08 8-09 7-07-08 8-03-08 4.7 If,y 1 l 'Ct. :9782PE V 90-00-08 1-09-08 • JOB NAME : 3413-A REV. POLYGON NW - C2 l/ /‹.7.f� Iiir Scale: 0.1555 • G.,„�1 /�I�� WARNINGS: GENERAL NOTES, unless otherwise noted T� s'EGON V 9t ,. Truss: C 2 1.Builder and erection contractor should be advised V el General Notes 1.This design is based only upon the parameter,shown end b for an Individual '141A � �� Et9t and vvammgebefre construction commencea buldingwmpmrontAppllabilllyaldesign peremeteraand proper •C 2.254 compression web bracing must be hetened Were shown, incorporation of component Is the reeponsiblily of the building designer. 3.Additional to stability g construction 2 Design assumes me top and bottom chorda to be laterely braced el �A temporary bracing to r. Bunn 7 o.c.and et ee o.c respectively unless braced throughout their length by N the responsibility bustun of the erector.Additional permanent bracing of continuous&loathing Nish as plywood eheelhing(TC)and/or drywnl(BC). DATE: 11/30/2015 the overall etruaere la the respunsiblily of building designer. 3.24 Impact bridging or lateral bracing required where shown,, SEQ.: Ki5 6 0 7 8 0 4.No bad should be applied to any component until after el bracing end 4.Installation of trips is the responsibility of the respective contractor. fastenats are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. ana.reror•arvwnenbn or use. EXPIRES: 12/31/2016 5.CompuTrus hew no control over and amines no responsibility for the 8.Design assumes NI baatlng et el supports shaven.Smm or wedge If ssNovember 30,2015 fabrication,handling,shipment and installation of components. seam 7.Design assumes misdate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shell be loafed on both faces atrium,and placed so their center TP4WTCA In SCSI,wpbs of which MA be furnished upon request, linea coincide with Joint anter lines. 9.Digits Indicate eke of plate In inches. MITek USA,Inc.(CompuTrus Software+7.6.6-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e8(MdTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&RTR LOAD DURATION INCREASE = 1.15 1- 2=1-4162) 1836 1-11=(-1458) 3621 11- 2=( -405) 1158 6-16=(-473) 1050 BC: 2x9 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-2777) 1172 11-12=(-1311) 3229 2-12=1 -791) 555 16- 7=(-686) 568 WEBS: 2x9 KDDF STAND 3- 4=(-2251) 1067 12-14=1 -766) 2440 12- 3=1 -28) 349 7-17=(-263) 573 LOADING 4- 5=(-2168) 1170 13-15=( -26) 64 3-14=( -618) 363 17- 8=(-297) 346 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1929) 1166 15-16=( -196) 1380 13-14=( -87) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1969) 1088 16-17=( -504) 1759 14- 4=( -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=1-2474) 1157 17- 9=( -728) 2080 14- 5=( -503) 1037 OVERHANGS: 0.0" 16.5" 8- 9=(-2607) 1035 14-15=) -358) 1722 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 83 5-15=(-1103) 733 15- 6=( -587) 996 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -264/ 1681V -312/ 303H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: 11=1/240, TL=L/180 MAX LL DEFL= 0.197" @ 13'- 4.0" Allowed= 1.956" MAX TL CREEP DEFL = -0.344" @ 13'- 4.0" Allowed= 2.608" MAX LL DEFL = -0.008" @ 41'- 5.0" Allowed = 0.138" MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed= 0.183" 19-11-08 20-01 f ,f T MAX HORIZ. LL DEFL = 0.099" @ 39'- 7.0" 2-05-12 5-05 5-05 2-09 4-03-12 6-06-10 6-06-10 6-11-13 MAX HORIZ. TL DEFL = 0.159" @ 39'- 7.0" 12 12 Design conforms to main windforce-resisting 7.50 I7 M-4x6 .‘ 17.50 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25,5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 6 .1.4I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X5 S'\ load duration factor=1-6, M-5x6(5) M-5x6(9) End vertical(s) are exposed to wind, Truss designed for wind loads .25" .25" in the plane of the truss only. M-3x9 N 3 M-1.5x3 f+ M-3x5 z N M-3x8`+_ .e 1 111k 411111kh\ ‘.0 o 0 .'f� M- x• 1z 41 - 1 o o �` 1 M-3x4 0 13 15 16 17 \o o I I M-3x9+ , M-1.5x3 0.25" M-3x4 6 to o O M-3x4+ M-5x8 a 3.75 M-9x10 M-5x6(S) *<<'‘'. , E) PR°per., 12 l l l 1 l l y l CO NyGINE /q 2-05-12 5-05 5-05 2-04 8-05-12 7-07-08 8-03-08 b y 9 �• y2-041 10-10 l 26-10-08 117 14-08 " :9782FE �"'' 40-00-08 JOB NAME: 3413-A REV. POLYGON NW - C3 Scale: 0.1297 >��q Co* OREGON 4 WARNINGS: GENERAL NOTES, unless 065,0We noted , l j, 1 P" I 1.Balder and erection contractor should be advised of all General Notes 1.TMs design Is based only upon the parameters shown and Is ler en Indrndual .A CF,Q[.yY �(J V '� Truss: C3 and Wamings before construction commences building component.Applicability of design parameters and proper T I+, ` • 2.7x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building deelgner, i V 3.Additional temporary bracing b Insure st•b11Ny during construction 2.Design assume.the top and bottom chorda to be laterally braced N i"/I U t ' b the respondbllty of the erador.AddBonel permanent bracing of 7 continuous sheathingsuchas respectively eheathing(TC)nd/or drywallB r"{ L DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or leteral bracing required where shown•+ 4.No load should be applied to acomponent until after all bracing and 4.Installation ofnsp Ins Is the reontblity of the respedNe contractor. SEQ.: K 15 6 0 7 81 m fastener.are compete and at no time shoals any roads greater then 5.Design assume.susses are to be used Ina non-corrosie environment, EXPIRES: 12131/2016 TRANS I D: LINK design loads be applied to any component. De are eun Ml ba d g••supports dile 5.ComWTreshas nocontrol over and eaumesnoreaponsibilttyfor the B.M; NWbearin t lea dsahawn.3himarw. if November 30,2015 .eery. fabrication,handling,shipment and installetion of components. 7.Design assumes adequate drainage is provided. 8.This design Is faeiehed sub)ed to the Ilmltatlens set forth by 8.Plates shall be hated on both faces of suss,and placed so their renter TPIAMTCA in BCS,copies of which will be furnished upon request. Noes coincide with Joint center lines. 9.Digits Indlate size of plate In Inches. MITek USA Inc./CompuTrue Software+7.6.6-SP2(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4154) 1835 1-10=(-1458) 3603 10- 2=( -905) 1153 19- 6=(-586) 996 BC: 2x9 KDDF 416BTR SPACED 24.0" O.C. 2- 3=(-2778) 1172 10-11=1-1311) 3212 2-11=( -787) 555 6-15=(-473) 1053 WEBS: 2x9 KDDF STAND 3- 4=1-2252) 1066 11-13=1 -766) 2427 11- 3=1 -28) 349 15- 7=1-688) 568 LOADING 4- 5=(-2169) 1170 12-14=( -26) 63 3-13=1 -617) 363 7-16=(-322) 583 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1929) 1165 14-15=1 -202) 1369 12-13=1 -87) 0 16- 8=(-306) 399 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1972) 1106 15-16=1 -503) 1748 13- 4=1 -197) 180 TOTAL LOAD= 42.0 PSF 7- 8=(-2485) 1224 16- 9=1 -769) 2083 13- 5=( -503) 1033 *" For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8- 9=(-2610) 1087 13-14=( -396) 1711 9 5-19=(-1100) 744 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -266/ 1682V -297/ 298H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -265/ 1682V 0/ OH 5.50^ 2.69 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed= 1.956^ MAX TL CREEP DEFL= -0.343" @ 13'- 4.0" Allowed = 2.608" MAX HORIZ. LL DEFL = 0.098" @ 39'- 7.0" 19-11-08 20-01 MAX HORIZ. TL DEFL = 0.158" @ 39'- 7.0" Or Or T 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 1 1 ' f f T T f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.50 p M-4x6 Q 7.50 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 load duration factor=1.6, End vertical(s) are exposed to wind, M-5X6(5)" 0.2 M-3X5 M-Sx6(S) Truss designed for wind loads in the plane of the truss only. .255„ M-3x4 M-1.5x3 M-3x5 z i_i,41\h„ M-3x8 , ' M-5x6 11 13,,,__________. 1:^�- o 1 M-3x9 15 16 *4d' of M-3x4+3x4+ o M-1.5x31 14 0.25" M-3x4 M-3x6 o M-5x8 0 ..d 3:75 M-4x10 M-5x6(S) 12 V) PROpCl y Y y l l y l � trA rco GINE f2-04 5-05 5-06-12 2-04 8-05-12 7-07-08 8-03-08 r\ ''' , f0 y 1 yy yz-o4 10-10 z6-lo-08 :9782PE <' 40-00-08 y JOB NAME : 3413-A REV. POLYGON NW - C4 "~ .� NW Scale: 0.1397 �� 4..�1 (7/ 14) /`r/y1�1 WARNINGS: GENERAL NOTES, unless otherelse noted: . �+OREGON ,z;.• t, . Truss: C 4 Builder and erection conlndor should be advised of ail General Nolea GIN design A based only upon the parameters shown and is for en Ind visual .‘7,e‘' y� G/4� e and Warnings before construction commences. building componentApplicability of design parameters and paper '7 2.2x4 compression web bracing must be Installed where shown n Incorporation of component lathe responsibility of the less dorg designer. -�`\ 3.Additional tempnnry bracing to Insure debility during censhuctlon 2.Design assumes the top and bottom chords to be laterally braced at n `y DATE: 11/30/2015 Is the responsibility of the erector.Additional permanent bracing of zo.c..nd at la o.o.r.epedlve unless boasIhroanonmtyeel)lh by /"/.' U the semeN structure is Me responsibility of the building designer. continuous sheathing such as d ahealhhq(TG and/or d ) 3.2x Impact bridging or lateral bndng required where shown++ SEQ.: Ki5 6 0 7 8 2 4.No bad should be applied to any component until eller all nthe end 4.Installation of Ins A the reaponsiblNty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK designloadedeapplidtoanycompoant, and are or'ayaondmen alae. EXPIRES: 12/31/2016 5.CompuTma hes no control over and assumes no responsibility ler the 8.Design assumes Nil bearing et all euppoM shovm.Shim or wedge If November 30,2015 shipment neaassry. fabrication.handling. pmeM and installation of components. 7.Design assumes adequate drainage is provided. 8.This design la furnished subject to the limitations set forth by 8.Plates shag be touted on both faces of buss,and placed,e their anter TP WWTCA in BCSI.copies of which will be furnished upon request. lines coincide with Joint anter lines. WO USA,Inc./Com uTrua Software 7.6.7(1 L E 9.Digits Indicate size of plate In Inches. p 10.For basic connector plate design values see ESR.lIt f.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 0.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 8=(-750) 2311 2- 8=1-277) 387 11- 6=(-304) 399 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2520) 1212 8- 9=(-507) 1991 8- 3=(-309) 550 WEBS: 2x9 KDDF STAND 3- 9=(-2033) 1105 9-10=1-202) 1929 3- 9=(-679) 563 LOADING 4- 5=(-2038) 1107 10-11=(-503) 1805 9- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2552) 1223 11- 7=(-769) 2122 9-10=(-476) 1093 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1087 10- 5=(-688) 567 TOTAL LOAD = 92.0 PSF 5-11=(-321) 583 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 0'- 0.0" -267/ 1707V -298/ 298H 5.50" 2.73 ROOF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 90'- 0.5" -265/ 1706V 0/ OH 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.135" @ 26'- 7.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed= 2.608" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" Design conforms to main windforce-resisting 19-11-08 20-01 system and components and cladding criteria. f f f Wind: 140 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1' 1' 1 1 1' 1' load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, d or ind ads 7.50 M-4x6 TrQ 7.50 enUss thedplaneeoffthewtrussoonly. 4.0" 4 .hf 9)\ M-5x6(5) M-5x6(S) 0.25" 0.25" ;0•00Ys >15x3AYAV15X3 . di Ln mons .. _ Rey i 1 ^M-3x6 M-3x4 8.25" bo.25,, M-3x4 •*M-3x6 { � (�Drs M-5x6(S) M-5x6(5) iv CS y ), y >- y y C , �NCa1ME 'V f�� 8-02 7-07-08 8-04 7-07-08 8-03-08 y 40-00-08 y `x :97822'PPE gr JOB NAME : 3413-A REV. POLYGON NW - C5 • Scale: 0.1533 � rrr i, ` /� WARNINGS: GENERALNOTES, unteuponthepereeteWir 94,OREGON - 1.Builder and erection contractor Mould be advised of all General Nates 1.This design b based only upon the parameters shown and M for an individual OREGON V'V Q� Truss: C5 and Warning.before construction commences. building component.Applicability of design parameters end proper 2.24 compression web bracing mush be metaled where shown•. incorporation of component is the rosporldbRlty of the building dedgner. ��9. G�[y fir.:A{a <,. 3.Addiionel temporary bracing to Insane stability during construction 2.Design assumes ms top and bottom chords to be laterally basad al T rT r f f 2'o.c.end et ID op.respectively unless braced throughout theirlength ngth by is the responsibility o the ceder.Additional permanent bade .') g" continuous shealhmM g such es plywood eeming(TC)endfer dryweg(BC). /'+A..1 1 1 ;- DATE: 11/30/2015 the overall structure Is the roepon0211ty of th.building deeigner. 3.2r Impact bridging or lateral bracing required where Mown•• U L. 4.No bed should be applied to any component until all bredng and 4.Installation of Truss Is me responsibility the respedNe contractor. SEQ.: K 15 6 0 7 8 3 fasteners are compete and at no time should any loads greater then 5.Design assumes trusses ere to be used Ina noncorrosive environment. se TRANS ID: LINK design Beds beappledleany component. and are for conlbeadnglat.I dela 5.Compurrus he.no control over and assumes no responsibility form. a.De rico lie bearin t atl w ns shown.ahlm lar wa If EXPIRES:. 12/31/2016 Beery. fabrication.handling,shipment end melellation of components 7.Deeign assumes adequate drainage is provided. November 30,2015 R.Tinis furnished designanished subject to the limitations set forth by R.Plates shag be located on both faces of truss,and paced so their center TPIMTCA m SCSI.copes of which will be furnished upon request. lines coincide with joint center Inca. 9,Digits Indicate sire of pets in Inches. MITek USA,Ino./ConnpuTrua Software 7.6.7(1L)-E to.For basic connector plate deelgn value.see ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1091 1- 9=(-766) 2364 2- 9=(-303) 399 BC: 2x9 KDDF #160TR SPACED 24.0" O.C. 2- 3=(-2560) 1227 9-10=(-477) 1968 9- 3=(-321) 582 WEBS: 2x9 KDDF STAND 3- 4=(-2047) 1110 10-11=(-198) 1449 3-10=(-688) 568 LOADING 4- 5=(-2045) 1092 11-12=(-507) 1824 10- 9=(-976) 1093 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2549) 1160 12- 7=(-730) 2114 4-11=(-476) 1090 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1038 11- 5=(-686) 568 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-296) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA «« For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1711V -313/ 304H 5.50" 2.74 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 2.0" -327/ 1849V 0/ OH 5.50" 2.96 KDDF ( 625) COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.137" @ 26'- 8.5" Allowed = 1.963" MAX TL CREEP DEFL = -0.255" @ 15'- 11.0" Allowed = 2.617" MAX LL DEFL = -0.008" @ 41'- 6.5" Allowed = 0.137" MAX TL CREEP DEFL = -0.010" @ 41'- 6.5" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.061" @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.096" @ 39'- 8.5" 20-01 20-01 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Design conforms to main windforce-resisting 1' '1 1 1' 1 ' 1. system and components and cladding criteria. 12 12 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 M-4x6 Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, q ,y,/ End vertical(s) are exposed to wind, *S% Truss designed for wind loads in the plane of the truss only. M-5x6.25(S)" 0M-5x6(0) . 5" 0007 3 \ % M-1.5x3 M-1.5x3 ....illAllk / . /16111111111116 .iss: 0 0 4, n 14 0 1** 9 0 of M-3x6 M-3x4 b.25" bit,25" M-3x4 `M- 6 oi y 8-03-08 y 7-07-08 M-5x6(S) 8-04 M-5x6(S) 7-07-08 y 8-03-08 y o \�� ,.�61.EE. cS'/ y C� 40-02 1-04-08 Q" 89782PE 17_, JOB NAME : 3413-A REV. POLYGON NW - C6 1 ' • Scale: 0.1516 / --.. WARNINGS: GENERAL NOTES, unless otherwise noted v 40 Truss: C 6 1.Builder and erection contractor should be advised of all General Notes 1.Ibis design Is based only upon the parameter.Mown and Is fat an Individual "7 -OREGON hh"' and Warnings before construction commences. building component.Applicability of design parameters and proper -tom V 2.2e4 compression web bredng mutt b.installed where shown+. Incorporation of component Is the responsibility of the building designer. eV s'A`y A yam+ . • 3.Additional temporary bracing W Inn,e stadllly during conMmctbn 2 Design assumes the top end bottom...bra o be laterally braced at 77 (.� J Is the responsibility of the erector.Additional permanent bredng of c un.end a1 70 o c.respectively unless braced throughout their length by «.� DATE: 11/30/2015 the overall structure is the responsibility of building designer. Impact bridging or Wesucn racing required where shown drywaA(BC). U ys� apo" N o r.0 3.2s Impact hedging or Wend racing requlr a whore shown+♦ PAUL L s SEQ.: Ki5 6 0 7 8 4 4.No load should be applied to any component until after al bracing and 4.Inetalatinn of truss Is me responsibility of the respective contractor. fasteners are complete and at no Urn.should any loads greater than 5.Design assumes lames am to be used In a non-corrosive environment, TRANS ID: LINK design wads be applied to any component. end ars for"dry condhhn'of use. y F 12/31/2016 f�i]s/ /{ �s 5.CompuTma Ms no control over and assume.no responsibility for the 6.Dslagr assumes full bearing al al supports shown.Shim or wedge it EXPIRES: 12/`31/2016 labnathn,handling,shipment and installation of components. cessery. '.Pegg"°"l beer adequatenholt,drainage la provided.n November 30,2015 8.This design Is Nmlehsd pment to in limitations set forth n S.Deeg shot be located both faces of iron,end placed n their comer TPIMTCA In SCSI,copies of which MI be furnished upon,squeal. Anes coincide with Joint anter line. 9.Digits indices see of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L}E 70.For basic connector plate d. sign valves sea EBR-7377,ESR-1 g8B(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 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=25.5ft, 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), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 20-01 20-01 f T T 13-09-09 6-08-07 6-08-07 13-04-09 1 4 4 4 1' 12 I IM-9x4 12 7.50 1 2 .C17.50 M-3x5(5) M-3x5(S) of e40000000111,110000000itiiiiiiii000000007, 4,,, En 1= -- - -- 1 -yo 0 I M-3x5(5) M-3x5(5) o 0 M-3x9 M-3x4 15-11 8-09 15-11 C;\,,A "N4- (9/0Eir .,. , y 40-02 1-°z§782PE 9 JOB NAME : 3413-A REV. POLYGON NW - C7 Scale: 0.1993 ^"�I•/rr* WARNINGS: GENERAL NOTES, unless°thieves.noted. V �(y[� /'�/'y 1�' �4 1.Balder Warand erection m wmndor enoomd be advised of al General Notes 1.Thbalding comgn ls based only upon the parameter.ponent.Applicability Sidesign parameters andwn and ls for prope�intllvbuel �� V�I"7 t„7 ON y © �, Truss: C 7 and Waml qs berme a anetrucllon commences. /V 2.2,4 compression web bracing moot be installed where shown* Incorporation of component Is me responsibility of the bolding designer. :j y 3.Additional temporary bracing to Insure stability during construction 2 Design easumss ms lop and bottom chortle to las laisrely lanced et al Is Me respontlMllty of tit erecter.Addgbnel permanent bracing of continuous sheathing rsuth es plywood eeming(TC andced throughout/or drywe BC)ir length Y *1 DATE: 11/30/2015 IM overall otrudure Is the responsibety of the building Mere!designer. 3.2x Impact ging or erel brsGng required where Mown•• U L SEQ.: K1560785 4.No load Miner beapplied toany component until after all bracing and 4.�talationoftru e sthereaalo sibulsedln the respe tNNecontrractor. fasteners are compete and at no time Mould any loads greater men sed grc ass ses trusses are of use. TRANS I D: LINK design loads be applied to any component. S Design assumes het bearing at al supports Mawr.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for thenece.sery. EXPIRES: 12/31/2016 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to Me Imitations set forth by 8,Plates Mel be located on both faces of Sues.and placed eo their canter TPW.1 CA in SCSI,copies of which 941 be furnished upon request. Ines coincide with Joint anter lines. 9.Digks Mdlcate sera of plate In inches. MiTek USA,Ina./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1317.156-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 6.5" TC: 2x4 KDDF #16BTR ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. DON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.3ft, 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), M-1.5x4 or equal at non—structural TOTAL LOAD = 42.0 PSF load duration factor=1.6, vertical members (uon). End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads Unbalanced live loads have been in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP No!.;Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. ,r 12-06-08 12 f 4.00 v 2 0 vd 0 ro iiiiillitill11111 1 .�/1 0 3 M-3x4 4 1 1 1-00 11-06-08 1 1 12-06-08 1 L `r 89782PE mac'' JOB NAME : 3413-A REV. POLYGON NW - D1 • ,,�/}J� Scale: 0.9806 —<-t WARNINGS' GENERAL NOTES, unless othensse noted / \` 4) Truss: D 1 1.Builder and erection contractor should be advised of al General Noise 1.This design Is based only upon the parametets shown and la for an individual .i' OREGON , and Warnings before construction commences. building component.Applkabillty of deelgn perimeters and proper ,/ OREGON 1.1 V I V (}. 2.2;4 compression web bradng must be installed where Shawn+. Incorporation of component le the responsibility of the building designer. -14, , 4 YL� [ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top soil bottom chords la be laterally braced at /� C:1 V A lathe responsibility of the erector.Additional permanent bredng of T o c.and at 10 o.c.respectively unless braced throughout their length by I}a` al 1 1 CAN DATE: 11/30/2015 the overall etructure is the responsibility of the Inkling designer. continuous sheathinge,weh.a.deg e requirediMer,a and/or a dryweti(Bc). ,1 p�1.' 4.No load should be applied3 2a Impact bridging or th lateral brodng he where shown++ U SEQ.: K 15 6 0 7 8 6 to any component until after ab bredng 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 bilges are to be used is a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTnts has no control over and assumes no responsibility for the S.Design scones full beadng at ail supports mown.slim or wedge R fabrication,handling,shipment and installation et components. ry' EXPIRES:. 12/31/2016. S.This design IsNmishedsubjadtothe limttatiensset foahby 7.Desi9^aawn"adedu eneothfaceapruss,a November 30,2015 TP WJfCA M SCSI,copse of which nil be Nmlehed upon request. S poePlats coes lnaddll e etch Joint centee located on r lines. of trues,and placed so their center 9.Digits Indicate slue of pats In Inches. MiTek USA,Inc./CompUTfUa Software 7.6.7(1L)-E 10.For basic connector plate design values sea E5R-1311,ESR-1988)Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 12'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 LUMBER SPECIFICATIONS 1-2=(-721) 169 1-5=(-235) 630 5-2=( 0) 239 TC: 2x4 KDDF #169TR LOAD DURATION INCREASE S.C.C 1.15 2-3=(-106) 98 5-6=(-238) 626 2-6=(-686) 208 BC: 2x4 KDDF STANDR SPACED 29.0" O 3-4=( -7) 3 6-3=(-165) 128 WEBS: 2x9 KDDF STAND; LOADING 2X9 DF STAND A LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12^OC. DON. OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 1'- 0.0" -66/ 559V -56/ 152H 5.50" 0.89 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12'- 6.5" -66/ 995V 0/ OH 5.50" 0.79 KDDF ( 625) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. JT 1: Heel to plate corner = 5.25" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.008" @ 0'- 0.0^ Allowed = 0.133" MAX LL DEFL = -0.020" @ 6'- 8.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.092" @ 6'- 8.1" Allowed = 0.708" 5-04-14 0-03-12 MAX HORIZ. LL DEFL = -0.005" @ 12'- 1.0" 6-09-14 f f MAX HORIZ. TL DEFL = 0.009" @ 12'- 1.0" T � 12 M-1.5x3 4.00 Design conforms to main windforce-resisting 3 4 -i system and components and cladding criteria. f Wind: 190 mph, h=21.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ....044011111 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 2 0 C o I ti 1 s�', * WW 1 6 it fnt _" 5 0 7► O M-3x8 M-1.5x3 M-3x4 l . l 6-08-02 5-10-06 Jr Jr Jr 1-00 n-06-08y c0 PROF= 12-06-08 h N4G1 N Ee• Wo 44/ 17 a 89782PE v" JOB NAME : 3413-A REV. POLYGON NW - D2 Scale: 0.91817 / WARNINGS:Idora OENERALNOTs b unless u on thap.enem noted. . , -yam,OREGON�4'� I.Wilder end aradnn contractor Mould be advissd of all General Moles 1.Tins design Is bead only upon the parameters Mown and Is for en Individual Truss: D2 and Wamings baron.censtructbn commences, building component.ApplleebIlity or design parameters and properincorpoA Y 2.2,4 compression web bracing must be Installed where shown+. Deeignreaon of component an is the radian/Welty of the binding designer. �t!, 3.Additional temporary Medng to menta stability during construction 2.De s.wanes 1 a the top and bosom enema e be laterally theireced atby ..4151). V T continuous oa sheathing cox.sashes ply urdsu braced(TE)n dl mak angih). `' '^ ,q.UL �� Is Me responddllty of the erector.Additional permanent bracing of continuous such es plywood shesthing(TC)ender drywel(BC). DATE: 11/30/2015 the overall structure la me responalbelty or the building designer. 3.2r Impact bridging or lateral bradng required where shown*e S 0' K 15 6 0 7 8 7 4.Na bad should Na applied to any component ural ager all bracing and 4.installation of truss lathe roaponelbltty of the reepecave contractor. Q• fasteners are complete and al re tithe ahold any bads greeter than 5.D=eign essence trusses are to be used In s non-corra6ve environment, design loads be appled to any component. andererar"dry fullben"of use. �/�]{ TRANS ID: LINK8.DeslgnuumesNabeadngalatluppo sshown.SMmerasdgell EXPIRES: 12/31/2016 5.CompuTru•hes no control over end wanes no raeponalblllty for me neusssry. fabrication,handling,shipment and mststaaon of components. 7.Design assumes adequate drainage Is presided. November 30,2015 8.Tin Tina design Is knelled subject to the Medians eel forth by 8.Plates shall be bated on both faces of trues,and placed so their Umar TPNNfCA In BC31,copes a(whleh oil be furnished upon request. jointlines coincide with lines 9.Diggs indicate sizeof pats in Indies. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For base connector plate design vanes see ES13-1311,ESR-1988 Wee) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-447) 176 1-5=(-220) 392 2-5=(-432) 199 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -83) 77 5-3=(-129) 111 WEBS: 2x4 KDDF STAND: 3-9=( 0) 0 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -52/ 940V -93/ 114H 5.50" 0.66 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 9'- 8.5" -98/ 376V 0/ OH 5.50" 0.60 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP .. For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.006" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.019" @ 5'- 2.6" Allowed = 0.390" MAX TL CREEP DEFL = 0.021" @ 5'- 2.6" Allowed = 0.519" 5-03-02 4-01-10 0-03-12 1 4 '1 4' MAX HORIZ. LL DEFL = -0.003" @ 9'- 3.0" MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 12 9.00 M-1.5x3 Design conforms to main windforce-resisting 3 4 -/ system and components and cladding criteria. Y Wind: 140 mph, h=20.8ft, TCD1=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed forwind loads Z in the plane of the truss only. , N Ass l0 O M N M-3x8 M-3x4 1 1 1 9-03 0-05-08 1-00 8-08-08 1 1 :9782PE JOB NAME : 3413-A REV. POLYGON NW - D3 ,rr -/ Scale: 0..9704 ,', ORIN WARNINGS: GENERAL NOTES, unless otherwise noted: C., / Truss: D3 1. andel aming.beNre construcion contractor tion commeuld be nces. of all General Notes 7.This building componen.APWkabltty of design parameshown ters andand properproper Wdwl "' OREGON�ry� �.. 2.291 compression web bracing must be installed where shown. 4,,,,,:.?:- incorporation of component is the rasponaibllly of the building designer. ".} /tt M �J � 3.Adttlonal lemporery bracing to insure stability dudnp conatrudbn 2.DeNgn assumes the top and bottom chords to be Wordy braced at T 4 f r Is the responsibility of the erector.Additional permanent bracing of T o c and at 10 c.c.respect.eiy unless braced throughout theft length by /r DATE: 11/30/2015 the overal structure is the re nslbR of bullet designer. So sped engin or such as plywoodsheathing(TC)required who s eonand/c drywatt(Bc) -tt t' p/o ng3.In limed bodging Is lateral boning ty of the respre shewn t a V SEQ.: K1560788 1.Noroadsaredmeteapplied atany ocomponent unyafter sigbracing band 5.DetittnlasofUussIsthe aretobbeeofthe oapenoscoenvirsn fasteners are complete and et no time should any bads greater Men 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied m any component. and are for"dry condition'of use. �/p p �h 12/31/2016 ry/t�y �+ 5.CompuTrus has no control over and assumes no responsibility for the 8.Design wanes till bearing el all supports shown.Shim or wedge If EXPIRES. 1 2/3 1/201 6 fabrication,handling.shipment and installation of components. 7.Design adequate drainage Is provided. November 30,2015 8,This design b furnished subject to the limitations set forth by S.Mates shall be located on both faces of trues,and placed co their center TPLWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. 9.Digits Indicate alis of pieta M Inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For basic connector piste design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.Bft, 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), TOTAL LOAD = 42.0 POE load duration factor=l.6, M-1.5x4 or equal at non—structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous .. For hanger specs. — See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 9-08-08 T 4 12 4.00 v uo Lo 0 co ti I OI 3 4 M-3x4 1-00 8-08-08 y 1 9-08-08 PR ope 17 83782 PE r • JOB NAME : 3413-A REV. POLYGON NW - D4 Scale: 0.5079 r, O�X \' Sag WARNINGS: GENERAL NOTES, unless otherwise noted C/ (� /+�y�' 4) 1.Budder and @radian contractor should be advised of all General Notes 1.TN.design N based only upon the parameters shown and is for an Indlvdual V OREGON Truss: D 4 and Warnings before construction commences. budding component.AppiceblWy of design parameters end proper f I('1� Q` 2.2s4 compression web bracing must be Installed where shown.. incorporation of component la the rosponelbdlty of the budding Oastgner. A y..`_ f: ? s. �.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop end bottom chorda to be Wendy braced at 'l P Y :7 \W,✓. Is the responsibility or the erector.Additional permanent bndng of continu2 o.c.and at 19 o.c..00k.s sly unless Weald throughout their length by ta V DATE: 11/30/2015 the overallstmdure1stheesponsibityorthe build designer. 2,impct Meerwarlbpywnotlpdred here s) rerywed(ec>. /!�'+ ng 3.2r lenges bridging or such bream required where Moven and/or•d• V SEQ.: K1560789 4.No load should beapplied toany component umdeller all bracing end 4. aationoftnnste�the asepaMugwem respective •ntr contractor, fasteners aro complete and at no time should any beds greater then Design assumes TRANS ID: LINK desghdedsbeapplied teany component. B �Narefor•dycondition"hdbearing orale. n°.nown.snlmorwwd wedge 5.CurnpUlerhas nocontrol over end eewmesnoreeponslbtleyfor the �°„,°•w"'°• ptl °P° g EXPIRES: 12/31/2016 fabrication,handling,shipment and lnetetllion of components. 7.Design assume@ adequate drainage is provided. November 30,2015 8.11ds design Is fmtehed subject to the Iimtthan etlona set forth by 8.Plates ad be!opted on both feces of tees,end placed so their center TPINYMA In BCSI,copies of which will be Nmbhed upon request. Ines coincide with joint center Ines. 9.Digits Indicate age of plate in Inches. METek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For base connector pate design values sea ESR•13f i.ESR-lase(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 298V 0/ 29H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 POE Ground Snow (Pg) 1'- 0.0" -34/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 4.00 " LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 pef) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 -, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 2 ro alligallialli o I li II 04 M-3x5 y 1-00 y 1-0o y ,��Ep PRO'res, (PROVIDE FULL BEARING;Jts:2,9,4 I � .., / 9 0 :9 82 f E 1 JOB NAME : 3413-A REV. POLYGON NW - El • ,,iir Scale: 1.1020 ,lirf air WARNINGS: GENERAL NOTES, unless otherwise noted C., L/y /� c.3- Truss: E 1 I. end Warning.before construction odbe mmesnceaNd of all General Notes 1.bbuulying comlponen.Applicability of based only upon the parameters parametm and propeis for r individual 9 ///&&&��-0 n �,/N[[y, t 2.24 cempressbn web bredng must be Installed where shown n. incorporation of component Is the roeponamNly of the building designer. ✓11 A s..,y.. r � 3.Additianel temporary bracing to Insure stablly during construction 2.Design assumes the lop end bottom choke to be laterally braced et 7 �7(`� J Is the responsibility of the erector.Additional permanent bredng of Tcoo c and at/0 o.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overal structure is they continuous sheathing laterlbas pyng required uireth where drywaA(Bc), PA U{ responsibility of permanent t bradn r. 3.co impact bridgingshor arch bracing d she t where shown r L SEQ.: K 15 6 0 7 9 0 4.No load should be applied to any component anti eget aS bracing and 4.Installation of buss Is the roaponelblly of the respective cortredor. fasteners are complete and at no time should any pads greater than 5.Design assumes Buses.are to be used In a non-corroslve environment, eeelgn bade be applied to any component. and are ler"dry condition"of use. TRANS I D: LINK 5.Design assumes full bearing at an supports Mown.Shim or wedge If 5.CompuTrushasnacontroloverantassumescoresponsibilitylerthe necessary, EXPIRES:. 12/31/2016 fabrication,handling,shipment and installation or components. 7.Design assumes adequate drainage Is provided. November 30,2015 S.This design Is furnished subject to the limitations set forth by e.Plates shall be located on bath feces of truss,and placed co their center TPIMTCA In SCSI,copies of which all be furnished upon request, lines coincide with joint center lines. es MiTek USA.Inc./CompuTrus Software 7.6.7(1L)E U Forbad°coneete lctor plate plate cal p stco values see ESR-1311,ESR-7 g88(MITek) Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) offsets are indicated. Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. wiTlik. 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 Ct-2 C2-3 2. Truss bracing must be designed by an engineer.For 0-1/1 6:. 4 O wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I ., �� p bracing should be considered. O3. Neverstack exceed the design loading shown and never F materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6- C5-6 designer,erection supervisor,property owner and plates 0 'nd' 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 dimp required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate io.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated by symbol shown and/or SYR represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. Vs.' 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. • reaction section indicates joint lit ® ` number where bearings occur. 17.Install and load vertically unless indicated otherwise. 1 Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(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, WI "e k6 ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013