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Plans (102) Job Truss Truss Type Qty Ply POLYGON R45996168 PL15-398 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 10:55:55 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg7?-C21otXC6_hwKV 1 DU3AVpf6uLN?I8tNiI8mFYHYyEzr2 1 1-8.12 I I 1-4-10 I 2-0-0 I 1 1-2-0 II 1-1-10 I 1 1-3-8 1 1-3-0 1 Scale=1:37.2 3x5 = 1.5x3 II 4x8 = 3x6 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 354= 1.5x3 I I 3x6 FP= 3x4 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9: 2i> 1 123 14 �ry1I [////�f a`\ • a`\ _ 24 23 22 21 20 19 18 17 16 15 4x5= 3x6= 3x6 FP= 3x5= 1.5x3 I I 1.5x3 II 3x6= 3x8= 3x4= 3x8= 13-0-6 1 1-11-12 I 11-10-6 2-5-61 1 18-6-8 I 21-4-0 I 1-11-12 9-10-10 0-7-0 6-7-0 5-6-2 2-9-8 Plate Offsets(X,Y)- 12:0-3-0,Edge),[7:0-1-8,Edge),18:0-1-8,Edgel,[24:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Weft Ud 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 Ina YES WB 0.90 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1551,3-4=X44/0,4-5=-444/0,5-6=-1444/0,6-7=-1444/0,74=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=473/0,13-15=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. �\`�< AGN FR `v- , 2 87022PE 9f \ '% OREGO6 )4U~ APO 4/ ER 1\ "4 OS A. HEP4P EXPIRES:06/30/2017 November 30,2015 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERAE. NCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual bulding coponent,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate the design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT ek} is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QualityCriteria,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 R45996169 PL15-398_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Twos Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:57 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-BRtYIDEMWJA2kLNsBaXHkXzecpMrLN VbcAkeMRyEzr0 11-0-0 I 1 1-1-10 1 1 1-2-0 1 f1-7-211 1-2-0 1 1-2-0 1 I 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 304= 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 41 -1.1"1\k‘lir NINIVNIWNII V Nkliir4,- '44%\Oh-- . e W '\ I� 30 29 28 27 26 25 24 23 22 21 1 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4= 14-2-2 I 13-0-2 13-7-21 1 19-114 13-0-2 0-7-0 11-7-0 5-9-2 Plate Offsets(X,Y)- 114:0-1-8,Edgel,124:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ud 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/TPI2007 (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. _to pROFen car "" `r 87022PE 9�' N 7 fiAj, OREGO (o �U 9Or, `'yBER 1\ �O S A. Heck EXPIRES:06/30/2017 November 30,2015 t 1 10 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ta: 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,delvery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Crtleda,DS3-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Cams Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996170 PL15-398_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:58 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg..-cdRxWZF_GcIvMVy2112WHIWp2Dne4k9IgkTCutyEzr? I 1-6.0 1 1-34 I I 1-1-10 I 1-0-0 I 1 1-2-0 ISI 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 • e_ e ae ; I ' , - /\e a /aN /� a N /' /N / N / N-/ N 19 e a e e 4e' e Ile-MI 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8= 4x6=3x6 FP=4x5= 3x5= 3x5= 3x4= 3x5= 3x5= 3x5= 3x4= 14-0-14 3-0-4 12-10-14 13"5-141 I 22-4-12 3-0-4 I 9-10-10 b-7-0b-7-0 8-3-14 Plate Offsets(X,V)- [12:0-1-8,Edge),127:0-1-8,Edgel,[35:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid 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 Incl YES WB 0.91 Horz(TL) 0.02 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:112 lb FT=0%F,0 kE LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6.0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=693/Mechanical,34=2158/0-7-0,35=-893/0-2-4 Max Uplift35=-984(LC 4) Max Gray 23=693(LC 4),34=2158(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2846,3-4=0/2846,4-5=0/872,5-6=0/872,6-7=574/0,7-8=-574/0,8-9=1631/0, 9-10=-1631/0,10-11=-2296/0,11-12=2296/0,12-13=-2565/0,13-14=-2565/0, 14-15=2528/0,15-16=2528/0,16-17=2528/0,17-18=2064/0,18-19=2064/0, 19-20=1227/0,20-21=-1227/0 BOT CHORD 3435=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=0/2342,2425=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. �Q��O P R OfFs 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. < 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 ��� (GNG'N E�9 /C, be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 87022P E / - SAT OREGO qo tti �coFMBER \1 V.*. S A. HEY' EXPIRES:06/30/2017 November 30,2015 1i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MTekt9 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 is always required for stablity 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 buss systems,see ANSI/TPl1 Qualtly Criteria,DSI-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312 Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996171 PL15-398 UPPER F04 FLOOR 3 1 Job Reference(Optional] Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10.55:59 2015 Page 1 ID:zs2ygYHMYl8_Z1 p9y12t1 yAg??-4q_JjvGdlwQmzfXFl?ZJpy3?Cc7vpDxu3ODIQJyEir 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 11-2-0 1111¢21 Scale=1:37.1 3x4= 1.5x3 I I 4x6 = 3x4 II 3x10 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 • 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= I 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— 18:0-1-8,Edgel,117:0-1-8,Edge],(23:Edge,0-1-81 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 100 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,45=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. �ti�,ED P R°Fess cc 870 �cNG)NEF19 io*y 870 2PE r / u) y �Aj, OREGON cP O<U i OFON S A- HECk EXPIRES:06/30/2017 November 30,2015 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev.10/03/2015 BEFORE USE Mit. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall MiTek design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 Safely Informallon available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996172 PL15-398_UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:01 2015 Page 1 I D:zs2ygYH MYltl_Z1 p9y12t1 yAg??-0C638bHtZXgTDygdQ QbDuN8HVQikHAIB WiisUCyEzgy 1 1-0-° I at--1{41-1'2-4)-1P-7-711 1-2-0 1 1-2-0 I I 1-2-0 1 1-2-0 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 e la e ✓ ✓ .g,4 a .. ,. a .e e _ e 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 = 4x6= 3x6=3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6= 3x4= 1.5x4 SP= 15.6-14 I 14-4-14 11-11-1f 1 21-4-0 I 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edael,(27:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Lid 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 Inc( 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 ���E(} PR OFFss attached to walls at their outer ends or restrained by other means.. �c.:;... �NG�N EER Wo 17 87022PE y C% OREG•N tiQ' � �C FMBER ° O On A. H ptx- EXPI RES:06/30/2017 November 30,2015 $ I _ _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2018 BEFORE USE. 1111 Design valid for use only with WOODconnectors.This design is based onty upon parameters shown,and is for an individual buing component,notes a truss system.Before use,the budding designer must verify the applicabdiity of design parameters and properly incorporate th6 design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM Qually 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 R45996173 PL15-398 UPPER FO6 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:02 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12t1yAg??-UPgRLAVKroKg6Fq_875RbhVvg7K0YoKIMRPOeyEzgx 1 1-6-0 1 1-3-4 1 1 1-1-10 1 1-0-0 1 1 1-2-0 110-11-2 1 Scale=1:38.5 3x4 = 4x8= 3x4 II 4x5= 4x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 e f- a♦ a ii e e e e -9... a e_ 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5 = 3x8= 3x6 FP= 4x5= 3x5= 3x5 = 3x4= 3x5= 3x5= 3x5= 3x4=- 4x6 4x6 = 14-0-14 I 3-0-4 I 12-10-14 13-5_11 1 22-7-8 3-0-4 9-10-10 b-7-O 8-6-10 0-7-0 Plate Offsets(X,Y)- (12:0-1-8,Edge),(27:0-1-8,Edgel,(35:Edge,0-1-8) LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.17 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.26 26-27 >899 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.03 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:113 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 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, 1415=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 3435=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. ,k\O PR°Fe- 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement <Gt5' at the bearings.Building designer must provide for uplift reactions indicated. ��C3 t�G 1 N4- wo 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 9 be attached to walls at their outer ends or restrained by other means. 870 2PE t 6)CAUTION,Do not erect truss backwards. N N 77 NAT OREG N (yo <U� �c �48ER \1 . O �S A. HECk EXPIRES:06/30/2017 November 30,2015 ' I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Ifill Design valid for use only with Mitekl9 connectors.This design is based only upon parameters shown,and a for an individual building component,not a truss system.Before use.the buiding designer must verify the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qua11y Criteria,DSS-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 CSrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996174 PL15-398_UPPER F07 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 10:56:04 2015 Page 1 ID:zs2ygYHMYIlll_Z11 p9y12t1 yAg??-RnoCm WIsS224QPC5Z9wWOmgUdkyUYzdDfwWSXyEzgv 10-10-0 I T5'-7 11-2-0 I F-'111194)10-9-0 110-9-0 10-9-0 110-9-0 10.9-o I 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 • /� ��/��r W.���\i_ \NI%1 W/\ " e e e e i gl e e e e' e - e a e e_ 40 39 38 37 36 35 34 33 32 31 30 29 28 27 (,2266" 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 1p-s-141 I 20-2-0 I 13-2-14 7-0 7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge),118:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud 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/TPI2007 (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(Ib)or less except when shown. TOP CHORD 2-3=1379/0,3-4=-1379/0,4-5=-2483/0,5-6=-2483/0,6-7=3317/0,7-8=-3317/0, 8-9=-3881/0,9-10=3881/0,10-11=4177/0,11-12=4177/0,12-13=4200/0, 13-14=_4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=3617/0, 18-19=3075/0,19-20=3075/0,20-21=2299/0,21-22=2299/0,22-23=1261/0, 23-24=1261/0 BOT CHORD 39 40=0/725,38 39=0/1964,37 38=0/2933,36 37=0/3632,35 36=0/3632,34 35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=412/0,18-30=0/367,2-40=1112/0,2-09=0/1003,4-39=897/0,4-38=0/796, 6-38=690/0,6-07=0/590,8-37 83/0,8-35=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, 16-02=317/0,17-32=0/880,18 29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. f7 R 2)All plates are 1.5x3 MT20 unless otherwise indicated. �Q`�� �FF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �� - NE sS'/ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ��N (GN F9 029 be attached to walls at their outer ends or restrained by other means. zr 870 2PE c' cvy ��'T OREG N 0. �C���MElER 1\ P� SA- HO; EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verdesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE ~ Verify Design valid for use only with MiTekm 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 applicab ity of design parameters and property incorporate this design info 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/TP11 QuaMy Criteria,DSI-89 and ICSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996175 PL15-398 UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Fri Nov 27 10:56:05 2015 Page 1 I D:zs2ygYH MYItl_Z1 p9y 12t1 yAg??-v_MayKNdmAvia_PfGg93DJ2719nCzgm RJg4dzyEzqu 1 1-6-0 1 1-3-4 1 1 1-410 1 2-0-0 1 1 1-2-0 1 1 1-1-10 1 1 1-3-11 11-3-0 I Scale=1:39.1 1.5x3 II 1.5x3 II 3x5= 3x6= 1.5X3 I I 1.5x3 II 3x6 FP= 3x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 "sr 0,4 �� i- 25 24 23 22 .21 20 19 18 17 16 3x6= 3x6 FP= 3x8= 3x5 = 1.5x3 I I 1.5x3 I I 3x6= 3x8 = 14-0-14 I 3-0-4 I 12-10-14 15-11 I 19-7-0 I 22-4-11 I 3-0.4 9-10-10 7-0 5-6-2 2-9-11 0-7-0 Plate Offsets(X,Y)- [8:0-1-8,Edgel,f9:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.09 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.14 20-21 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.01 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 Uplift16=458(LC 6),25=596(LC 6) Max Gray 24=1524(LC 3),17=1312(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1761,3-4=0/1762,4-5=-298/0,5-6=-298/0,6-7=1358/0,7-8=-1358/0, 8-9=-1201/0,9-10=749/0,10-11=-749/0,11-12=-749/0,12-13=0/1257,13-14=0/1254 BOT CHORD 2425=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=0/910,424=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. R��� O P OFec, Ca mac., ��GINE -4) , 87022PE / 7 N >� SAT OREGO ti�Q<U" 9O AMBER 1N �s A. HEY' EXPIRES:06/30/2017 November 30,2015 i i A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Ma-7473 rev.10/03/2015 BEFORE USE. __" Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated 5 to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiWek' is always required for stabSly 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 Quaply Criteria,056-89 and 6CSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996176 PL15-398_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 Mies Industries,Inc.Fri Nov 27 10:56:07 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-rMTKPeMe9NQdxt8nmhidBeOLYrlYguc3vd9AiryEigs 10-10.0 1 IMA-I1 1-24) I 4-7-1°11°-941 1m-a 1109-0 10-9-°I i°-9-°10.05 I Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 e_ e i e e e_ e -e / e \ \ / /\'' • e' e' O' 0 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 1 13-5-12 1171 I 20-4-13 I 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge),(18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d 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 Ina 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. (lb)-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. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ti��a P R()Fe 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 '` GI N�. cry be attached to walls at their outer ends or restrained by other means. ,-,...N •,.•,. E i? 172 `-' 870 2PE vr" 7 N '' N SAT OREG N q) </ 'AC F41 ''.../ \p �`, A. HECk EXPIRES:06/30/2017 November 30,2015 0 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev.10/03/2015 BEFORE USE. 11, Design valid for use only with Meek©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 buildingtruss design.Bracing indicated is to prevent buckling of individual web and/or chord members only.Additional temporary and permanent bracing Mi ET ek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria.DSB-89 and ICS!Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y I 6-4-8 dimen(Dsions itint intft-in-sixteenthssl ] Failure to Follow Could Cause Property rawngs noo cae offsets are indicated. Damage or Personal Injury raMDimensions are in ft-in-sixteenths. iii Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS g g,is always required. See BCSI. 0T „ 2. Truss bracing must be designed by an engineer.For '46" widetrussspacing,individuallateralbraces themselves AIMIEM mayrequirebracing,oralternativeTorI lilillipii obracinshould be considered. ■_� O03. Never exceed the design loading shown and never Ostack materials on inadequately braced trusses. 12 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 cs 6 , designer,erection supervisor,property owner and plates 0-1/1.4' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 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 in all respects,equal to or better than that �!44Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at Output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,If no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■M reaction section indicates jointmil IIII III IMO number where bearings occur. 17.Install and load vertically unless Indicated otherwise. all Min size shown is for crushing only. IIIIIIIe 18.Use ofreen or treated lumber may y pose unacceptable _. environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MI19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictured before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. • is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference 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. D PR 0pe,t9 89782PE `r- t, r,YOREGON Q'h 1'9 &AIRY 1624' k' °A UL 'J VEA‘Erdata. 16 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. IC: 2x4 KDDF 414BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #1gBTR SPACED 24.0" O.C. cladding systemiand componentsandndforce——resisting TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=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 10PSF 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 12 RIM-4x4 12 10.90 17 3 N10.90 Al/ 0 o - o M-3x4 M-3x4 J, l 1 1 4c‹, P R Op 1-00 15-02 1-00 IN, tNGINER /0 �` 89782PE <" JOB NAME : 3413—A REV. POLYGON NW — Al . ...—...0-<. `-""" • • Scale: 0.3404 - 'R mir WARNINGS: GENERAL NOTES, unless otherwlss noted, v (� ry _J I.Bolder and erection contractor should be edvhed of all General Notes 1.This design Is based only upon the paremeten shown and is for en Individual �j#-OREGON�Q'° �.. Truss: Al and Warnings before un°tn,lbn commences. bolding component.Appllubllily of design parameters and proper Rt/V. 2.244 compression webbrodngmustbeInstalledwhereshown0. Incorpar.tnnefcomponent letMreapondblltyoftMweamgdeegner. » ,Q JY Ab 3.Additional temporary bracing to Insure stability during construction 2 Dedgn mums ms tap and bottom yeschofor to M laterally braced et - I°the responsibility of the erector.Additional permanent bracing of 2'neflx.and et s hing each..ply wood baud(TC)nod They sl(Bth(.y �l continuous she'c.c.such ti plywood sheaming(Tou bout t d it lung b �� ��.1 11l �� DATE: 11/30/2015 the evade structure Is the responsibility of binding designer. 3.2a loped bridging or lateral required where shown.• li L 4.No bad should be applied to any component until alter CO bodng and 4.Instagetbn of tens Is the responsibility of the respective contractor. SEQ.: K 15 6 0 7 7 5 (edemas are complete and et no time should any leads greeter men 6.Design assumes true...are m be used In.non.aarrosive environment, TRANS ID. LINK d°don wads be applied to any component. enders for"AN hillbe bearing of use. 6.CompuTrus has no control over and assumes no responsibility for the B.nae°"mega..aurres""'bsedng°"""'�°"••Mwn.shim or wedge B EXPIRES: 12/`.31/2016 ry fabrication.deem.hafuenl.shipment to eta limitations of components.lash nts. 7.Design assumes adequate&ohms is provided. November 30,2015 6.This design Is!wished subject to me limitations set forth by e.Plates shall be routed on both feces of was,and placed as their center TPIMTCA In BCSI,copies of which will be fumlshed upon request. Anes colndde with joint center Ones. 9.Digits Indlute sic°of pled In inches. M7ek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values sea ESR-1311.ESR-113118(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ftl&BTRp LOAD DURATION INCREASE = 1.15 1- 3=(-724) 317 1- 8=(-421) 531 3- 9=(-412) 423 2x6 BIDE#16BTR Ti SPACED 24.0" O.C. 2- 4=( 0) 0 8- 9=(-387) 534 4- 9=(-284) 490 BC: 2x4 KDDF 81&BTR WEBS: 2x9 KDDF STAND 3- 4=(-545) 308 9- 6=(-185) 448 9- 5=(-164) 138 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. SON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 76 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD= 42.0 PSF --------------' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC DON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -750/ 622V -126/ 134H 153.50" 1.00 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x9 or equal at non-structural ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, 80 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 ' i' . MAX HORIZ. LL DEFL = -0.007" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.009" @ 27'- O.5^ 14-09 2-06-05 3-07-11 3-08-09 3-10-07 T T T T T T 12 -M-4x9+ y` 12 Design conforms to main windforce-resisting 10.90 7 10.90 system and components and cladding criteria. Wind: 140 mph, h=25.50t, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. /1 -4x6 '� M-1.5x3 �4 oLn ll 1111111110/. / I \ 0 ryp/�t'� M-3x4+ M-5x12(S) �" 0) r F7 VJ't.V J• y )' . 0.4GINE�c� L9/b 19-11 7-07 1, y l 1-00 27-06 i-oo 89782PE fir" JOB NAME : 3413-A REV. POLYGON NW - B1 • ... .>wr''r. +► IMF Scale: 0.1890 yy OREGON 47 WARNINGS: GENERAL NOTES, d-ieeeotherwde noted' ,/�_ 7� I'i,' Truss: B 1 I.Budder and erection contractor should be advised dal General Notes 1.Tile design la based only upon the parameters shown and Is for an Individual �� &ARY 1 J�` end Warnings before construction commences. busting component.Applicability of design paremeters and proper 2.204 compression web bredng must be Installed where shown+. Incorporation of component Is the roaponstbXly of the balding destpner. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to he laterally braced at �A �� Is the responaiNlily of me eredor.Additional permanent bracing of T„tin ed at tit e.c.reach..respectively unless ass braced throughout their length by DATE: 11/30/2015 the overall etnxture la the roeponAhlly ef the building designer. continuous eheathing such as plywood required where shown drywag(BC). 3.In Imbed bridging or lateral bracing required„here show„++ SEQ.: K15 6 0 7 7 6 4.No load should be applied to any component until eller all bracing and 4.Instillation of truss Is the reeponeibidty of the respectNe contractor. r..tenera are complete and at no time should any loads greater than 5.ledge mamas buss.s are to be used Ina noncorrosive environment, TRANS ID: LINK design louts heapplied toany component. and are for'dryoondklon°cruse.6 .EXPIRES: 12/3112016. 5.Cempulrashesnocontoloverandassumesnoresponsibiliyforme e.rDesign awmeahMbearin9 aAwpponsstrom.Shmorwedgelf November 30,2015 ,r. fabrication,handling,shipment and Installation of components. ne sign ase N.This design is furnished edged to the limitations set forth by 7.Design assume.adequate drainage is prodded. e.Pales shall be located on both has of trans,end placed w their center 11NAWCA In BC%copies of which will be furnished upon request. Pone coincide with joint center tins. MiTek USA,Inc./Com Trus Software7.6.6(114-Z 9.Digits Indicate sae of plata In Inches. PU10.For basic connector plate design values see ESR-1311,E5R-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 27-06-00 GIRDER SUPPORTING 40-02-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13563) 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 BC: 2x8 KDDF #14ETR 2- 3=( -9054) 2199 6- 7=(-2136) 9795 2- 7=(-4539) 1203 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -9054) 2199 7- 8=(-2136) 9795 7- 3=(-2814) 11598 2x6 KDDF #2 A LL = 25 POP Ground Snow (Pg) 4- 5=(-13563) 3066 8- 5=(-2136) 9789 7- 4=(-4539) 1203 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 27'- 6.0" V 8- 4=(-1272) 6129 TC LATERAL SUPPORT <= 12"OC. DON. 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 PIP 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) 'I' ( 3 ) complete trusses required. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.48 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN nails staggered at: Am 9" oc in 2 row(s) throughout 2x6 top chords, 4" oc in 2 row(s) throughout 2x8 bottom chords, IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 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. 10.90 V N10.90 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,y-,y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ;i load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x8 Ai ...M38 M-5x16 111111L. A IIIIIIIIIL M-5x16 40AIii A 4fillIMMIIMIng Y __ 1.§ o l k 1 M-4x10 =M-10x10 M-4x10 M-7x8(5) �(i y 7-04 y 6-05 l 6-05 l 7-04 l * � PRO/�ek9.0 NW y y y INEE %% 15-06 12-00 y 1�R .99 y 27-06 :9782 E �,r JOB NAME : 3413-A REV. POLYGON NW - B2 -.I' ''l'°w Scale: 0.1866 -;/ WARNINGS: GENERAL NOTES, unlessonthe pe noted . OREGON "4 1.Builder and enc8on contractor should be advised of el General Notes 1.This design Is based only upon the parameters shown and Is for an hwAvlduet -Y h Truss: B2 and Warning.beton construction commences. building component Applicability of design Parameters and proper �-ry/�V 2.254 seep,.eebn web lensing must he installed where stwwn s. Incorporation of component Is me responsibility of the building designer. �' Ga[R y A 3.Additional temporary bracing to Insure debility during construction 2.Design and.119umes the top eras bottom unlesschob,to be laterally braced at al. 1 _t Ie the nsponstbRty of the erector,Addltisnsl permanent bracing of T e.c. at 10'o.c.respectively braced throughout their length by 'tit germanecontinuous eMatMng such as plywood sheathing(TC)and/or drywal(BC). /r PA UL DATE: 11/30/2015 the overall structure b the reponsibltiy of IM buldhp designer. 3.2i Impact bndtng or labral bradng required where damn*+ SEQ.: K 15 6 0 7 7 7 4.No load shmild be applied to any component until alter all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners an complete end at no time should any bads greeter than 5.Design assumes trusses are to be used Ins non-corrosive environment, TRANS ID• LINK design loads be applied to any component, endagnter•drycondnian•of use.supports wedge 5.CompuTne Ma no control over and assumes no responsibility for the 6.Design assumes fill barring et aR suns shown.Shim or we I' EXPIRES: 12/31/2016 ry. febdcedon,hendbp,enlprnent and Installation of components. T.Designawassumes adequate drainage la provided. November 30,2015 8.This assign b furnished subject to the tIn ellen set forth by 8.Plates shell be located on both faces albums,and placed so their center TPW,IICA In BCSI.copies of*filch will be furnished upon request. linea coincide nth joint anter lines. 9.Digits indicate size of plebs In Inches. MITek USA,Int./CompuTrus Software 7.6.6(1L(E 70.For basic connector plate design values see ESR-7377,ESR-7988(Pd/Yak) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 POE load duration factor=l.6, End vertical(s) are exposed to wind, , LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTzus gable end detail for complete specifications. 8-00 8-00 4 T 4 12 IIM-4x4 12 10.90 17 2 N 10.90 ii A1111111111 1 C7 o 1► =M-4x4 =1,4-4x4 y y y �4\ NG E��sWA - 16-00 1-00 R '4 ¢` 89782PE y� JOB NAME : 3413-A REV. POLYGON NW - GGE • . Scale: 0.3299 / —_,... WARNINGS: GENERAL NOTES, unless othenvhe noted Truss: GGE 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 "77'' OREGON ©N and Warnings before construction commences. building component.ApgimbNNy of design parameters and proper /� (y 2.914 compression web bracing must be Installed where shown a. incorporation of component It the roepornlbgly of the building designer. � V�Y�: ,y (� . 3.Additional temporary bracing b Insure stability during construction 2.Design assumes the top and bottom drone to be laterally braced et •Lill eJ is the responsibility PIN erector.Additional permanent bracing of 7 o.c.end at ID o.c.reach a.plywood unless bread throughout their length by /� ` (`tea DATE: 11/30/2015 the overall structure Is the roepansibility of Ile building designer. continuous,g sheathingingor such as edng rd olrsd hars seen•r tlryweN(BC). �A U�— 3.2a Impact bridging or lateral bracing required when Move,• SEQ. : K 15 6 0 7 7 8 4.No load should be applied to any component until after ale bracing end 4.Installation of truss Is the rosponsibRe of the respective ardrador. nn fadeneacompete and at no time should any bDesign greater than 5.Design assumes trusses aro to be used In a non-conoslve environment, TRANS ID: LINK design bads be applied to any component. and aro for°dry condiion^of use. y�/ {{ 5.campuTrus has no control over and assumes no responsibility for the 6.Design assumes MI bearing at al supports shown.Shim of wedge N EXPIRES:R ES:. 12/31/2016 fabrication,!lending,shipment end installation of components. 7,Design assumes adequate drainage I.provided. November 30,2015 S.Thio design la furnished abject to the NmieBons eel forth by 8.Plates shall be bated on both teas of truss,and placed so their anter TP WyrCA In SCSI,copies of which wit be furnished upon request. Anes coincide with IoIM center lines. 9.Digit.indicate coke of plate In inches. MITek USA,Ina./CompuTrus Software 7.6.7(1L)-E 1o.For basic connector plate design values we ESR-1311,ESR-19138(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 40'— 0.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF ft105TR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 92.0 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 UON. BOTTOM CHORD CHECKED FOR OOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-11-08 20-01 1 q T 13-03-01 6-08-07 6-08-07 13-04-09 T 12 I IM-9x4 12 7.50 '7,17.50 If-'1111144, M-3x5(5) 7M3x5(S) IIIIo 1` -,(uo N � rr NM MM -f'O fM-3x5(S) M-3x5(5) o M-3x9 M-3x9 l 15-09-08 8-04 15-11 �D R d� ' y y SCO.% GINEec•?it t y 40-00-08 Alyr 1-0ina 0.7!t699782 PE 9v JOB NAME : 3413—A REV. POLYGON NW — Clsale, 0.2000 ,r->�. -t"' • - 41111, WARNINGS: GENERAL NOTES, mama otherwise noted OREGON I.Builder and erection centredor should be advised or all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -14, O', Truss: Cl end Warnings before conetrucibn commences. building component.Appllsebfldy of design parameters and proper f. rt. R 2.2a4 compression web bracing must be installed where shown«, mcorporatbn of component is me responsibility of the building designer. .A V/I�y y: A o f 3.Additional temporary bracing to Insure stability during construction 2 Design assumes aro tap and bottom chorda to be kteraly braced st 7 'l�T b the rospensidlMy of the erector.AdtlXbnsl permanent bracing of 7 o.c.and et/C'a.c.respectNalyply unless braced throughout their length by �*a V coMlneo t sheathing such as plywood sheathing(TC)and/or drywel(BC). !'•'A 1 I l �� DATE: 11/30/2015 the overall structure Is me responsibility of the building designer. 3.2e Impact badging Sr Metal bracing required where Mown«* �,/L SEQ. : K 15 6 0 7 7 9 4.No load Monk be applied to any component until alter all bracing and 4.Installation of trues Is the reepanslbSty of the respective contractor. ferment are complete and at no time should any loads greater than 5.Design semis..crusem are to be used Ina noncorrosive environment. T RAN S I D• LINK design keds be applied to any componsnl end are for'dry wnmgon^m use. y Q / r] cc • 5.CompuTrus has no control over and assumes no respenlblbty for the B.Deng assumes MI bearing et al supporta Mown.Shim or wedge If EXPIRES: 1 2/31/2016 ry. fabrication,nsMNng.shipment and Instllatmn of components. 7.Design assumes adequate drainage is prodded. November 30,201 5 S.'me design h furnished subject k the M limitations set forth by S.Plates shall be located on both faces of lbw and placed Cu their center TPBWTCA In BCS!.copies or which cog be furnished upon requeet. Ines coincide with joint center tine. g.Digit.Indicate she of piste In inch... MiTek USA,Ino./CompuTrus Software 7.6.7(1L)-E 1C.For baste connector plate design velum see EBR-1311.ESR-1988(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 9=(-750) 2322 2- 9=(-277) 387 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 9-10=(-471) 1952 9- 3=(-309) 550 WEBS: 2x4 KDDF STAND 3- 4=(-2032) 1105 10-11=(-195) 1440 3-10=(-674) 563 LOADING 4- 5=(-2035) 1088 11-12=(-504) 1816 10- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2540) 1157 12- 7=(-727) 2107 4-11=(-476) 1040 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2650) 1035 11- 5=(-686) 568 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-297) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE 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. 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. I VERTICAL DEFLECTION LIMITS: 1,1=1/240, 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 Design conforms to main windforce-resisting 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 M-4x6 Q 7.50 load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, F 4 '6( Truss designed for wind loads 7}\ in the plane of the truss only. M-Sx6(S)" 0.2M-Sx6(S) 0.255" 4007 % \ t,,.I N M-1.5x3 '-' M-1.5x3 • \ / o ,f- w F ul 1'- - en 4e = 1 , 0 t. 9 10 11 12 "� � ��.co PR ops ry i -3x6 M-3x4 0.25" 0.25" M-3x4 6 1 o o M-5x6(5) M-5x6(S) yC e..\GINE . f, J. 8-02 y 7-07-08 l 8-04 J. 7-07-08 l J.8-03-08 y l ��� :97$ P E T 17 40-00-08 1-04-08 • JOB NAME: 3413-A REV. POLYGON NW - C2 ...011ie MI Scale: 0.1555 C..,1 WARNINGS: GENERAL NOTES, unless otherwise noted: 5 '11,6,•R GON 1.Bolder end erealen contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and le for en individual Truss: C2 YC/C77 and warnings before consmMlon commences. bolding component.Applicability of design penumbra and proper "'y q p\: A 5 got��4'- 2.2x4 compression web bracing must be installed Were shone« Incorporation of component Is the responsibility of the building designer. 3.Addeisssl temporary bruins to Insure Nshlley during construction 2.Design and et l the tap and bosom s brads o be bleralty breeed al �" Is the reapes&bggy of the erodor.Adtlmonel permanentb.dng of T o.c.ant at 70'loco reepec9vaty seed.brocetl throughout their length by • A U`. DATE: 11/30/2015 the over.I Nnidure IeMe reeponsiblltyofthe binding des ner. continuous sheathing such ea plywood aheaMing(TC)and/or drywal(BC). 9 3.24 impact bridging or!literal bracing required where shown+to SEQ.: K1560780 4.No lead.treuld B.applied to any oocrpensnt untl.Norsl bracing and 4.InNelallonof trues isthe responsibility ofthe reecontractor. keened are complete end.t no time should any bads greater than S.Design asu smes trusses era to be used In a nonc.00rroerresive environment. TRANS ID: LINK design loads beappladto any component. and are for'Pry condiion'ofuse. EXPIRES: 12/31/2016 5.CampuTm.hes nocontrol over and a.wmesnoresponeroiityfor the 6.DesigneewmeelWlb..nneNansupponeNiovm.snlmorw.tlg.lr November 30,2015 fabrication,handling.shipment and installation of components. necessary. sigs 6.This designh hxnietred subject to the'iodations set forth by 7.Pesignassumesaded oboth face ise truss, 6.InesPlates shall B.with Joint on both face.of Wes,ant placed w their center TPIANICA M SCSI,copies o/whleh sell be furnished upon request. foes coincide wgh JoIM center lines. 9.Diggs indicate spa of plate In inches. MITek USA,Inc./CompuTrus Software+7.6.6SP2(10.E to.For basic connector plata design values see ESR-1371,ESR-1966(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/Cil=1.00 TC: 2x4 [ODE N16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-9162) 1836 1-11=(-1958) 3621 11- 2=( -905) 1158 6-16=(-473) 1050 BC: 2x4 KDDF b16BTR SPACED 24.0" O.C. 2- 3=(-2777) 1172 11-12=(-1311) 3229 2-12=( -791) 555 16- 7=(-686) 568 WEBS: 2x9 KDDE STAND 3- 4=(-2251) 1067 12-19=( -766) 2440 12- 3=( -28) 399 7-17=(-263) 573 LOADING 4- 5=(-2168) 1170 13-15=( -26) 69 3-14=( -618) 363 17- 8=(-297) 346 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE 5- 6=(-1929) 1166 15-16=( -196) 1380 13-14=( -87) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 POE 6- 7=(-1969) 1088 16-17=( -504) 1759 14- 4=( -197) 180 TOTAL LOAD= 42.0 PSF 7- 8=(-2474) 1157 17- 9=( -728) 2080 19- 5=( -503) 1037 OVERHANGS: 0.0" 16.5" 8- 9=(-2607) 1035 14-15=( -358) 1722 LL = 25 PIE Ground Snow (Pg) 9-10=( 0) 83 5-15=(-1103) 733 15- 6=1 -587) 996 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSE. 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" @ 91'- 5.0" Allowed= 0.183" 19-11-08 20-01 1 1 1' 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" 1 1 1 1 1 1 1 1 1 12 12 Design conforms to main windforce-resisting 7,50 M-4x6 ..S7.50 system and components and cladding criteria. 4.0„ Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 e'y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 \ load duration factor=1.6, M-sx6(S) M-sx6(S) End vertical(s) are exposed to wind, Truss designed for wind loads 0.25" 0.25" in the plane of the truss only.111111mi . M-3x9 to 3 M-1.5x3 ,141111 M-3x5 z co N M-3x8 4� . o o ` ,l, I :;.....,........r." M- x. 12 r 14"x_ I 0 0 1 M-3x4+ M-3x4 0 13 15 16 17 5 . o . I I 0 M-1.5x3 0.25" M-3x4 6 0 0 0 M-3x4+ M-5x8 M-4x10 M-5x6(S) x3.75 s1/4 cO P ROpC12 , l y y l 1 l y f0 2-05-1 2 5-05 5-05 2-04 a-os-lz 7-07-0e 8-03-0e N ''' • 19 l l l y y 4.4.-,- -572,,, 2-04 2-04 10-10 26-10-08 1-04-08 4t' .9782PE v y 40-00-08 i ./ JOB NAME : 3413-A REV. POLYGON NW - C3 ' . / - Scale: 0.1297 F . ry�4 WARNINGS: GENERAL NOTES, unlesssolhenvise noted �4/ "OREGON c tr 1.Builder and eredbn wntradar should be advised of al General Notes 1.This design la based only upon the parameters shown and is for en Individual ",rf A� ..,� l{�'+ Truss: C3 and Naming.before construction comnronoea. building component.Applicability of design parameters and proper T �/- 2.ZIr4 compression web bracing nasi be installed where shovel+. incorporation of component is the responsibility of the building designer. Y 3.Addliowl temporary bracing b Insure stability during construction 2 Design assumes the tap and bottom choa to be laterally braced al /�U ii Is the responsidl of erector.Addliowl M bracing f Z'o.c.and et 17 5.0.respectively unless braced throughout their length by Pig .L.. y o permane g o continuous sheathing such as plywood sheathing(TC)andlor drywal(BC). DATE: 11/30/2015 the overall structure la me reaponablily of the building designer. 3.Zr impact bridging or Wend bracing required where shovel++ SEQ.: K1560781 4.No load should be applied to any component until after all bracing and 5 Insgationofl ss la �wfo"�bliwem. npdtieNoe e�dsrrnent, fasteners are complete and at no time should any loads greater than end Design for dry assumes bursae of use. EXPIRES: 12/$1/2018. TRANS I D: LINK design bads be applied N any component. 6.Design aswmsupporta aa Nl bearing al al shown.Shim or wedge if 5.CompuactshasnocontroloverandassumesnoreeponalbletyfortheNovember 30,2015 mry fabrication.handling,shipment and installation of components. 7.Design1.7..hell b eloadequate both face Io provided. 8.This design b furnished subject b Ina Nmlatbns sst forth by B.Plates shell be bated on bon taws of true,and placed so thele cellar TPVWICA in SCSI.sepia.of which will be mmleh.d upon request. lines coincide WWM joint center Nnee. 9.Digit.indicate size of plate in inches. MITek USA,Inc./CompuTrus Software+7.6.6SP2(1L)E 10.For basic connector plate design values see ESR-131/,ESR-1938(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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4154) 1835 1-30=(-1458) 3603 10- 2=1 -905) 1153 19- 6=(-586) 996 BC: 2x4 KDDF (f16BTR SPACED 24.0" O.C. 2- 3=(-2778) 1172 10-11=(-1311) 3212 2-11=1 -787) 555 6-15=(-473) 1053 WEBS: 2x4 KDDF STAND 3- 4=(-2252) 1066 11-13=( -766) 2427 11- 3=( -28) 349 15- 7=(-688) 568 LOADING 9- 6=(-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 PSF 5- 6=(-1929) 1165 14-15=1 -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- 4=( -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=(-2985) 1229 16- 9=1 -769) 2083 13- 5=1 -503) 1033 8- 9=(-2610) 1087 13-14=1 -396) 1711 .. For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 5-14=(-1100) 744 BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 0'- 0.0" -266/ 1682V -297/ 298H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -265/ 1682V 0/ OH 5.50" 2.69 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.343" @ 13'- 4.0" Allowed = 2.608" MAX HORIZ. LL DEFL = 0.098" @ 39'- 7.0" 19-11-08 20-01 MAX HORIZ. TL DEFL = 0.158" @ 39'- 7.0" T 1' T 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 1' 1' 'f 1' 4' 4' 1' '1' 4' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.50 p M-4x6 Q 7.50 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 /W load duration factor=1.6, Nii End verticals) are exposed to wind, ads M-Sx6(S)M3X5 M-sx6(S) inuthe ss dplane eoffthe or wtruss ind oonly. .25" 0.2x, T. M-3x4 3 /A4M-1.5X3 M-3:81-3X5 z in M-3x8 o o ' '„i�' M-5x6 11 r 131221"..=.-: :: O 1 M-3x4 0 12 14 15 16 06 `„ M-3x4+3x4+ I M-1.5x3 0.25" M-3x4 M-3x6 �f o o M-5x8 x3.75 M-9x10 M-5x6(S) 12 vp rTJ/ ` Vy y y y > y y � �yGid�� /z-o4 5-05 5-06-12 2-04 8-05-12 7-07-08 8-03-08 ,9eyyy ' rzo4 10-10 26-10-08 � 782PE �"y 40-00-08 j JOB NAME: 3413-A REV. POLYGON NW - C4 Scale: 0.1347 �� tr.15, .�y ('�(v' NMI /`�/ (�� 40 WARNINGS: GENERAL NOTES, unless otherwise noted , OREGON (tib'. Truss: C 4 1.Bolder end erection=trader should be etivlaed of a8 General Notes 7.This design a basad snip upon tiro parameters siwwn and is for an Individual .,ra f.�� 4.1.. 1.V ,['J,,. and Warnings before construction commences. budding component.Appllcadlly of design parameters and proper -�I ' y (+� `r( • 1 Dc4 wmpreeelon web bradng mint be instated where ahem 4. Incorporation of component b the responsibility ohne budding designer. S.Addnlonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom dross to be laterally braced et ty� is the rasponsiblily of IM erector.Additional permanent bracing o! 7 0.0.and al 1C'o.c.respectively unless braced throughout Meir length by P overall structure is insresponsibility continuous sheathing such as plywood sheathbp(T.)and/of drywel(BO). DATE: 11/30/2015 the overall of the budang designer. 3.2e Impact bridging or lateral bradng required wfiers shaven SEQ.: Ki5 6 0 7 8 2 4.No load should be applied to any cmnponeM until after CU bradng and 4.Imlalagon of truss G the responsibility of the reepedea contractor. Get/mere are compete and at no time should any wads greater than 5.Design assumes trueses are to be used In a non-corrosive environment, y[� c n f� ))ryry c TRANS ID: LINK design loads be applied to any component. and ere for"dry condition'.of use. EXPIRES: 1GIv7112016 5.CempuTruahas noconbalover end aawmesnoresposalbilltyerte 8.DesigneawmealWlbeeringetadwpportsalwvm.Shimorwedpalf November 30,2015 fabdeetbn,handling,MInecessary.shipment and installation of components. 7.Design assumes adequate drainage Is provided. 5.This design Is furnished subject to the limitations set forth by 8.Plates Mal be located on both faces of truss,and pieced w their canter TPSWTCA in SCSI,copies of which vel be furnished upon request. Ines comdde WI joint center lines. 9,Digits Indicate sloe of pets In inches. MITek USA,lnc./CompuTNS Software 7.6.7(1L)-E 70.For basic connector plats design values see ESR-7377,ESR-1 NM(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1-2633) 1077 1- 8=(-750) 2311 2- 8=(-277) 387 11- 6=1-304) 399 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. - 2- 3=1-2520) 1212 8- 9=(-507) 1941 8- 3=(-309) 550 WEBS: 2x4 ROOF STAND 3- 4=1-2033) 1105 9-10=1-202) 1429 3- 9=(-674) 563 LOADING 4- 5=(-2038) 1107 10-11=(-503) 1805 9- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2552) 1223 11- 7=(-769) 2122 4-10=1-976) 1043 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2659) 1087 10- 5=1-688) 567 TOTAL LOAD = 42.0 PSF 5-11=1-321) 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. 40'- 0.5" -265/ 1706V 0/ OH 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.135" @ 26'- 7.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed= 2.608" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" Design conforms to main windforce-resisting 19-11-08 20-01 system and components and cladding criteria. 1 f f Wind: 190 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1' '1 1' '( 1' 1 load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, M-4x6 Q 7 50 Truss designed for wind loads 7.50 in the plane of the truss only. 4.0" 4 .6( S)\ M-5x6(:) M-5x6(S) 0.25" 0.25" .07 M-1.5x3 M-1.5x3 z • Naillillillidlig /161111111111,. to o O rn i l='M-3x6 M-3x4 $.25" �JD.25" M-3x4 •*M-3x6 o 0 cliNVO pROFFs. M-5x6(S) M-5x6(S) 8-02 7-07-08 8-04 7-07-08 8-03-08y �C. ' ' ,9, y 40-00-08 :9782PE r JOB NAME : 3413-A REV. POLYGON NW - C5Scale: 0.1533 • WARNINGS: GENERAL NOTES, unless otherwise noted: lir G-7- Truss: .e" ,try �+k 1.Builder and median conindor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual p' -OREGON , Truss: C5 and Warning.before construction commences. building component.Appllablllry of design parameters end proper +'�` �/r/V'. 2.204 compression web daring must he installed where shown*. incorporation of component b the rosponsiblllry of the building designer. • '4 R Y ti 3.Add8loai temporary bracing to Insure stability during conelrudion 2.Design nd.assu10 the lop and bosom cholas to de Morally braced el _+ I.me rosponsi1 Beerector,Adeebal permanent baring of 2'o c.end a1 10 o a.respectivelyeo unless bread throughout their length by V dGy ocontinuous sheathing such as plywood sheathing(TC)and/or drywal(BC) /1..1 1 L '' DATE: 11/30/2015 the overall structure lathe responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Mown** �'{lJ 1.. SEQ.: K1560783 4.No Nod.twvdd be spoiled to any componari ant!enerel bresing end 4.Installation oftruss lathe responsibilyofthe respective contractor. fasteners ere complete and et no time should any loads greeter than 5.Design assumes tlussee as to be used In a non-corrosive environment, TRANS I D: LINK design wads be applied to any component. end age assumeor"dry condition'o a.supports wedge 6.CampuTrua has no control over and mounds no reaponsibillly for the 8.Design lade deann t N w ns shown.Shim or we If EXPIRES:' 12/31/2016. necessary. l� febrlatbn,handling.shipment and Installation of components. 7.Design assumes adequate drainage le provided. November VPi r 30,201 5 8.This design Is furnishedeubled to the limitations set foil by 8.Plates shall be bDMus*,loaded an both feces ous*,and placed so their anter TPIAWCA in BCSI,copies of which coil be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.7(11)-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 90'- 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: 2x9 KDDF #18BTR SPACED 29.0" O.C. 2- 3=(-2560) 1227 9-10=1-477) 1968 9- 3=(-321) 582 WEBS: 2x9 KDDF STAND 3- 4=(-2097) 1110 10-11=1-198) 1499 3-10=1-688) 568 LOADING 4- 5=(-2045) 1092 11-12=1-507) 1824 10- 9=(-476) 1093 TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2549) 1160 12- 7=1-730) 2114 4-11=1-476) 1040 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1038 11- 5=(-686) 568 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 83 5-12=1-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-296) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ./N. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1711V -313/ 304H 5.50" 2.74 ROOF ( 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) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.137" @ 26'- 8.5" Allowed = 1.963" MAX TL CREEP DEFL = -0.255" @ 15'- 11.0" Allowed = 2.617" MAX LL DEFL = -0.008" @ 41'- 6.5" Allowed = 0.137" MAX TL CREEP DEFL = -0.010" @ 41'- 6.5" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.061" @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.096" @ 39'- 8.5" 20-01 20-01 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Design conforms to main windforce-resisting 1' ' ' . . f f system and components and cladding criteria. 12 12 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.5o M-9x6 Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, q ,f.,/ End vertical(s) are exposed to wind, A\ Truss designed for wind loads in the plane of the truss only. M-5x6(5) M-5x6(5) .25" 0.25" 3 >15X3iAYAY15X3 0 0 o 1- 9 n n of M-3x6 M-3x9 0.25" b1.25" M-3x4 `VM-*6 �i ) 'j[]op,� M-5x6(5) M-5x6(S) rl J. y 1 J' l l 8-03-08 7-07-08 8-09 7-07-08 8-03-08C3 ZJGIN��r� /p J. 90-02 1-04-08 "t 89782PE 1.-- JOB NAME : 3413-A REV. POLYGON NW - C6 • . Scale: 0.1516 / _ WARNINGS: GENERAL NOTES, unless otherwise noted K.' 40 T ru s s: C 6 1.Builder and erection contrador should be advised of all General Nate. I.This design is based only upon the parameter.shown and H for an Individual y '' OREGON h �} and Warnings before construction commences. building component.Applicability or design parameters and proper !f / yyrP 2.2s4 compression web bracing must be installed ware Rimini+. incorporation of component b the responsibility of the bidding designer. It C/ a,,, a=+ `'�'�. 3.Additional tem stolidity p construction 2 Design assumes the top and bottom chords to be Nteraly braced at 7 Al'l(`T :7 f✓V. temporary bowing N Imre stab8 dudn 7 se.and at 10 sc.respedNeN unless bread throughout thee langur byA L. e.g` Is me responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywau(BC). �'n U •.�1 DATE: 11/30/2015 the overal structure Is the roaponalbglty of to building designer. 3.24 Impact bridging or literal bracing required where shown** s SEQ.: Ki5 6 0 7 8 4 4.No load should be applied to any component mil after.8 bracing and 4.Installation of trues is the roeponsiN/ty of the respective contractor. fasteners are complete and at no fist.should any loads greater then 5.Design assumes trusses ere to be used In.non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus Beans control over and assumes no responsibility for the e.Design...come.lwl bearing at supports shown.slim or wage If EXPIRES: 12/31/2016 necesfabrketbn,handling.shipment and Installation of components. 7.Design ssumes adequate drainage is provided. November 30,2015 8.TIN design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of Imes,and placed a their center TP W.ICA in SCSI.copies of which w111 be furnished upon request. pees coincide with joint center lines. 9.Digits indicate size of plate M Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 1D For basic connector plate design values see ESR-1317,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 40'— 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 414BTR 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. EON. LL( 25.0)+DL( 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= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 20-01 20-01 T T 1' 13-04-09 6-08-07 6-08-07 13-04-09 q 4 'f 4 1' 12 IRM-4x4 12 7.50 2 Q 7.50 M-3x5(5) M-3x5(5) 4r 1 tO i.00 0 of M-3x5(S) M-3x5(S)0 o M-3x4 M-3x4 h y 15-11 y 8-04 y 15-11 �C;\ `G'N�... ��,� l \�+ ,T ' 40-02 ''� 1 °: Q9782P 7�. JOB NAME : 3413-A REV. POLYGON NW - C7 Scale: 0.1993 WARNINGS: GENERAL NOTES, unless otherwise noted: Irr to. OREGON _J 1,Buldar and erection contractor should be advised of al General Notes 1.This design is based only upon the paremetera shown and Is for an Indlldual 1, 1jt-OREG OI V OA �.. Truss: C7 and Warnings before consirucifon commences. building component.ApplIcebllly of design parameters end proper {i/. 2.904 compression web brodng nmst M Installed where shown o. incorporation of component b int responsibility int building designer. '1 A p y 15 3.Additions!temporary bracing to Insure stability during consirudioniir 2.Design assumes the top and bottom chords to M laterally brecotl at Is the responsibility of the erector.Additional permanent bracing of 7 continuous ant et f O o.e.rssch Ca ply osd.nless braced throughout mak length byPA spo &loathing such as plywood sileathhlg(TC)and/or drywel(BC). 1 1 L DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2.,Impact bridging or lateral brad0g required where shown•+ L/{,• SEQ.: K1560785 4.No load should M applied to any component until after al bracing and 4.IInnstalatonotru truss the eamnbdeblltyam.nn�nivve contractor. fasteners are complete and at no thne should any bads greater than and Designassumes s dry trusses re toub TRANS I D: LINK design loads M applied to any component. 8.Design aawmes full bearing at el supporta shown.Shim or wedge If 5.CumpuTrue has no control over and assumes no responsibility for the —„,ry. EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design Is furnished subject to the limitations act forth by 8.Plates shall M located on both faces of truss,and placed so their center TPBNTCA In SCSI,copies of which will be fumished upon request. Ines coincide with joint center line. B.Digits Indicate stye of plata in Inches. MITek USA,Ina./CampuTrus Software 7.6.7)1L)-E 1o,For basis connector plata design values we ESR-1311,ESR-7aBa(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #19BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)tDL) 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 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-1.5x4 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12-06-08 T ' 12 9.00 D 2 -/ 10000100000000 0 'n 1 ''' 0 uo REIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII o O M-3x4 3 9 J' 1 y 1-00 11-06-08 l 12-06-08 04 PROF4. ��yGINEk-- /0 k,, 89782PE JOB NAME : 3413—A REV. POLYGON NW — D1 • Scale: 0.4806 —mw WARNINGS: GENERAL NOTES, unless otherwise noted. („J. Truss: D 1 1.Bolder and erection contractor should be advhed oral General Notes 1.This design h based only upon the parameters Mown end Is for en individual -94r&' OREGON and wamings before oonstructlon commences building component.Applicability of design perimeters and proper 24 T. 2.2 4 comprepbn web bracing must be Installed where shown Incorpore9on of component lathe raspondbAlN of the building designer. 5T,[*a la R y . r 4LC.. 3.Additional temporary bracing to Insure stability during wnsirucllon 2.Design assumes the tap and bottom chords to be laterally braced e1 .,,i_�l :7 X` Is the rospon ibllly of the erector.Additional permanent bracing of 2 o.c end at t c o.c.such a,ph unless braced throughout melt length by continuous sheathing such as plywood sheathmg(TC)end/or drywal(BC) LI�'1 1 t L \ DATE: 11/30/2015 the overall structure h the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where own♦a SEQ.: Ki5 6 0 7 8 6 4.Na bad Mould be applied to any component until after al bracing and 4.Installation of trues Is the responsibility of ths rospedhe contractor. fasteners aro complete and at no time should any bads greeter than 5.Design assumes trusses ere to be used in a noncorrosive environment TRANS ID: LINK design loads be applied to any component. end are for'ray condition'.of use. 5.CompuTrue has no control over end assumes no responsibility for the 6. Design full bearing at supports sham.shim or weds.if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Detlg assumes adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TP WRfCA In BCSI,copies of which nil be furnished upon request. linea coincide with joint center linea. 9.OWN Indicate she of plate in Inches. Wee USA,Inc./COmpuTrus Software 7.6.7(1L)-E 19.For basic connector plate design values see ESR-1371,ESR-1988(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/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-721) 169 1-5=(-235) 630 5-2=( 0) 234 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-106) 98 5-6=(-238) 626 2-6=(-686) 208 WEBS: 2x9 KDDF STAND; 3-9=( -7) 3 6-3=(-165) 128 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 BORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -66/ 559V -56/ 15218 5.50" 0.84 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 12'- 6.5" -66/ 495V 0/ OH 5.50" 0.79 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" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 00 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 = -0.009" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.008" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.020" @ 6'- 8.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.092" @ 6'- 8.1" Allowed = 0.708" 6-09-14 5-04-14 0-03-12 MAX HORIZ. LL DEFL = -0.005" @ 12'- 1.0" 1 f f I` MAX HORIZ. TL DEFL = 0.009" @ 12'- 1.0" 12 M-1.5x3 4.00 D 4 Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. t Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 2 ry O O 1 s�7-.4111111111111111111111111111111111111111118.- � o i7ntv �� 5 6 I o M-3x8 M-1.5x3 M-3x4 y ) l 6-08-02 5-10-06 y 1 j 1-00 11-06-08 0) PROP y 12-06-08 y `�. c.- G NSA.619 es - 89782PE <' JOB NAME : 3413-A REV. POLYGON NW - D2 • _,� • Scale: 0.4181 / --.'=" WARNINGS: GENERAL NOTES, udece othenvlee noted: d, OREGON/1�(� 40 1.Builder and erection contractor should be advised of el General Notes I.This design Is based only Won the parameters strewn and Is for en Individual 17 -OREGON ham' �. Truss: D2 and Warnings before construction commences. building component.Applkabilly of deaden parameters and proper -/// 8) 2.2s4 cumpreseln web bracing must be installed where Mown*. incorporation of tamponed lama responsibility of the building designer. .17/51 7 4 Pi Y; ,�Ir4 3.Additional temporary bracing to Insure stability during construction 2.Deaden assumes the top and bottom chords to be laterally braced at �1�l J Is be responsibility f the erector.Additional permanent bra f T o c and et 10 o.c.respectively udess braced throughout Meir length by Sty o pe cine o continuous sheatbne such es plywood sheethirp(TC)and/or drywal(BC). �� -A U1 �\ DATE: 11/30/2015 the overall structure b the reeponeibUBy of the building designer. 3.2s Impact bridging or lateral bracing required where shown*e i"7 L.. SEQ.: K1560787 4.No load Mould be applied to any component all after eq bracing and 4.Daalnionolftrusstit is the angio elbdty of e tthern�rmd can ctorment, fasteners are complete and at no time should any loads greater then e TRANS ID: LINK desgnbeds besppliedto any component. endC.e a oentlmen'ofnsa. ape 5.CompuTrus has no control over and tissue,.no responsibility forth 8.De stce�ry Pi beann t al ed rh shown.Shim or we If EXPIRES: 12/31/2016 fabrication,hendling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 e.This design is furnished subject to Sr.limitations set forth by 8.Plates Meg be located on both faces of trues,and placed so their center TPIANTCA m SCSI.copies of which Mg be mmiahed upon request. lines coincide with joint center line. B.Digits Indicate We of plate in inches MITek USA,Inc./CompolruS Software 7.6,7(1L)-E to.For hada connector plate design values see ESR-1311,ESR-l900(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #11BTR LOAD DURATION INCREASE = 1.15 1-2=(-447) 176 1-5=(-220) 392 2-5=(-432) 199 BC: 2x4 KDDF #16.BTR SPACED 29.0" O.C. 2-3=( -83) 77 5-3=(-129) 111 WEBS: 2x9 KDDF STAND; 3-4=( 0) 0 2x9 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -52/ 440V -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 fox this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.006" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 5'- 2.6" Allowed = 0.390" MAX TL CREEP DEFL = 0.021" @ 5'- 2.6" Allowed = 0.519" 5-03-024-01-10 0-03-12 / / f I ,f MAX HORIZ. LL DEFL = -0.003" @ 9'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 4.00 M-1.5x3 Design conforms to main windforce-resisting 3 4 -/ system and components and cladding criteria. Y Wind: i : ;: h=20.8f::l:: 6 : : :UB AS710hts), RDtion fcals)ane of . N ✓w soO oo Lo aldgglldIIIIIIIIIIIIIIIIIIIIIIIIIIIIIklh.... o M-3x8 M-3x4 y 1 y 9-03 0-05-08 l Jr Jr 1-00 8-08-08 y 9-08-08 Jr ��O PRQp ,,Co„c �G ,� INEc� /02 :9782PE r- JOB NAME : 3413-A REV. POLYGON NW - D3 ,,. -d. Scale: 0.4704 WARNINGS: GENERAL NOTES, unless otherwise noted. �/ V (17 Truss: D 3 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameter.shown and Is for an Individual 17 OREGON a" and Warnings before construction commences. building component.Applicability of design parameters and proper /e �s,. Nr 2.2e4 compression web bracing must be metalled where shown.0. incorporation of component is the reapondbRty of the Adding designer. .,A C/A a.� i V 3.Additional temporary bracing to Insure Nobility during construction 2.Design redstill' assumes IM top and honour scho braced m be laterally braced al 7 'l J� "� !>v. cihrely their Is the responsibility of the eredo,.Additional permanent bracing of 2 ntinuouusayyamingf esucch as plywood sheathing(TC)and/or drywall BC). /� t 'i‘DATE: 11/30/2015 the overall structure lathe responsibility of the building designer. 3.2a impact b dging or plant bracing required where shown C a Pig u L SEQ. : 1(1560788 4.No load should be applied to any component Intl ager al bracing and 4.Installation of toss Is the responsibility of the respectNe contractor. rudenessare complete and at no time should any loads greater than S.Design assumes tosses are to be used kr a non-corrosive environment, TRANS ID: LINK design loads beappgedto any wmponent. and are for'thy condblon-ofuse. 5.CompuTrua has no control over and assumes no responsibility forth. O.Destgn assumes NII bearing at al supports shown.shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Dedgnn assumes adequate drainage is prodded, November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates Mag be located on both faces of buss,and placed w their center TP/WTCA in SCSI,copies of which will be furnished upon request. Anes coincide with Joint center lines. M?ek USA,IDC./Com Trus Software 7.6.7 1 L E 9.Digits indicate size of plats in inches. Pu ( )- 10.For basic connector pile design values we ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TC: 2x9 KDOF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 HOOF #16BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=20.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PIF load duration factor=1.6, M-1.5x9 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). LL = 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. Note:Truss design requires continuous •• For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-08-08 T T 12 4.00 ' ti O M ti I o M-3x4 3 9 1 l l 1-00 8-08-08 9-08-08 { D PR.OFess �cj i.•. \yCa(INCRV /0 .0, 89782PE 9t-"' JOB NAME : 3413-A REV. POLYGON NW - D4 �'" Scale: 0.5079 r'.0.411S . ♦,,, Ma WARNINGS: GENERAL NOTES, unties otherwise noted V 4) 1.Bald.,end.r.d1.n oentn.dsniemdd be.daieod 01.1 G.n.r.I Notes 1.This d.dynl based only upon the parameters shown and lefor,nindividual '7+'OREGONcIS Truss: D4 and Warnings before condructbn commences. building component.Applicability of design parameters and proper 41, . 2.IDN compression web bredng mud be Installed where shown* incorporation of component Is the responsibility of the building designer. i[]y:A S 3.Additional temporary bracing to Weare stability during constructirr ion 2.Deegn assumes the top and bottom chords to be laterally braced el I r al by Is are napnnsiblly of a..erector.Additional permanent bracing of c ntinuowe*eathng1100.0.rsuch as plywood sheath ng(TCely unless braced )and/or drywehout their f BC). p tt '' DATE: 11/30/2015 the overall*adore Is me reeponebeity of the building designer. 3.a.Impact bridging or lateral bracing required where down.. U.4"., S E K 15 6 0 7 8 9 4.No bad*odd be applied to any component anti after al bredng and 4.ndaMtlen of buss le the responsibilty elan respedNe oontnder. 4'' fasteners am complete and at no time should any beds greeter than 5.Design mums Inreees an to be need in a noncorrosive environment. TRANS I D: LINK design beds be applied to any component, a endre for'dry bearing tme.supports shown.Shim for wedgeII 5.CompuTrueManocontroloverendassumesnoresponsibilityforthe �„,ry.�°° u• �° EXPIRES: 1.2/31/2016 tebtcation.handing,shipment and lnddhtbn of components. 7.Design assumes adequate drainage is provided. November 30,2015 S.Ties design Is Nmiehed subject to the limitations set forth by 8.plates.hal be baited on both fads of tnds,and placed so their center TP/WICA n SCSI.copies of which will be furnished upon request. Inas coincide with joint center linea 9.Digits Indicate size of plate In Inches. MiTek USA,lnc./CompuTrus Software 7.6.7(1L)-E 10.For bleb connector pate design values we ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-9=(0) 0 BC: 2x9 KDDF #14BTR SPACED 29.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"OC. TON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF .BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PIE 0'- 0.0" -73/ 299V 0/ 29H 1.50" 0.90 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) 9.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. __J BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 2 rl N o Oo =�aill o 49 M-3x5 l l 1-00 1-00 'I c PRQfiF�s IPROVIDE FULL BEARING;Jts:2,4,4 I (,� \GINE , /© r :9782PE JOB NAME : 3413-A REV. POLYGON NW - El • ,..iiif. Scale: 1.1020 WARNINGS: GENERAL NOTES, mien otherwise noted, r •� � Truss: E 1 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an individual and warnings before construction commences. building component.Applicability of design parameters end proper ��'���jjj(((/// ,'a2 2.2,4 compression web bracing must be Installed where shown« Inarporotlon olamponent is iha responsibpty of the bull9ing designer. �� �: (v+ 3.Additional temporary bracing to insure stability during construction • 2.Design assumes the tap andset boned/css braced b be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2 o c and at iP o.c.respectively unless braced throughout their length by -- DATE: 11/30/2015 the overall structure is the recontinuous sheathing such es pywood sheathing(7C)and/or drywel(BC). PA U t � sponslbllty of the balding designer. 3.2x Impact bridging or Weal bracing required where shown++ i.. SEQ.: K15 6 0 7 9 0 4.No load should be applied to any component until after al bracing end 4.Inetallagon of russ Is the responsibility of respective contractor. fasteners are complete end et no time should any pada greeter than 5.Design assumes tenses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be.pphi.d to en oan,p,nenl and are for•drycondhlor of use. 5.CompaTn,e has no control over end assumes no responsibility for the B.Oesign assumes nil bearing et al supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of component. Desteiryssumes adequate drainage is prodded. November 30,2015 EXPIRES: 8.This design is furnished subject to the limitations set forth by 8.Plates shell be bated an both feces ahem,and placed so their center TPMNTCA In BCSI,copies a/which wtl be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate s0e of plete In Inches, MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design valva see ESR-1317,ESR-7988(Wee) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /q I (Drawings not to scale) offsets are indicated. Damage or Personal Injury MEDimensions are in ft-in-sixteenths. 111 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. NIMEIB 2. Truss bracing must be designed by an engineer.For 0'T/16 r4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I �� p bracing should be considered. O 3. Never exceed the design loading shown and never r U Ali U stack materials on inadequately braced trusses. a- ng For 4 x 2 orientation,locate O c7-s cs C5-64 designer,erection this pervisorr,property owner plates 0-'rid'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless exceese noted,d 19%attimletof fabrication. PRODUCT 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,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. i Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but Ilili ION reaction section indicates joint 16.Do not cut or alter truss member or plate without prior \ ©2012 MiTek®Ali Rights Reserved approval of an engineer. vl17.Install and load vertically unless indicated otherwise. ® int number where bearings occur. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSSDesign Standard fornBracing. i1'e ► 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