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Plans (43) mit1 ?354 s, t-zb4 MiTeW MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-401 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: R45996186 thru R45996194 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. f4GlNE4\ 51/4 87022PE 9< y �Aj, OREGON cPks < ' OSA ERCP '• . 1. 31/ I O 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 R45996186 PL15-401_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:48 2015 Page 1 ID:zs2ygYHMYItL21p9y12t1yAg??-8FSq?fsMV bpMAmggoxEllbO?NrYnLp6KWarezyEzgD 1 1-8-12 1 j 1-4-10 1 20-0 1 1 1-2-0 1 1 1-1-10 1 1 1-3-8 1 1-3-0 1 Scale=1:37.2 3x5 = 1.5x3 II 4x8= 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 FP= 3x4 II 3x4= 1.5x3 II I1 2 3 4 5 6 7 8 9 10 11 12 13 14 2, 4000, 1-Iiiiii,:F2 0.00 &we,,....... ... • 7&N....7 9. �V 111 24 23 22 21 20 19 18 17 16 15 4x5= 3x6= 3x6 FP= 3x5= 1.5x3 II 1.5x3 II 3x6= 3x8= 3x4= 3x8= 13-0-6 1 1-11-12 1 11-10-6 I2-5-6 1 18E- 1 21-4-0 1 1-11-12 9-10-10 Oa-0 b-7-0 5-6-2 2-9-8 Plate Offsets 0(y)- [2:0-3-0,Edge],[7:0-1-8,Edqe],[8:0-1-8,Edqe],[24:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 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 IBC20121TPI2007 (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 2400F 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. (lb)-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. -� c;D P R OfiFsts c`� ,x-• F'V /C2 �� 870 2PE ,fir yN ,N N 4j, OREGON (15 9O AMBER \1 On A A. He?' �P EXPIRES:06/30/2017 November 30,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. g Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent 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/fill Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996187 PL15-401_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 10:56:49 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-cRODD?s_GHjgzKLsEVrTrV7WUm6OWuNFZAKPBQyEzgC l 1-0-0 I l 1-1-10 II 1-2-0 I p-7-211 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 I Scale=1:33.9 454= 354= 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 1 N 6 - e 30 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4- 3x5- 4x6= 3x4 = 14-2-2 I 13-0-2 10-3-77-213-741 19-11- I 13-0-2 (1-7-0'0.7-0 5-9-2 Plate Offsets(X,Y)- [14:0-1-8,Edge],[24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d 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 IBC2012/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. 0.0 :::8:7 A� G PEFcs q::: � 022P�7 R GON Q 9O AMBER \1 Or, A. HS.0 EXPIRES:06/30/2017 November 30,2015 0 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Mill Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iMiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996188 PL15-401_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 10:56:51 2015 Page 1 ID:zs2ygYHMYItL21 p9y12t1yAg??-Zg8zehuEovzNDeVELwVxwwCtgas2_iHYOTpVFIyEzgA I 1-6-0 1 1-3-4 1 1 1-1-10 1 1-0-0 1 l 1-2-0 I10-8-61 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 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 • "1I I.> :/N/\:(N/N:/. /\. N:/®- c c +o 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8= 4x6=3x8 FP=4x5= 3x5= 3x5= 3x4= 3x5= 3x5 = 3x5= 3x4 = 14-0-14 I 3-0-4 12-10-14 1?-5-11 1 22-4-12 I 3-0-4 9-10-10 0-7-00-7-0 8-3-14 Plate Offsets(X,Y)- [12:0-1-8,Edge],[27:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d 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 Incr 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%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: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(lb)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=0/261,14-27=-266/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. P R 3)Refer to girder(s)for truss to truss connections. Ep QF 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. �<� G[NE S.n 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 �N F9 t be attached to walls at their outer ends or restrained by other means. 17 6)CAUTION,Do not erect truss backwards. 4:t- 870 2 P E y(i1<` /"N Aj, OREGO rip O<uN 'p0 AMBER V\ OS A. HSC)' EXPIRES:06/30/2017 November 30,2015 / r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. III Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not ,' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996189 PL15-401_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:52 2015 Page 1 ID:zs2ygYHMYItLr_�ZIIyp9y12t1 yAg??-10hLr1 vsZC5Ego4Rve0AT813q_DJjB3hF7Y3nkyEzg9 1 1-3-0 1 1-5-0 1 I 1-5-6 1 2-0-0 1 1 1-2-0 I i0 Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 I I 3x10 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 • • a 0 o a e N N B arr- 23 22 21 20 19 18 17 16 15 4x5= 3x8 = 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= 1 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— [8:0-1-8,Edge],117:0-1-8,Edge],[23:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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 Incr 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 Uplift 23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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. <��E� PR OFes s 0; ENGI NEER /02 te '' 870 2PE / t' N a y Aj, OREGON q,.OWN �O FM BER \,� r OS A. HER�P EXPIRES:06/30/2017 November 30,2015 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. 1.. Design valid for use only with MTel&connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/IPI1 Quality Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996190 PL15-401_UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:53 2015 Page 1 ID:zs2ygYHMYItI Z1p9y12tlyAg??-VDFj2NvUKVSD5SyfdTLXP?LIANOSvShcrUnIcKByEzg8 1 1-0-0 1 01_4_10F.' - 21 11-2-0 I 1-2-0 II 1-2-0 11-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 w 4 rAl I kWA&/W4 Lir °/41 I LI 1 r/A I Li 4 rAl 1‘41t=bk\-E I IFM/ N- 1":135 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 1 14-4-14 1.-11-1p 1 21-4-0 1 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,V)- [17:0-1-8,Edge],[27:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d 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 Incr 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=-1712/0,3-4=-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 ��Ep P R OFFS attached to walls at their outer ends or restrained by other means. ��?\�'` �'NG[NEF s�O29 87022PE �" ycn 7 N �Aj, OREGON (I'?OJ 'AO Ftij$ER 11 \- °S A. R5 EXPIRES:06/30/2017 November 30,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 14111-7473II.7473 rev.10/03/2015 BEFORE USE. 0.... 1Design valid for use only with M1ek®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,not . , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overallbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON ' R45996191 PL15-401_UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:56:55 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-RbNUT2xlr7TphFpOamZt5mNZXBDkwWw7x5njO3yEzg6 1 1-6-0 1 1-3-4 1 1 1-1-10 1 1-0-0 I 1 1-2-0 1 I¢]]72_1 Scale=1:38.5 3x4 = 4x8= 3x4 I I 4x5= 4x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 ® a a -i o a a -e o c - o I. / \ / \ /a\ / N / /a\ /�\ /.N /a\ i.ci' MP o o c o - e e o ,1 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8= 3x6 FP= 4x5= 3x5= 3x5 = 3x4= 3x5= 3x5= 3x5= 3x4= 4x6= 14-0-14 3-0-4 I 12-10-14 1$-5-19 I 22-7-8 1 3-0-4 9-10-10 b-7-0 8-6-10 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge],[27:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d 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 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=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=0/1844,2-34=-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=0/1225,4-34=-1464/0,21-23=-940/0, 21-24=0/801,19-24=-661/0,19-25=0/534,17-25=-402/0,17-26=0/273,14-27=-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. siEp PR°FF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement <GSoat the bearings.Building designer must provide for uplift reactions indicated. ��Co ANG]NEER (-vo 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 be attached to walls at their outer ends or restrained by other means. 4t"- 8 • 2 P Er 6)CAUTION,Do not erect truss backwards. ti yN / tN �Atij, OREGO QOr 'pO Fi�jBER \1 \ �`s A. HS?` 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 Mfrekx connectors.This design is based only upon parameters shown,and is for an individual building component,notmll . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996192 PL15-401_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:56 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-vnxshOyNcRbgJPNC8T56d_wjMb17f4rHAIWGwWyEzg5 I-1-11°-1 9-5-91 1-2-0 11:1-7-1gl0-9-0 1o9o1109o1a9011o901090 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 e .a e - • Li p :. O ... • . " O ..-. a AA a :. a `a a QV T e - eBe 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 13-2-14 110.-9-141 1 20-2-0 1 13-2-14 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 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 Incr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 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) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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=-690/0,6-37=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. ��r rO PR 0FFs1S 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. co ANG)NEER /„2 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. - 87022 PE r 57 4) OREG N ti�Q�/ 90 FMBER \1 ,,\' '. A. HeC't EXPIRES:06/30/2017 November 30,2015 4 __ 1 ®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 M1ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A 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/IPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996193 PL15-401_UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:56:57 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12tlyAg??-N_VEuky?NIkXxZyOiBcLABSx??vyowQPPGgTyyEzg4 1 1-6-0 1 1-3-4 1 1 1-4-10 I 2-0-0 1 1 1-241 11 1-1-10 I 1 1-3-11 1 1-3-0 I Scale=1:39.1 1.5x3 II 1.5x3 II 3x5 = 3x8= 1.5x3 H 1.5x3 11 3x6 FP= 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 N • 25 24 23 22 21 20 19 18 17 16 3x6= 3x6 FP= 3x8= 3x5 = 1.5x3 II 1.5x3 II 3x6= 3x8 = 14-0-14 I 3-0-4 1 12-10-14 l$-5-1 19-7-0 22-4-11 3-0-4 9-10-10 b-7-0 5-6-2 I 2-9-11 1 0-7-0 Plate Offsets(X,Y)- [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/def1 L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.09 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.14 20-21 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.01 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=-371/0-3-12,24=1523/0-7-0,25=-504/0-4-4,17=1310/0-5-8 Max Uplift l6=-458(LC 6),25=-596(LC 6) Max Gray 24=1524(LC 3),17=1312(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1761,3-4=0/1762,4-5=-298/0,5-6=-298/0,6-7=-1358/0,7-8=-1358/0, 8-9=-1201/0,9-10=-749/0,10-11=-749/0,11-12=-749/0,12-13=0/1257,13-14=0/1254 BOT CHORD 24-25=-917/0,23-24=-779/0,22-23=-779/0,21-22=0/979,20-21=0/1201,19-20=0/1201, 18-19=0/1201,16-17=-597/0 WEBS 2-25=0/1103,2-24=-1148/0,8-21=-122/284,6-21=0/426,6-22=-764/0,4-22=0/1198, 12-17=-1333/0,12-18=0/910,4-24=-1200/0,9-18=-634/0,14-16=0/762,14-17=-892/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. `��Eo PROF4-, -\� NGINFF9 /o 2 cc 87022PE 9r -7 �Aj, OREGO ti,O4N 90 FM$ER 1\ C, OS A. HE?' EXPIRES:06/30/2017 November 30,2015 i 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. 1+ Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1/fP11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996194 PL15-401_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 10:56:59 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12t1yAg??-KMd?JQ_FvM FAt6npcepFcYEQoVsPUjsjlwXryEzg2 r}1� 10-8-4II1-2-0 Ioik7=1111 10-9-0 o-s•o Io-9-0 0-9-0IIo-s-0I0-9-0 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 18 19 20 21 22 23 24 25 8192135IiP' / /iV\iAW\V\*1 w. 00 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 10-7-0�0-7-0 I 25-9-23 13-5-12 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud 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 lncr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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=0/1017,4-39=-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. � D P R QFFs 2)All plates are 1.5x3 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 CDD NEF 1.51 be attached to walls at their outer ends or restrained by other means. R ,,,_'Cl- 870 2PE / c CD_ ,N tv y AT OREGON c]�Qtv 9t, ccIBER -N pS A. H .# EXPIRES:06/30/2017 November 30,2015 I Ir MIMS ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/20 15 1 BEFORE USE. NI Design void for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing !Mel(' 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 Cdteda,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1114i, Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. n Cl-2 C2-3 0-1/1e2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves D 4 may require bracing,or alternative Tor I _ p bracing should be considered. 10.1A4r U �� O 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. O c» 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ C6-7 5'6 - designer,erection supervisor,property owner and plates 0 'aa' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint . —.. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and /� Trusses are designed iall respects,equal to or better than that �� Indicated by symbol shown and/or g d 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 spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. ......- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member orplate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. �� WI18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures]before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, [\,1 it li► C 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-A REVISED 11-25-15 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. , PR© s„ 144 'cc" 897$2PE 9r (-41 OREGON 24° /E-4FWV:rrl2j -2j22.1..9_,• • • 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 ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 RODE' #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=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 = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 1DPSF 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 '1 T T 1212 IIM-4x4 10.90 7 3 N 10.90 0004111\116\1 (y) So i 0 M-3x4 M-3x4 y y 9,oi PROFC 11-00l 15-02 1-00 . Ca '1NE4- l� . 89782PE r" JOB NAME : 3413-A REV. POLYGON NW - Al Scale: 0.3909 M[ WARNINGS: GENERAL NOTES, unless otherwrse noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual _ A OREGON Q �. Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper `1'f A�i,� /+tom 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibilityof the building designer. ��� A. ,.-47-4"... 3.Additional temporary bracing to insure stabIAy during constructors 2.Design assumes the top and bottom chorda to be laterally braceden T _ Is the res onslbll me erector.Atldlibnal t brocm i 7 o.c and at 10'o c.respectively unless braced throughout their length by V responsibility ofpermanent g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1A7Pq�" } ' - DATE: 11/30/2015 the overall structure Is the responsiblEy of the building designer. 3.2x Impact bridging or lateral bracing required where shown+0 PAUL 4.No load should be applied to any component until after all bracing and 4.Installation of truss is Me responsibility of the respective contractor. --- SEQ.: K15 6 0 7 7 5 fasteners are complete and at no time should any wads greater man s.Design assumes trusses are Io be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and aralssann sfullbadof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes loll bearing at all supports shown.Shim or wedge if EXPIRES: 1 2/31/20.16 spo�i y ry. G!J lLAJ 1 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set fodh by 8.Plates shall be located on both faces of truss,and placed so their center TPWVICA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 3=(-729) 317 1- 8=(-921) 531 3- 9=(-912) 923 2x6 KDDF #1&BTR T1 SPACED 29.0" O.C. BC: 2x9 KDDF #1&BTR 2- 9=( 0) 0 8- 9=(-387) 534 9- 9=(-289) 990 3- 9=(-595) 308 9- 6=(-185) 998 9- 5=(-169) 138 WEBS: 209 KDDF STAND LOADING 4- 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 PDF 6- 7=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA NOTE: 2x9 BRACING AT 24"OC UON. 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/ 139H 153.50" 1.00 KDDF ( 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-1.509 or equal at non-structural COND. 2: Design vertical members (uon). - checked for net(-5 psf) uplift at 29 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 f MAX HORIZ. LL DEFL = -0.007" @ 27'- 0.5" 14-09 2-06-05 3-07-11 3-08-09 3-10-07 MAX MOBIL. TL DEFL = 0.009" @ 27'- 0.5" 1 T ,r T T T 10.90 12 M-4x9+ fi 12 Design conforms to main windforce-resisting 7 N10.90 system and components and cladding criteria. 11111110,8, Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4,7 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. :-4x6 M-1.5x3 �4 CD M-3x65 0.25" M-3x9 O M-3x4+ M-5x12(S) xl tib pRO �``s 19-11 y 7-07 b �`�� �INE /�:. 1-00 27-06 1-00 89782PE JOB NAME : 3413-A REV. POLYGON NW - B1 " "-_, ' Scale: 0.1890 p C/A ^1 N WARNINGS: GENERAL NOTES, unless otherwise aced • ei OREGON .N Truss: B1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual and Warnings be/ore construction commences, building component Applicability of design parameters and proper �_ fr 2.2x4 compression web bracing must be installed where shown+. ncorporetbn of component is the responsibility of the building designer. •'y a�F _i' • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at • /'r a s UL �`V is the respons b'fdy of the erector.Additional permanent bracing of roc,and at to o c,respectively unless braced throughout their length by �•J 1 structure is the responsibility continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure spona ty of the building designer. 3.2a Impact bridging or lateral bracing required/mere shown++ . • SEQ.: Ki5 6 0 7 7 6 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respectbe contractor. fasteners are complete and at no time shwid any loads greater than 5.Design assumes Wsses are to be used m a non-corrosive environment C�/(� TRANS ID: LINK design loads beapplied toarycomponent. and are for"drycondition"ofuse. EXPIRES-. 12/3112016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if C/k E- !-TGJ fabrication,handling,shipment and Installation of components. necessary. November 30,2015 6.This design Is furnished subject to the limitationsset forth by 7.Design assumes adequate drainage is provided. 8.Plates shall be located on both faces of truss,and placed so their center TPVWFCA in BCSl,copies of which will be famished upon request, lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6(1 - 9.Digits Indicate size of plate in Inches. LZ P ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 27-06-00 GIRDER SUPPORTING 90-02-00 IBC 2012 MAX MEMBER FORCES 4WR/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: 2x9 BIDE STAND; LOADING 3- 4=( -9054) 2199 7- 8=(-2136) 9795 7- 3=(-2814) 11598 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5-(-13563) 3066 8- 5=(-2136) 9789 7- 4-(-9539) 1203 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 27'- 6.0" V 8- 9=(-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. UON. 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 -314/ 314H 5.50" 19.48 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.48 KDDF ( 625) ---1'-- ( 3 ) complete trusses required. Join together 3 ply with 3"x.131 DIA GUN nails staggered at: \AAI 9" oc in 2 row(s) throughout 2x6 top chords, o /XV�'V�'\ 4" oc in 2 row(s) throughout 2x8 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 '• c spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - TION " @ 20'- 2.0" 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" f f f 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-4x10 system and components and cladding criteria. 10.90F N10.90 4.0" Wind: 140 mph, h=25.5ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 3 4t7( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DI load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x8 M-3x8 li' �� M-5x16 M-5x16 II, NEU IN ardillIES lin. 10111.111=11. IIMII 0 1'= 6 7 B o M-4x10 -M-10x10 M-4x10 M-7x8(S) * Y y y y ; "t„i) P R Q f 7-04 6-05 6-05 7-04 y is os 1 lz oo b �Gj� 1�G� i /0 y 27-06 e9782PE ' • JOB NAME : 3413-A REV. POLYGON NW - B2 Scale: 0.1866 / •am WARNINGS: GENERAL NOTES, unless otherwise noted: • y / /A � '• I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual FJ,}_OREGON rt �. Truss: B2 and Warnings before construction commences, building component.Applicability of design parameters and proper `-jamr_ V 2.254compressonwebbracingmustbenstalledwhereshown0. incorporation ofcomponeMsthe reaponsblltyolthe bummgdesigner. .. �w- V,gR1 � 32 tCi 3. at Additional temporary bracing to insure Stability during construction 2.Son,Desigassumes the top and bottom dares to be laterally braced es N +'f \ 7 o c and at 10'o c respects ply unless braced throughout their length by I- �S is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA I } W1/4'..:'-:,-- DATE: DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. -V 1� SEQ.: K1560777 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ars complete and at no time should any loads greater than 5.Design assumes trusses are to e.used in a noncorrosive environment, and areTRANS ID: LINK dempEon,pi bads be applied to any component. Design sssume�"l bay of supports wedge c 5.CompuTrus has is control over and assumes no responsibility for the 8.nGecefull bearing t all su ds shown.Shim or wad If EXPIRES: 121a1/2018 ssary. EX(-IRE fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint be of ceninter inches. lines. 9.Digits in MTek USA,Inc./CompuTrus Software 7.6.6(114-E 10.For basic connector plate design values see ESR-1311,ESR-1980(MTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 0.0" TC: 2x4 KDDF #1513512 !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BC: 2x9 KDDF #16HTR 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. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.Bft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 92.0 PSF load duration factor=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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 8-00 8-00 12 1' IIM-4x4 2 10.90 7 2 N 10.90 o 4l11hh\ oo 0 -M-4x4 =M-4x4 b 16-00 y1-00 b `5� �1N, � cs ' . A' 00• 8g782PE E '�C'e JOB NAME : 3413—A REV. POLYGON NW — GGE • Scale: 0.3299 -.L � WARNINGS: GENERAL NOTES, unless otherwise notetl / Truss: GGE Buller end erection contractor should be advised of all General Notes This design abased only upon the parameters shown and is for an Individual OREGON and Warn ngs before construction commences. building component.Applicability of design parameters and proper /�y, 2.2x4 compression web bracing must be installed where shown,. incorporation of component Is the responsibility of the building designer. �-e/ 3.Additional temporary bracing to metre stability during construction 2.Design assumes the top and bottom chortle to be letarelty braced at ''9,41- Giq y,A....{ •�, � is the responsibility of Ire erector.Additional permanent bracing of 2 c.c.and at 10 o c.re ch es sty unless braced throughout their length by /�. TT 7 T �� DATE: 11/30/2015 the overall structure Is the responsibility continuousxI sheathing such l b splywoodang required sheath here c own•tlrywall(BC). I'� j y (� pons ry of the building ng tles goer. 3.2x Impact bridging or lateral bracing where shown,. 1"� UL >♦` SEQ.: K15 6 0 7 7 8 4.No load should be applied to any component until atter all bracing and 4.Installation or Truss is the responsibiiry of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for arycondition.or use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if fabrication,handling shipment and installation of components. necessary. EXPIRES: �A�/.311+`f/5� . 8.This design refurnished subject to the limitations sot forth by 7.Design assumes adequated drainage is provided. �7 C cc77 17 GN TPUWfCA in SCSI,copies of which will be furnished upon8.Plates be located on both faces of buss,and placed so their center November 30,2015 request. lines coincide with Joint center lines. 9.Digits indicate size of MTek USA,Inc./CompuTrus Software 7.6.7(7 L}E pIn inches. 70.For basic connector platelate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 40'- 0.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LUMBER 4PECIFICATIONS TC: 2x4 KDDF #1&BTR LOAD DUSPAIED I24R0ASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD 42.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD - 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF 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 13-03-01 6-08-07 6-08-07 13-04-09 '1 '1 ' IM-4x4 12 12 Q 7.50 V7.so 17. � M-3x5(5) M-3x5(5) 0 44 oEJ - � e LinI fM-3x5(S) M-3x5(S) o o M-3x4 M-3x4 y y -1-N- .4.7.---.--,0/4.--.. ., • P •R®FFS J, -- 15-09-08 6-04 15-11 Ca �(a[N-.F /Q , y 40-00-08 ''44' 1—O �G]GPE F�.- • • • JOB NAME : 3413—A REV. POLYGON NW — Cl r--� •....- • Scale: 0.2000 WARNINGS: GENERAL NOTES, unbss otherwise noted: 1. OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an IndN dual r ` �� A. • Truss• Cl and Warnings before construction commences. building component.Applicability of design parameters and proper fA f}` • 2 2x4 compression web bracing must be installed where shown• incorporation of component s the respond b I8y of the building designer. "1 , 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at steres sibs f the erector.Additional t bracingof 2ntinuo sheat 1Cf thing sash plyplywood unless sheathing(TC) )and/their dtywalgsC).th by �y (� port ry o permanen aormnuoue sheath ng such as pywootl shealhing(TC)anNor drywall(BC). -�� C�. �� T s•� DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required vinare shown 0 0 SE K 15 6 0 7 7 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibdly of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for•dry condition'of use. TRANS ID: LINK 6.Design assumes mgbearing atagsupports shown.Shim orwedge if EXPIRES � 13112016 • 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrbation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shag be boated on both faces of truss,and placed so theft center TPIAMCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate sloe of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.7(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 TC: 2x9 BODE 916BTR TRUSS SPAN 90'- 0.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 9=(-750) 2322 2- 9=(-277) 367 WEBS: 2x9 KDDF STAND SPACED 29.0•' O.G. 2- 3=(-2520) 1212 9-10=(-471) 1952 9- 3=(-309) 550 3- 4=(-2032) 1105 10-11=(-195) 1440 3-10=(-674) 563 TC LATERAL SUPPORT <= 12"00. UON. LOADING 4- 5=(-2035) 1088 11-12=(-504) 1816 10- 9=(-971) 1029 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2590) 1157 12- 7=(-727) 2107 9-11=(-976) 1090 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2650) 1035 11- 5=(-666) 568 OVERHANGS: 0.0" 16.5" TOTAL LOAD = 42.0 PSF 7- 8=1 0) 83 5-12=(-262) 573 LL = 25 PSF Ground Snow (Pg) 12- 6=(-297) 346 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" -264/ 1707V -313/ 303H 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 90'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "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 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 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 T De9ign and to main windforce-resisting T f f f Ys ponents and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), 7.50 M-9x6 Q 7.50 load duration fl.6,EnclosCat.2, Exp.B, MWFRS(Dir), 0 4. " 4 .0 • End vertical(s) areexposed to wind, V4\ Truss designed forwind loads in the plane of the truss only. M-5x6(S)" M-Sx6(S) 0.25 0.25" , N M-1.5x3 M-1.5x3 • i ,r, 0 o r M-5x` /-O 1 9 !1A !4' o of -3x6 M-3x4 0.25" 0 12 `r' Iy /��• 0.25" M-3x9 - i6 c, - 0 PR 0. 6(S) M 5x6(5) ). (5' 4.- y ) y l y V 8-02 7-07-08 8-04 7-07-06 8-03-08 +� �y. ps� y 40-00-08 y y 4'7.�OGP '.. 1-04-08 • • JOB NAME : 3413-A REV. POLYGON NW - C2 r• Scale: 0.1555 „---7"3 / �A /.1 ': WARNINGS: GENERAL NOTES, unless otherwise noted - i ®sEG©N (�1 Truss C2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual (2V and Warnings before construction commences. budding component.Applicability of design parameters and proper ->4� e'/a•�Y,_ $ V � 2.2s4 compression web bracing must be installed where shown+. Incorporation of components the responsibility of the building designer. '"1/'y • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at jr �� s Me responsibility of the erector.Additional permanent bracing of F o c and at ie o.c.respedlvaN unless braced Throughout thea length by UL DATE: 11/30/2015 the overall sties-tura is the responsibility of the buildingdeli continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). designer. 3. Impact bodging or lateral bracing required where shown SEQ.: K 15 6 0 7 8 0 4.No load should be applied to any component until after allIr bracing and 4.Installation of truss is the responsibility of the respective connector. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment v C�'r r��J /r�(� TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. EXPIRES: 1Gf 3�1/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing a[all supporta shown.Shim or wedge If `� fabrication,handling,shipment and installation of components. necessary. November 30,2015 7 6.This design s famished subject to the limitations set forth by 0.Design assumes adequate drainage is provided. TPUWt'CA in 8001,copies8.Plates shall be located on both faces of truss,and placed so their center of which will be famished upon request. lines coincide with jolts center lines. 9.Digits indicate sae of MiTek USA,Inc./CompuTrus Software+7.6.6SP2(1 L}E plate in inches. 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 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LOAD DURATION INCREASE = 1.15 1- 2=(-4162) 1836 1-11=(-1458) 3621 11- 2-) -405) 1158 6-16-(-473) 1050 BC: 2x4 KDDF #16515 SPACED 24.0" O.C. 2- 3=(-2777) 1172 11-12=(-1311) 3229 2-12=1 -791) 555 16- 7=(-686) 568 WE: 2x9 KDDF ST&NDR 3- 4=(-2251) 1067 12-14=1 -766) 2440 12- 3=( -28) 349 7-17=(-263) 573 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-2168) 1170 13-15=1 -26) 64 3-14=1 -618) 363 17- 8=(-297) 346 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1929) 1166 15-16=I -196) 1380 13-14=( -87) 0 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1969) 1088 16-17=1 -504) 1759 14- 4=( -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=(-2474) 1157 17- 9=( -728) 2080 14- 5=1 -503) 1037 8- 9=(-2607) 1035 14-15=( -358) 1722 OVERHANGS: 0.0" 16.5" LL = 25 POP Ground Snow (Pg) 9-10=( 0) 83 5-15=(-1103) 733 15- 6=) -587) 998 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) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197" @ 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 1 ' f MAX HORIZ. LL DEFL = 0.099" @ 39'- 7.0" 2-05-12 5-05 5-05 2-04 4-03-12 6-06-10 � 6-06-10 � 6-11-13 � MAX HORIZ. TL DEFL - 0.159" @ 39'- 7.0" T T T T T T 12 Design conforms to main windforce-resisting 12 M-4x6 Q 7.50 system and components and cladding criteria. 50 ¢,'" Wind: 140 mph, h=25.Sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 ,(.( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f M-3x5 !\ load duration factor=1.6, M-SX6(S) End s designed or exposed to wind, M-5x6(5) C Truss designed forwindloads in the plane of the truss only. .25" 6 0.25" t* M-3x4 141111111111 ti 3 M-1.5x3 M-3x5 2 M-3 x8 .. o o `ice - f-1 "(- o , M-5 x6 12 ro 141122"..--- ,, - 116 M-3x417/111111111111111.-' •%D 6 ,, 1 M-3x4+ M-3x4 I 13 15 0.25" l ,, o M-1.5x3 M-3x4+o co M-5x8 M-9x 10 M-5x6(S) GI 3.75 - PD ()F 12 -Se b b b y b ) ) � � CN�� .7 2-05-12 5-05 5-05 2-04 8-05-12 7-07-08 8-03-08 � � � * yy b y2-04 10-10 26-10-08 1-04-08 •A:'.. :"f9782PE 40-00-08 JOB NAME : 3413-A REV. POLYGON NW - C3 I/ MINN Scale: 0.1297GREG©N N. WARNINGS: GENERAL NOTES, unless otherwise noted: 4. . I VCO 1 Builder and erection contractor should be advised of all General Notes 1.This design N based only upon the parameters shown and Is for an individual - A[�.F� }� Truss• C3 and Warnings before construction commences building component.Applicability of design parameters and proper rS i g mus Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing 1 be installed where shown+, 2.Design assumes the top and bottom chords to be!Merely braced at til.. 1 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10 o.c.respectively unless braced throughout Meir length by -�.I L Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)sealer drywall(BC). DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. S E El 55 6 0 7 81 4.No load should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ��*sr 12/31/2016!�/�y/ry(� Q• fasteners are complete and at no time should any loath greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �"' P'tREJ• I GI J I/'L'V 1 and are for"dry condition"of use. TRANS ID• LINK design loads sreapplied taany component. 6.Design assumes full bearing at al supports shown.Shim or wedge if November 30,2015 5.CompuTms has no control over and assumes no responsibility for thenecessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center TPIIWICA In SCSI,copies of which will be furnished upon request. flees coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software.7.6.6-SP2(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1985(MTek) 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=(-4154) 1835 1-10=(-1458) 3603 10- 2=( -405) 1153 14- 6=(-586) 996 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2778) 1172 10-11=(-1311) 3212 2-11=( -787) 555 6-15=(-473) 1053 WEBS: 2x9 KDDF STAND 3- 4=(-2252) 1066 11-13=( -766) 2427 11- 3=( -28) 349 15- 7=(-688) 568 LOADING 4- 5=(-2169) 1170 12-14=( -26) 63 3-13=( -617) 363 7-16=(-322) 583 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PIF 5- 6=(-1929) 1165 19-15=) -202) 1369 12-13=) -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=( -503) 1748 13- 9=) -197) 180 TOTAL LOAD = 92.0 PSF 7- 8=(-2985) 1224 16- 9=( -769) 2083 13- 5=) -503) 1033 8- 9=(-2610) 1087 13-14=( -396) 1711 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 5-14=(-1100) 749 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX BORE BRG REQUIRED BAG 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) 90'- 0.5" -265/ 1682V 0/ OH 5.50" 2.69 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 9.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.393" @ 13'- 9.0" 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" f T 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 ,' f 1 ,r f f 1 T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. ,44 7.5017' M-4x6 Q 7,50 Isi Wind: 190 mph, h=25-5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 load duration factor=1.6, ` e End vertical(s) are exposed to wind, M-5x6(5)M-3x5 F44Nsis:M-5x6(0) Truss designed for wind loads in the plane of the truss only, 0.25" 0.25" 9 7 M-3x4 3 M-1.5x3 M-3x5 z M-3x8 ill - \/0 0111111.11 ,... _ ._ Aillikkh o M-5x6 11 , 13' ..-=u 'i4S _ o 1 M-3x4+ M-3x9 0 12 19 15 16 •66 0 M-3x4+ o M-1.5x3 0.25" M-3x4 M-3x6 1 M-5x8 0 a 3.75 M-4x10 M-5x6(S) 12 �t,D PRO y y y y y y 4I .s .AGNE� /2-04 5-05 5-06-12 2-04 8-05-12 7-07-08 8-03-08,I' y y y2-04 10-10 26-10-08 40-00-os y e 9'782 P E r- • JOB NAME : 3413-A REV. POLYGON NW - C4 Scale: 0.1397 �i / WARNINGS: GENERAL NOTES, unlessotherwicenoted / OREGON - Truss C4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an lndtvdual • and Warnings before construction commences. balding component.Applicability of design parameters and proper 17:jwc +�Ll fy A. r15.) � 2.254 compression web bracing must be Installed where shown i. incorporation of component is the responsibility of the building designer. 17a TT T { 3.Additional temporary bracing to insure stability during constructon 2.Design assumes the top and bosom chords to be laterally braced at ! is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10.o c.re ch as plywood unless braced throughout their length by L DATE: 11/30/2015 continuous sheathing such as plywood sheet whereC)and/or drywall(BC). the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required shown 0 0 SEQ.: Ki5 6 0 7 8 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. I nycomponen and are for"dry condition"ofuse. EXPIRES: 12/3'1/2016 TRANS I D: LINK design asdsbeapp applied to a 6.Design assumes full bearing at all supports shown.Shim or wedge if November 30,2015 5.CompuTrus has no control over and assumes no responsibility for the ssery fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWlCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate age of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.7(1LYE 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 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 8=(-750) 2311 2- 8=(-277) 387 11- 6=(-304) 399 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 8- 9=(-507) 1941 8- 3=(-309) 550 WEBS: 2x4 KDDF STAND 3- 4=(-2033) 1105 9-10=(-202) 1429 3- 9=(-674) 563 LOADING 4- 5=(-2038) 1107 10-11=(-503) 1805 9- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2552) 1223 11- 7-(-769) 2122 4-10=(-476) 1043 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1087 10- 5=(-688) 567 TOTAL LOAD = 42.0 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 PSF LIMITED STORAGE 0'- 0.0" -267/ 1707V -298/ 298H 5.50" 2.73 KDDF ( 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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 mai n windforce-resisting 19-11-08 20-01 system and componentsand cladding criteria. T f f Wind: 190 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), ff f T fload duration factor=l.6, 12 12 End vertical(s) are exposed to wind, M-4x6Truss designed for wind loads 7.50 Q 7.50 4.0" in the plane of the truss only. 4 4 v' M-5x6(3) M-5x6(5) 0.25"VaC 0.25" 3G >15x4AN • A . ,c)N p O /16111111111k-: ! 'io N 0 I 1 ^M-3x6 M-3x4 3.25 " V.25" M-3x4 M-3x6 : Ct PRl1F M-5x6(S) M-5x6(5) GV tlP l b y b b i, r GIN ��qy -1 y 8-02 7-07-08 8-04 7-07-08 8-03-08 y V 'T 40-00-08 A ®'9 32 P E T JOB NAME : 3413-A REV. POLYGON NW - C5 Scale: 0-1533 sem✓, --�'� WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON }A Al 1.Builder and erection contractor should be adv sed of all General Notes 1.This design Is based only upon the parameters shown and is for an individual _ . O R EGO1 Y rte aa,,,.. Truss: C5 and Warnings before construction commences. building component Applicability of design parameters and proper 4 �(- - incorporation of component s the responsibility of building designer. • 2.2x4 compression web bracing must be installed where shown 2.Design assumes the top and bottom chords to be laterally braced at � � -� 3.Adddonal temporary bracing to Insure etabilte during construction Yoc and at l0'o.c respectrvety unless braced throughout their length by hy is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). lxA 1'1 L �� DATE: 11/30/2015 the overall structure Is the responsibilty of the building designer. 3.2a Impact bridging or lateral bracing required where shown s h li,l SEQ.: K 15 6 0 7 8 3 4.No load should be applied to any component until alter al bracing and 4.Installation of truss Is the responsibility of the respective contractor. • fasteners are complete and at no bee should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, end TRANS I D' LINK design bads ba appged to any component. Design mrdry condition"bear•g use. 5.CompuTrus has no control over end assumes no responsibility for Me 8.Dee assumes lull bearing al all supports shown.Shim or wedge k ry. EXPIRES: 12/31/2016 fabrication,handling.shipment and installation at components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPI/WTCA In BC SI,copies of which vnll be furnished upon request. lines coincide 54th joint center lines. 9.Diggs indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1986(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: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1091 1- 9=(-766) 2364 2- 9=(-303) 399 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2560) 1227 9-10=(-477) 1968 9- 3=(-321) 582 WEBS: 2x4 KDDF STAND 3- 4=(-2047) 1110 10-11=(-198) 1449 3-10=(-688) 568 LOADING 4- 5=(-2045) 1092 11-12=(-507) 1824 10- 4-(-476) 1043 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) 1040 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-2659) 1038 11- 5=(-686) 568 TOTAL LOAD = 42.0 PSF 7- 8=( O) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-296) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORS BRG REQUIRED BAG 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) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.137" @ 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 T f T f 1 T f system and components and cladding criteria. 12 7.50 M-4X6 12 Wind: 140 mph, h=25.Sft, TCDL=9.2,BCDL=6.0, ASCE 7-10, Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, q ../-4' End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x6(5) .M-5x6(5) .25" 05" 3 \ . . / M-1.5x3 M-1.5x3 • IIIIIIIIIIIIIIIkAhIIIIIIIIhb,...' . 0 o 12 p 0 1*M-3x6 M-3x4 °.25" 1.25" M-3x4 M- 6 �� Pp�F��... oM-5x6(S) M-5x6(S) o 8-03-08 7-07-08 8-04 7-07-08 8-03-08 y c, ' e � `T �i" )' )- l tv 40-02 1-04-08 8g782-PE E JOB NAME : 3413-A REV. POLYGON NW - C6 • • • Scale: 0.1516 =-� ,�.` WARNINGS: GENERAL NOTES, unless otherwise noted' / OREGON )� Truss: C 6 1.Bu lder and erecton contractor should be adv sed of all General Notes Ths design Is based ony upon the parameters shown and is for an Individual lit- OIN and Warnings before construction commences. building component.Applicability of design parameters and proper - 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �Ia T'I J �j �j� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /'�{ �`fy4, is the responsibility of the erector.Additional permanent bracing of 2oc.and al 10 oc reepectrvety unlace braced throughout their length by - VA\'.4 DATE• 11/30/2015 continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). �u4.0 L the overall structure is the responsibil ty of the building designer. 3.2i Impact bridging or lateral bracing required where shown a+ SEQ.: K 15 6 0 7 8 4 4.No load should be applied to any component until after all bracing end 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design a non- corrosive trusses are to be used In a nonorrosive environment, TRANS ID: LINK design loads be applied to any component. and are foraryconaftlon'erase. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing efalsupports shown.Ohimorwetlgaif EXPIRES: 12/31/2016 fabrication,handling, necessary. edacbleteWellmNaknssetforthby 7.Designassumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by e.Plates shag be loceted on both faces of truss,and placed so their center TPIM?CA in SCSI,copies of which wtll be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7(1 - 9.Diggs indicate eke of plate in inches. L E p ) 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'— 2.0" 1COND. 2: Design checked for net(-5 psf) uplift at 29 "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"0C. 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 P55' (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 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 CON. 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. 20-01 20-01 f T 1' 13-09-09 6-08-07 6-08-07 13-04-09 '( 1' T 'f T 12 IIM-9x4 12 7.50 ' NN - 17.50 M-3x5(5) irl:M-3x5(S) 41111111111IIIIIIIIlIllIliiiIIh!l. 9 ii M-3x5(9) M-3x5(S) o M-3x9 M-3x4 °p PROP S 15-11 y 8-04 y 15-11 c3 v\G1N��j� / y 41 40-02 CC .. 1-Q-64782PE �.. JOB NAME : 3413-A REV. POLYGON NW - C7 Scale: 0.1993Wr WARNINGS: GENERAL NOTES, unless otherwise notedI OREGON e.,,- 1.Builder and erection contractor should be advised of all General Notes 1.This design N based only upon the parameters shown and is for an Individual -$7. ^N. ,(_ Truss: C7 and Warnings before construction commences. building component.Applicability of design parameters end proper l/�I (�4 2.2x4 compression web bracing must be Inatelletl where shown+. incorporation of component is the responsibility of the building designer. V 3.Additional temporary bracing to insure stab Ity during construction 2 Design assumes the top and bottom chords to be laleraho braced at R - 1 .._ is • the responsibility of the erector.Additional permanent bracing of Z o.c.and at 10'o.c.respectively unless braced throughout their length by • F/� • DATE: 11/30/2015 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)a as ar tlryvrall(BC). PJ7 U I.. '*, esponsi N e 3.2x Impact bridging or lateral bracing required where shown++ PAW_ SEQ. : K15 6 0 7 8 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss isththe e respare o wbittly tt aenon<orespective melve enractonment, fasteners are complete and at no time should any loads greater than and a e for'Design dry trusses condition"of use. TRANS I D: LINK design ads be applied to any component. 6.Design assumes Nat supports II bearing et hown.Shim or wedge if 5.CompuTrus has nocontrol over and assumes noresponsibiliyfor the aaaN. -EXPIRES: 12/31/2618 fabdcation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed sa their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC i • LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" COND. 2: Design checked for net(-5 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 gpsf) uplift at 24 "oc spacing. BC: 2x9 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. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 14D 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), TOTAL LOAD = 42.0 PSF load duration factor-1.6, M-1.5x9 or equal at non-structural End verticals) are exposed to wind, vertical members (ton). LI. = 25 PSF Ground Snow (Pg) Truss designed for wind 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 12-06-08 12 9.00 D 2 0 0 mn N l N o f i� 0 3 M-3x4 4 y y y 1-00 11-06-08 y y 12-06-08 j60..) PRpF4 89.782 P E Pte. JOB NAME : 3413-A REV. POLYGON NW - D1 • Scale: 0.4806 =' •/ WARNINGS: GENERAL NOTES, unless otherwise noted \` 1 Truss: D1 1.Builder and erection conlraUorshould beadvised ofall General Notes 1.This design isbased only upon Neparameters shown and lator enlndbedual -c7 OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper - ! 2.2z4 compression web bracing must be installed where shown a incorporation of component Is the responsibility of the building designer. { 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - �by,�."..t�:t� is the respons b try of the erector.Add tonal permanent bracing of Y o c and at 10 o.c.respectively unless braced throughout their length by rT r { DATE: 11/30/2015 the overall structure Is the reaps blllty of the building designer. contpactsridgingiorsuchas plywooduired 9TC)anWor Orynall(BC). MA ��� 4.No load should be applied to an 3.2z Impact of tr ng or lateral brat rig required where shown a« SEQ.: K 15 6 0 7 8 6y component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to anycomponent. and are for"dry condition"of use. ))q}JIy/� 5.CompuTrus has no control over and assumes no responsibility for the 8.Designassumes full bearing at all supports shown.Shim or wedge if 'EXPIRES: 1 / 11-G V Ie fabrication,handling,shipment and installation of components. necessary. 78.This design Is furnished subject to the limitations set forth by 6.Plasig"heat bees adequate drainage is truss,andd. 30,2015 8.Plates shall be located on both feces of truss, placed so their center TPINVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-721) 169 1-5=(-235) 630 5-2=) 0) 234 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-106) 98 5-6=(-238) 626 2-6=(-686) 208 3-4=( -7) 3 6-3=(-165) 128 WEBS: 2x4 KDDF STAND; 2x9 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" -66/ 559V -56/ 152H 5.50" 0.84 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12'- 6.5" -66/ 495V 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. JT 1: Heel to plate corner = 5.25" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 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 - -0.042" @ 6'- 8.1" Allowed = 0.708" A 6-09-14 5-04-14 0-03-12 MAX HORIZ. LL DEFL = -0.005" @ 12'- 1.0" f ' f MAX HORIZ. TL DEFL = 0.009" @ 12'- 1.0" 12 M-1.5x3 9.00 D q Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. T Wind: 140 mph, h=21.3ft, TCDL=4.2,BCO1=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x9 in the plane of the truss only. 2 N O O Lo aliallaillaillilil wp rn O 7 lib- IIS 6 -/ 0 M-3x8 M-1.5x3 M-3x4 J, b y 6-08-02 5-10-06 Y Jr Jr 1-00 11-06-08 y 12-06-08 y ,,,� C? . <c, 89'782PE re JOB NAME : 3413-A REV. POLYGON NW - D2 _� sy� / . • Scale: 0.4181 .7 /"` \ J - WARNINGS: GENERAL NOTES, unless otherwise noted: d/ p }A`a�' 1.Builder and erection contractor should be advised of all General Notes 1 This designs based only upon the parameters shown and is for an Individual 74,QR EGON 6^., � . Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper /ff�r ) 2.2x4 compression web bracing must be installed where shown+. incorporation of component s the responsibility of the building designer. r+/g� .t 3.Adddlenal temporary bracing tonsure stability during construction 2 Design assumes the top and bottom chortle tube throughoutaterally braced at ,(+� 1( Ie the res onslbll tihe ereUor.Additional tbracin f 2 continuous and at eo o.c.respect ply unless braced their length by V p yopermanent go sheathing such as plywood sheathing(TC)and/or drywall(BC). "Tit AA._UL RNr- DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 15 6 0 7 8 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In enon-corrosive environment, TRANS I D• LINK design loads be appII d to any component. and are assumesor"dry condition"of use. !��)�j.yJ /� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design full bearing al all supports shown.Shim or wedge if EXPIRES: 12/3 1/201e sponsi y y, C/Ah fE- !f-lt t�77 C c7 /GlJ [J fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Pates shall be located on both faces of truss,and placed so their center TPN/MICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,IRC./CorrlpuTrus Software 7.6.7(1L)-E to.For basic connector plate design values see ESR-1311,ESR-t988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" TC: 2x4 KDDF #16BTRIBC 2012 MAX MEMBER FORCES 42-5-)-432) 100 BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-497) 176 1-5=(-220) 392 2-5=(-932) 199 SPACED 29.0" O.0 2-3=( -63) 77 WEBS: 2x9 KDDF STAND; . 5-3=(-129) 111 2x9 DF STAND A LOADING 3-9=( 0) 0 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 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -52/ 990V -43/ 119H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 8.5" -48/ 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" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFT, = -0.006" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 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 f f f f MAX HORIZ. LL DEFL = -0.003" @ 9'- 3.0" 12 MAX HORIZ. TL DEFL = 0.009" @ 9'- 3.0" 9.00 L ' M-1.5x3 9 Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. P Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads 2 in the plane of the truss only. N I oI in IIIIIIIIIIIIIIIIII { 1 �'' 0 5 M-3x8 M-3x4 y Je b 9-03 0-05-08 1-00 8-08-08 b i' 9-08-08 �"�p PRoFF :9782PE ' JOB NAME : 3413-A REV. POLYGON NW - D3 Scale: 0.9709 • WARNINGS: GENERAL NOTES, unless otherwise noted: 1i l / MEMO Truss' D3 Bolder and erection contractor should be advised of all General Notes This design S based only upon the parametersshove end s for an individual OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper v Cl,7 VIV 2.2:4 compression web bracing must be Installed where shown i. Incorporation of component is the responsibility of the bolding designer. -/r E• r153- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords 10 be leteralty braced at • '57.*,-.-.-V�-Ito, - }�. . `� s the responsibility of the erector.Additional permanent bracing of 2 e s.and at ee o.c.reapectrvety unless bread throughout thea lengN by7 �� DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywoodsheathing(TC)and/or drywall(BC). is (] 3.2x Impact bridging or lateral bracing required where shown+i {� ;i SEQ.: K1560788 4.No load should beapplied toany component until after all bracing and 4.Installation oftruss Is the responsibility of me respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied m any component. and are for dry conadion•of use. 5.CsepuTme has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary' EXPIRES: 12/31/2016 8.ThN dodge is furnished subject to the limitations set forth by 7.Design assumes ailed on drainage to truss, an November 30,2015 8.Plates smiles located on beth(aces of truss,and placed so their center TPIMTCA In SCSI,copies of which will be famished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits Indicate size of plate In inches. 70.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 9'— 8.5" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING 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, BC LATERAL SUPPORT <= 12"OC. UON. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD 10.0 PSF load duration factor=1.6, TOTAL LOAD — 42.0 PSF End vertical(s) are exposed to wind, (u ver.ica or equal non—structural Truss designed for wind loads vertical members on). LL = 25 PSF Ground Snow (Pg) 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 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP bearing wall for entire span UON. ** For hanger specs. — See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 9-08-08 T f 12 4.00 2 —/ N in I in o (•3 ti f I M I 3 4 M-3x4 1-00 8-08-08 y y ��� PQf- C9-08-08 � 41 /89 822✓PP E �" • JOB NAME : 3413-A REV. POLYGON NW - D4 • Scale: 0.5079 - ' C% WARNINGS: GENERAL NOTES, unless otherwise noted' ee OREGON G'f�©� 1�8 1.Binder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and Is toren individual 7r 1✓REG ^• r�. Truss: D4 and Warnings before construction commences. budding component.AppllcablM of design parameters and proper �2 incorporation of component Is the responsibility of Me building designer. �\ 2 2x4 compression web bracing must be Installed where shown+. 2,Desgn assumes the top and bottom chorda to be laterally braced at V 3.Additional temporary bracing to Insure stability during construction T o.c.and at We o c.respectively unless braced throughout their length by /� V is the respoeStbl6ry of the erector.Additional permanent bracing of contnuous sheathing such as plywood sheething(TC)and/or drywell(BC). � AgUL ��, --- DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or kteral bracing required where mown+• S E K 15 6 0 7 8 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment and are for"dry condition"of use. TRANS ID• LINK design loads be applied to any component. 8.Design assumes Mi bearing at all supports shown Shim or wedge if EXPIRES: Imo.G% 12/3 fi 201 ` S.CompuTrus has no control over and assumes no responsibility for the necessary. C/'4 fTLt7 'G c7 / fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of truss,and placed so their center TPpWlCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S.Digits indicate size of plate in Inches. MITek USA,Ino./CoerpUTms Software 7.6.7(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 1'- 0.0" TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES F/Cg=1.00 BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(S 2-9=(0) 0 SPACED 24.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZBRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -73/ 298V 0/ 24H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -39/ 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -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=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, '/ End vertical(s) are exposed to wind, Truss designed for wind loads //IIIIIIIIIIIIIIj .O in the plane of the truss only. f ti o .111111d11111111 i o on o W G4 M-3x5 y )' )' 1-00 1-00 ' ___(((111. (PROVIDE FULL BEARING;Jts:2,4,4 �CO KjE .-i'- fy I14 . :9782PE C. JOB NAME : 3413-A REV. POLYGON NW - E1 ^ • Scale: 1.1020 'fir ,, �- WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: El Builder and erection contractor should be advised stall General Notes This design Is based only upon the parameters shown and is for an individual 6dy •�E ©N and Warnings before construction commences building component Applicability of design parameters and proper - FJe- 2.254 compression web bracing must be Installed where shown 4. Incorporation of component Is the responsibility of me building designer. `�f�t (��V- 3.Addlt Dost temporary brat ng to nsure etablity durlig construct on 2.Design assumes the top and bottom chords to be laterally braced at 9T .AR .:�s " '� s the responsibility of the erector.Additional permanent bracing of 7 o c and at 10 o.c.respectively as plywoodly unless braced throughout their length by rT SEE: 11/30/2015 the overall structure smeres responsibility cetspaot shgemogatehassngrequired where show n vrellBC. �y L. �� pone ly of the building ng des goer 3.2x Impact bridging or lateral bracing required where shown.. ( ) !� Q. : K15 6 0 7 9 0 4.No load should be applied to any component until after all bracing and 4.Installation of Kusa is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. anaarem arymndaion^a see. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if -EXPIRES: fabrication,handling,shipment and installation of components. necessary. 1-2/31/2016 6.This design Is furnished subject to the limitations set forth by 7.Design assumes adequate drainage Is provided. 8.Plates sooinoBbeloceteaonboth kcesortruss,and placed sothebceMer November 30,2015 TPIIWFCA in BCS(,copies of which will be famished upon request. lines coincide with Joint center lines. MiTek USA,Inc.lCompuTms Software 7.6.7(1 L)-E B.Digits indicate slue of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 " Centerplate onjoint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths 1 /4 I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury r�—O. Dimensions are in ft-in-sixteenths. 1114•146. 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 SCSI. TOP CHORDS MINISISIIMEMOMEMISEINMEN 2. Truss bracing must be designed by an engineer.For O 1/16hliplAy2114 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tar I ii 1.1.1,1111ip Q bracing should be considered. 3. Neverstack exceedmaterials theon designinadeqloadinguately shownbraced andtrusses. never U4. Provide copies of this truss design to the building For 4 x 2 orientation,locateMII4Sr=1/ MEMMIM 0,91 designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0 'da' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and nds mrebedulalf d by ANSIand wan e at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352 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 SIP represents values as published specified. Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. ® ( number where bearings occur. l Min size shown is for crushing only. 11,x, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Revieandw all portio) ns of thisuse.designReviewing(frontpi ctures alone back,words Plate Connected Wood Truss Construction. isnot picturessufficient.before DSB-89: Design Standard for Bracing. MiTek:' BCSI: Building Component Safety Information, / 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013