The URL can be used to link to this page

Plans (24) frtsrd-otte - 005-214 mit MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-342_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45642830 thru R45642844 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ,01) P R OFFss Co �NGINEE'7 /o2 `t. 87022PE 9� N �N cINAj, OREGON 4 4L� "PC0 1 OS A. Hes; - 7 - October 13,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. • Job Truss Truss Type Qty Ply POLYGON R45642830 PL15-342_UPPER F01 Floor 6 1 !Job Reference(o9tional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc..Tue Oct 13 08:51:38 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszXlUYo8vet mGshZN_EEXycl1tOApjdQmG7KxvddzZQyTrir I 2-6-0 I I 7-2-9 I I 1-9-0 1 i 2-411 I Scale=1:26.6 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 13 12 11 10 X 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 106;11 111-}1 i 1 16-4-12 I 9-11-9 0.1- 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— (10:0-1-8,Edgel,111:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF StudlStd(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=715/Mechanical,9=715/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=2532/0,5-6=2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=-316/0,2-13=1640/0,2-12=0/1018,4-12=370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 • 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. <<-Q,Ea PROFe. �`.. �Nc,INE�R x /02_, 87022PE / N ,.N 7 5. SATOREGON rye 1l! "PO FiI,jSER �� ., �ct ` A. HER EXPIRES:06/30/2017 October 13,2015 5 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10103/2015 BEFORE USE. _.. - Mil. Design valid for use only with Milekm connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss.system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall R,� building design:a3racing indicate&is-to-prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ' -1YIiTet`" - -' - is always required for stabtiity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Oty Ply POLYGON R45642831 PL15-342_UPPER F02 Floor 5 1 Job Reference(optional.). Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTekIndustries,Inc.Tue Oct 13 08:51:37 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-GKTO5Jnvd_hEcOoj WJpGPciz7l mx?cf48HMX5syTriq I 2-6-0 1 I 2-0-11 11 1-2-0 I I 1-0-9 I Scale=1:25.9 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 nen e _ \ e e-4/,-4114444444.0.44014444 e N Is, e 1' i 12 11e 10 9 3x4= 3x6 = 3x4= 3x4= 3x4 = 10-6-3 11-2-11 I 9-9-11 9-0-I 1 3 111-1-3 I I 14-10-12 I 9-9-11 0.7.0 3-8-1 0-7-0 0-1-8 Plate Offsets(X,Y)- 110:0-1-8,Edgej,111:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.20 11-12 >870 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.33 11-12 >537 360 BCLL 0.0 Rep Stress Ina YES WB 0.43 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:66 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=649/0-4-4,9=649/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2140/0,3-4=-2140/0,4-5=1912/0,5-6=-1912/0,6-7=-1912/0 BOT CHORD 12-13=0/1359,11-12=0/2319,10-11=0/1912,9-10=0/1371 WEBS 6-10=-418/0,2-13=-1467/0,2-12=0/844,411=536/22,7-9=-1480/0,7-10=0/810 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �c\� ANG I NEER QO2 870 2PE /9f N cli y SAT OREGON qo �� 9� EMBER �‘ �O OS A A. HEC; EXPIRES:06/30/2017 October 13,2015 1 I a 111a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mirek®connectors.This design is based onlyupon parameters shown,and'u for an individual buildingcomponent,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing _. -- MiTek __ is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,051-89 and ICSI 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 I POLYGON Job1 R45642832 PL15-342_UPPER F03 Floor 3 1 Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:37 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-GKTO5Jnvd_hEcOoj WJpGPciz111e?ZI48HMX5syTrlq I 2-6-0I I 2-5-1 I I 1-2-0 I I 2-4-11 I Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 • N ve e a cv e �o _ �9XQ> 1� 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 1001131: 0--8 0-7-0 043x9 111-5-91 I 16-7-4 I 10-2-1 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge),[11:0-1-8,Edgel LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=725/0-4-8,9=725/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=2587/0,5-6=2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 WEBS 6-10=-324/0,2-13=1666/0,2-12=0/1041,4-12=-399/0,4-11=-480/168,7-9=-1660/0,7-10=0/1140 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c.C.a �NGNE .9 S. 2 �� 87022PE 9r" N N N Ir. �'0 OREG N rye AO �c ��8ER �1 OSA. Hec; EXPIRES:06/30/2017 October 13,2015 t I IlN a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEB 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 building component.not a truss system.Before use,the butding designer must verify the applicability of design parameters and properly incorporate this design into the overall building de5)gnn=.Bracing,indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bractrlg •Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qua*Criteria,DSB-89 and BCSI Building Component Suite Gre Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 NNW Job Truss Truss Type Qty Ply POLYGON R45642833 PL15-342_UPPER F04 Floor 1 1 _ _— Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon --. - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:38 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-kWI OlfrnXOlg5EYNv41 KVypF4gR2Bk09DMx64dJyTrlp I 2-3-0 I 1 1-4-11 II 1-2-0 II 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 4444,44444„ _ 0000 - N N e a •° 1' 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4= 4x4 = 3x4= 14-3-11 I 13-1-11 134-111 0-7-0 0-7-01 13-9-98-1-4 I 13-1-11 Plate Offsets(X,Y)— 112:0-1-8,Edge),113:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=791/0-4-4,11=791/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2635/0,34=2635/0,4-5=3446/0,5-6=3446/0,6-7=2477/0,7-8=2477/0,8-9=2477/0 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 WEBS 7-13=0/354,8-12=-569/0,2-16=1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=1858/0,9-12=0/1092, 6-13=-860/0 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 wails at their outer ends or restrained by other means. ��t.O PROre. ,Nu- ENGINEER sio29� 87022PE cEGZQ� Or, // � 13 E7 'V\ Q\' ` AEW . HE EXPIRES:06/30/2017 October 13,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1V1111, ' Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated'a to prevent buckling of individual trWS.,web and/or:chord'mLpnbers 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/TPIl Quality Criteria,DSI-89 and BCSI Building Component 7777 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642834 PL15-342 UPPER F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:39 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-CjbmV?o99cyyriy6ekrkV 1 olOrQaTPhNbbrd9lyTdo 11-3-0 I l 1-1-1 11 1-2-0 II 7-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e /1_1.\\ e\ 2 , N-2a, N Vie / � N- 26 25 24 23 22 21 20 19 18 17 304= 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6 = 3x5= 3x5 SP= 15-7-9 I 14-5-9 15-0-91I 1 20-9-8 I 14-5-9 0-7-0 8-7-0 5-1-15 Plate Offsets(X,Y)— [12:0-1-8,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 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Ina YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code 1BC2012/TPI2007 (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 10-0-0 oc bracing. REACTIONS. (lb/size) 17=909/0-4-8,26=909/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2003/0,3.4=2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, 8-9=4495/0,9-10=4495/0,10-11=4230/0,11-12=4230/0,12-13=3519/0, 13-14=3519/0,14-15=3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 19-20=0/3519,18-19=0/3519,17-18=0/1990 WEBS 12-19=357/0,13-18=426/0,2-26=1375/0,2-25=0/1183,4-25=987/0,4-24=0/813, 6-24=-618/0,6-22=0/446,15-17=2149/0,15-18=0/1659,10-20=-272/35,11-20=327/0, 12-20=0/1057 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)26. 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. 670 ca NGINE QO2 Q� 870 2PE /9r N H7S AT OREGON r QM 9On ERA S A. HERk EXPIRES:06/30/2017 October 13,2015 • _ I a 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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a buss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing'.. MiTek* is always required for 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 buss systems,see ANSI/rill Qualify Criteria,DSB-B9 and BCSI Boning Component 7777 Greenback Lane Safely Informaiton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642835 PL15-342_UPPER F06 Floor 1 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - 7.530 5 Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:39 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-CjbmV?o99cyyriy6ekrkV 1 oPtrazTc1 Nbbrd9lyTdo I 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 II III N P iv NI Ai 11111111—"Ilial •: -/ 4 5 p p4 3x4= 3x4= 9-1-81 4-1-0 I 6-1-8 3-11-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=174/Mechanical,5=174/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 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. EO P R Oce. �<<RS r\ ,1JG1NEFRs/0 ��,c' 87022PEy .5. �A>, OREG•N cyo Q<L 9O FMBER 'N P On A. HE EXPIRES:06/30/2017 October 13,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. wow.: Design void for use only with Mrrekm 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 ch&rertnertsbers+only.-Additional temporary and permanent bracing MITek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Galeria,DSB-89 and BCSI Building Component Suite 109 Safety Informaton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Heiatds,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642836 PL15-342_UPPER F07 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:40 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-gv98jLpnwv4pTsXl BSMz1 EKTWFmoCviWgFbBiByTrIn 1 1-7-12 I I 1-8-15 1 1 1-2-0 II 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 I I 3x4 = 1.5x3 II 3x5= 1.5x3 II 1 2 3x8= 3 4 5 6 7 8 9 10 11 a S !-° -00 °.°g° \_° / e � lo;: a eo � yr e e e ° 19 0.-MI 16 15 14 13 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= I 1-10-12 213/4 17-5-4 1-10-12 0-1-8 15-5-0I Plate Offsets(X,Y)— f2:0-3-0,Edge),18:0-1-8,Edge],113:0-1-8,Edge),[19:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS. (lb/size) 18=1194/0-5-8,12=627/0-2-12 Max Gray 18=1194(LC 1),12=662(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/670,2-3=-950/312,3-4=950/312,4-5=2192/0,5-6=2192/0,6-7=2379/0, 7-8=-2379/0,8-9=-1741/0,9-10=-1741/0 BOT CHORD 17-18=670/0,16-17=32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, 12-13=0/909 WEBS 9-13=-408/0,2-18=808/0,1-18=-765/0,8-15=14/787,7-15=259/0,6-16=-295/0, 4-16=0/641,4-17=935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. c\t0 PR of-4. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ea t\NG)NE - .0 LOAD CASE(S) Standard 414 il (09 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 $7022 Pt Uniform Loads(Of) Vert:12-19=8,1-11=80 Concentrated Loads(Ib) •Vert:1=-304(F) 9 . y �'oj, OR GON rL� U 9C, 'MSER \1 �- OS A. HE.C' EXPIRES:06/30/2017 October 13,2015 Ii I we. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.10/03!1015 BEFORE USE. Design valid for use only with MTekm connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall ----• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord:members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,detvery,erection and bracing of trusses and truss systems,see ANSI/TMl Quality Criteria,058-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642837 PL15-342 UPPER F08 Floor 7 1 Job Reference(optional) .._ Pacific Lumber 8 Truss Co., Beaverton,Oregon . _ - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:40 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-gv98jLpnwv4pTsXIBSMz1 EKaaFv5CO3WgFbBiByTrIn I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 o R N r a e e p 3x4 = �/ 101/ \ 9 8 lX� /\ 3x4= 3x4= 3x4= I 3-1-2 31- 3-9-10 1 4-4-10 4161 8-6-8 I 3-1-2 0-1- 0-7-0 0-7-0 04- 4-0-6 Plate Offsets(X,Y)- (8:0-1-8,Edge),19:0-1-8,Edgel LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=370/0-2-12,7=370/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 WEBS 2-10=-736/0,2-9=-37/269,5-7=718/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 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. "\ ‘.. GINE- -,.., .0 CO 2 870 2PE /9r U) �y �'O), OREGON q,. OAU 9O c'4lBERN� On A. HE?,0' EXPIRES:06/30/2017 October 13,2015 I I C AWARN/NG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERAN E PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111 . Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling-of,individual-truss web and/or chord,nembers only.Additional temporary and permanent bracing Mitek_ - x 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/1'11 QuaBy Criteria,DS6-89 and ICSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642838 PL15-342 UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon . -- -- - 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:51:41 2015 Page 1 ID:j7axn4OsHnThIyaUAczw0szX1UY-85iXwhgPhDCg506U19tCaSULeG3xVTg2vKkEdyTrim I 2-6-0 I o-5-6 I I 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 I I 2 3x4= 31.5x3 II 4 3x4= 51.5x3 II • ...,;\ O CI C! N . e e e e 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 31-21 3-9-6 I 4-4-6 I 6-2-8 I 3-0-14 0-1 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y)— (4:0-1-8,Edge],18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=267/0-2-8,6=267/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 WEBS 2-9=-456/0,46=424/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 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. ��_EO PR Op ��5 �NGINEFR /02y 8 • 2PE / 1-- y`f' ! � N 41>, OREGO ,p 4/ �O FABER .0OS, A. HE��P EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. i, Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or-chordrmembers 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/TPII Quality Criteria,DSI-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642839 PL15-342_UPPER F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 Mitek Industries,Inc.Tue Oct 13 08:51:41 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszXlUY-85iXwhgPhDCg506U19tCaStkOeFAxTEg2vKkEdyTrlm I 2-6-0 10-5-10 1 1 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 o e e o 0 N e 3x4= .� 1id 9 8 3x4= 3x4= 3x4 = I 3-1-2 31-10 3-9-10 1 4-4-10 4(6-12 8-8-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 4-2-6 Plate Offsets(X,Y)— 18:0-1-8,Edgel,19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=377/0-2-12,7=377/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=761/0,3-4=761/0,4-5=761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WEBS 2-10=-757/0,2-9=-28/290,5-7=737/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 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. ' <- .si; PROp 5 GI N EFR /- 2 87022PE -Yr- / fi-0j, OREGO rye <l!� 'PO �BER .0 �O OSA Heck EXPIRES:06/30/2017 October 13,2015 4 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE - 1£ Design void for-use only with MiIek®connectors.This design is based only upon parameters shown,and s for an individual building component,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and property incorporate the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing B BL��i iT ek''n.- - -- 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/Mil Quality Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safety Inlormafton 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 R45642840 PL15-342_UPPER F12 Floor 6 1 Job Reference(optional) . Pacific Lumber 8 Truss Co., Beaverton,Oregon - _ _ -- 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:42 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-clGv81 g1 RXKXi9hhJtOR6fQr52T3grkpHZ41m4yTdl 2-6-0I I 2-3-5 I I 1-2-0 I I 2-4-11 Scale=1:28.7 1.5x3 II 3x5= 1.5x3 I I 3x4 = 1.5x3 I I 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 I o N t- e p 1 12 11 10 ",d,Y( 3x4= 3x8= 3x4= 3x4= 3x4= 10.8-13 11-5-5 I 10-0-5 10-Ri13 11-3131 I 16-5-8 I 10-0-5 0. 0.7-0 5-0-3 0.7-0 0.1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge[,[11:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Ina YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=718/0-1-12,9=718/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2476/0,3-4=2476/0,45=2549/0,5-6=2549/0,6-7=2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 WEBS 6-10=-319/0,2-13=1648/0,2-12=0/1025,4-12=-379/0,4-11=466/163,7-9=1643/0,7-10=0/1116 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��Ep PROFF, ,_-''41 ,�G[NE�R s/0�y< 87022PE / NI e SATOREGO ti0 44/ 'g0 Fa13 E R \1 OS A. HE�NP EXPIRES:06130/2017 October 13,2015 a 1 r .. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiWeb&-connectors.This design is based only upon parameters shown,and is for an individual bulding component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent-bucking af: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 Quality Criteria,DSI-89 and BCSI Building Component Suite Greenback 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 R45642841 PL15.342 UPPER F13 Floor 6 1 Job Reference(ogtioraal) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:42 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UYclGv81 q1 RXKXi9hhJtOR6fQnE2QvggOpHZ41m4yTrll I 2-3-0 I 1 1-4-11 I I 1-2-0 I I 1-2-5 1 2-6-0 I Scale:3/8"=1 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 N N - e ee e 1 15 14 13 12 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4 = 14111 I 13-1-11 13.8-111 1 18-3-0 1 Plate Offsets X,Y 13-1-11 0-7-0 0-7-0 3-11-5 ( )— 112:0-1-8,Edge],113:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No,1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=797/0-4-4,11=797/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2664/0,3_4=2664/0,45=3503/0,5-6=-0503/0,6-7=2556/0,7-8=2556/0,8-9=2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 WEBS 7-13=0/349,8-12=534/0,2-16=1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11=1869/0,9-12=0/1118, 6-13=853/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 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. ��R,tia P R()Fe C?�5 0AGINEFR wa I 4t 870 2 P E 444 9r tP tY y 1O,,, OREGON 1yo 1u�' 'AOn AMBER �1 v..\- ......c., O S A. Hvik EXPIRES:06/30/2017 October 13,2015 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M147173 rev.10/03/2015 BEFORE USE. Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not11111.. a.truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building-desigrc.-3racing indicated is to•prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracingr. ^''----M'trek:- - -v-- 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/SPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Ckrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642842 PL15-342 UPPER F14 Floor 6 1 __ _ Job Reference(optional) _ ___ Pacific Lumber 8 Truss Co. Beaverton,Oregon _- - .-- 7.530 s Jul 11 2014 Welk Industries,Inc.Tue Oct 13 08:51:43 2015 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-SUgHLNrgCgSNKJGttawgftyl3SriPLdzWDprlWyTrlk I 2-0-0 1 I 1-10-1 1 1 1-2-0 1 1 2-53 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 63x4= 7 • 117. _ re e o' e 1 E 11 10 9 8 304= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 18-9-9 19-4-9 I 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y)— 16:0-1-8,Edgel,110:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Ina YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=525/0-2-8,8=525/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,34=1397/0,45=1183/0,5-6=1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 WEBS 2-12=994/0,2-11=0/571,4-10=443/3,6-8=1277/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<-1‘ ...b P R oress 17 cc 870 ANG INEF9 /p* 870 2PE 1' yN ,N N -0?, Q<v 9C, FSE ER 1 ®� A- HSI"'LP EXPIRES:06/30/2017 October 13,2015 + 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. l� Design valid for use only with Milekd connectors,This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onM1/:lAdditional temporary and permanent bracing Mi lT ele 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/Till Quality Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642843 PL15342 UPPER FG1 FLOOR GIRDER 1 1 _—.,._ - _._ Job Reference(optional) - Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:44 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-ZgOfZjslz8aEyTr3QIRvC4VH4sHl8sz6ltZOryyTrij I 1-4-12 I 1-4-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 J L G K K K K N 5 4 3x4= 3x4 = I 2-11-12 I 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-10,1-3=100 Concentrated Loads(Ib) Vert:2=188(F) c5 t�NGiNEF'9 /0 2 `r 87022PE 9f cv 1.7 %, OREG N el <U7 OS A. HE��yP EXPIRES:06/30/2017 October 13,2015 4 e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based onlyupon 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 -buitdiny design:=Bracing:indicated is to prevent buckling of individual tens web and/or chord members only.Additional temporary and permanent brdcing' .-. --MiTek* �di$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/rPl1 Qualify Criteria,DSI-89 and BCDBuilding Component 7777 Greenback Lane Safely Informalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 Citrus Heights CA 95810 Job Truss Truss Type Qty Ply POLYGON R45642844 PL15-342_UPPER FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:51:43 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-5UgHLNrgCgSNKJGttawgfty3ZSv4PNPzWDprl WyTrIk 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4= 6 e e71,... s 0 R e e e e e e 3x4= 113 9 8 3x4= 3x4 = 3x4= I 3-2-10 I 3-9-10 I 4-4-10 I 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y)— 18:0-1-8,Edgel,19:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=497/0-2-12,7=412/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=926/0,3-11=926/0,3-4=926/0,4-5=-926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 NOTES- 1)Unbalanced floor live loads Crave been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 d P R OF Uniform Loads(plt)Vert:7-10=-8,1-6=-80 ��(�E GINE �`.() Concentrated Loads(Ib) ,\ tiN FR "2 Vert:11=169(B) `� -y 87022P/ f "c>, OR GON rye Q44/ ;. A.A- HES'` EXPIRES:06/30/2017 October 13,2015 I I mom et ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mifek®connectors.This design is based onlyupon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is toprevent:bucking of individual tn6siweb and/archord members only.Additional temporary and permanent bracing MiTek' "- w a 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/Mil QuaBly Criteria,D58-89 and BCSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suis Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3j4 Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. �� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 0T/ illEINIII2. Truss bracing must be designed by an engineer.For - 16" 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor _ IL\ 1111111te pbracing should be considered. �-� OiO= 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cg's cs csb designer,erection supervisor,property owner and plates 0 'na from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. 4,Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expresslynoted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. +, The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. , the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that •fr! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. p„,..... 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior supports)occur. Icons vary but reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. telfal* 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. Is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek° ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 4 40'-0• N N CO CO CO CO \ 1 / J1 - 4 J2 _.. \\I \ . NI J3 ` \, ,, J3C J4 I `�� J r J5 - I Jac I 7:12 ki. I • J6C J7 .._ J7q J8 __ i � � J8 J9 iILO : N 2 - ._ J9 CCI J10 _. ° _ J10 4 ' ,— �. rd '� m 00\it J10 q) I Q' J9 —. - - . ; , 3 3 1 31412- J8 a a ! 14:12 --- J7 7. 12 _ J6 /J12(10) I I : r- : . • 79 J13 (5) 14: 12 rmi HGUS28 ...,• Hus2e 1� 2) r�,. J13 i UZ rr1� Cil � 12 ti — .. .. rsr N N • • GARAGE LEFT 11'-8 20'-6' 40' ©Copyright CompuTrus Inc.2006 BUILDER.' ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 PLACEMENT NLY.REFER TO TRUSS CALCOULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER NON-TRUSS PLAN 5-A COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO C 0 MP A N Y 5-A / A-A CHECKED BY: REVIEW AND APPROVE OF ALL O T R 1 1 [ip,,„....4 DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION Ot R ll 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 40'-0' AR1 AR1 - N N J 111111.11111 ■uv J1 I J _11011.1141„ I � ■■SIIJ2`� ‘1% I \4 :I , !\II L L I L I N J _I■��I�I I /_I J5 . _I■\: \� \u MI_ J6 -- \ \ J7 IIIMIkktibll I-I_ J7 I�i�' ISI_ J8 _ I■�I_ J11_I_■LI ,■I_I_ J10 I• J1 _I-I■,k I AI■I■-I J11 4 liiiif "'�'ii■I_ .� 73) J: IIi! MEM_I_ ISI 1111. ■i■_'m■I_ J7_._ J._I ► ■■■■IMEM I III I I■SI ■i■.12(1011E13 (5) II,I ■■.-IIr �.Y.: ( iI tiY.11 F- i , ■■I �I1�4 1:•a•..�n:.�... iir I - Fr GARAGE RIGHT N 1- 11'-8' 11. 20'-0■ ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER CO PLAN 5-A COFFER DESIGNER/ENGNEEROFRECORD Pa�� RESPONSIBLE FOR ALL NON-TRUSS fi . umber PLAN. DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO TRUSS C O M P A N Y 5-A / A-A CHECKED BY.' REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ,.j 1/8”=1' All designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. ! CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown 1-. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPII TCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MTek). V ,-.i4, .' ` � "�> <, i i I 44, i'043 4, I:' 26 c.) 7'0 14:01S'ire frill le, EXPIRES 6130115 111E 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 114 2.10=(-799) 2686 3.10=(-300) 336 BC: 2x4 KDOF/118,BTR WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 3-2- 4=(-2885 124-3018 1 11 -12 =(-258( 1671 10-4. 11=(-736) 629 574 2x4 OF STAND A LOADING 4- 5= -2255 1147 12-13.(-597) 2094 11. 5= -460 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= -2255 1147 13- 8=1-834) 2444 5.12= -460) 1077 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2885 1241 12- 6= -736 574 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -3018 1136 6.13= -235 629 8- 9= 0) 114 13- 7=(-300) 336 OVERHANGS:pp 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) Connecto BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,,CN18te(orrrnolprefix) =designators: BOTTOM Inc LLI EOM ADORD CHECKED FOR A 20 PSF AT LOCATION(S) SPECIFIEDLBYITED IBC STORAGE1 . LOCATIONS REACTIONS REACTIONS SIZE SO IN. (SPECIES) M,M2OHS,MI8HS,M16 = MiTek M1 series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -378/ 2067V -323/ 323H 5.50' 3.31 KDDF ( 625) 43'- 9.5' -378/ 2067V 0/ OH 5.50' 3.31 KDDF ( 625) JT 2, 8: Heel to plate corner = 2.25" ICOND. 2: Design checked for net(-5 ssfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.167" @ 17'- 11.0" Allowed = 2.144" MAX TL CREEP DEFL = -0.321' @ 17'- 11.0' Allowed = 2.858" MAX LL DEFL = -0.036' @ 45'- 9.5' Allowed = 0.200" MAX TL CREEP DEFL = -0.043' @ 45'- 9.5' Allowed= 0.267' MAX HORIZ. LL DEFL = 0.076" @ 43'- 4.0" 21-10-12 21-10-12 MAX HORIZ. TL DEFL = 0.121' @ 43'- 4.0" 7-05-13 7-02-08 7-02-08 7-02-08 7-02-08 7-05-13 nut esign assumes moisture content does not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.00 M-4x6 Q 7.00 system and components and cladding criteria. 4; 0M-5x8(5)0" Wind: 140 mph h=25.6ft, TCDL=4.2,8COL=6.0, ASCE 7-10 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1B\ Load duration factor=l.6, M-5X8(S)" 5 Truss designed for wind loads in the plane of the truss only. 0.25 .25" co 0 M 4X-1A M-1.5x3 v \14(1\ 00A0 M1 '� '� 13 8 ox - x 0.25" 0.25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) ), ), y y ), i, y y 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 y y 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 JOB NAME: 5-A POLYGON NH - B2 ,s�>tia PRpF�s Scale: 0.1445 `�Jta/2zI! s4�� WARNINGS: GENERAL NOTES,unless otherwise noted: 4L 'VVQQ/G rl lI -7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual • .92.11 P E r Truss: 62 and Warnings before construction commences. building component Applicability of design parameters and proper �e 2.2z4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. ya // 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). ,,�""" mn 40900 DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiity of the respective contractor. 'x! A�OREGON 4(/ SEQ. : 6037152fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4',. "y N A design loads be applied to any component. and are for"dry condition"of use. TRANS I D. 406556 S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if Q 14 �� fabrication,handbng,shipment and installation of components. necessary. A ` 6.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage Is provided. '�'/ D ff yS L. II 11111 VIII VIII I'll IIID VIII(IIIIIII 9 1 by 8.Plates shall be located on both faces of truss,and placed so their center rt rl 4 7PINvrCA in BCSI,copies of which will be famished upon request lines coincide withjoint center 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MI7ek) EXPIRES:12/31/2015 IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 WOOF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2c( 0) 114 2- 9=(-843) 2654 3. 9=(-300) 335 7. 8=(-2357) 628 BC: 2x4 KDDF 41&BTR SPACED 24.0' O.C. 2- 3= -2998 1127 9-10=(-607) 2217 9- 4.(-234) 630 WEBS: 2x4 KDDF STAND; 3- 4= -2865` 1232 10-11=(-267) 1637 4-10=(-737) 574 2x4 OF STAND A LOADING 4- 5= -2234 1138 11-12.(-584) 2045 10- 5= -460 1077 LL( 25.0)+DL 7.0) ON TOP CHORD= 32.0 PSF 5- 6= -2229 1164 12- 8=)-829) 2355 5-11= -450 1055 TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7= -2794) 1278 11- 6= -713 566 BC LATERAL SUPPORT <= 12"0C. VON. TOTAL LOAD = 42.0 PSF 7- 8= -595 713 6-12= -258 552 12- 7=(-240) 354 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) plateBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,,CN18 (((orrrno1prefix1) =CompuTrus, Inc BOTTOM LOCATION(S) SPECIFIEDBYIBC STORAGE1 . LOCATIONS 0.0" -380/AC2064V -302TIONS / 316H 5NS .50" 3.30ZE N KDDFPI 625 M,M2OHS,M18HS,1i16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 6.2" -281/ 1855V 0/ OH 5.50" 2.97 KDDF ( 625) JT 2: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psfl uplift at 24 "pc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.163" @ 17'- 11.0" Allowed = 2.130" MAX TL CREEP DEFL= -0.314' @ 17'- 11.0' Allowed = 2.840" MAX HORIZ. LL DEFL = 0.074" @ 43'- 0.7' MAX HORIZ. TL DEFL = 0.117" @ 43'- 0.7' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 21-10-12 21-07-08 T .' .' Design conforms to main windforce-resisting 7-05-13 7-02-08 7-02-08 7-02-08 7-04 7-01 system and components and cladding criteria. 1' T T 1' T ' f Wind: 140 m ht h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 12 12All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), 7.00 M-4x6 Q 7.00 load duration factor=1.6, Truss designed for wind loads 5 4.0" in the plane of the truss only. M-5x8(8) \ M-5x8(8) 0.25" 0.25" ./77* ,t-t- 1,:t.,0 fM v M-1.5x s M-3x5 .M-1.5x3OK \ /' /' o co .- \ .... r-1. A o g io 'f 11 12 8** o M-3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 c M-5x8(S) M-5x8(S) �, . y 8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 y 2-00 43-06-04 ,i1,0 Pper JOB NAME: 5-A POLYGON NH - B1 Scale: D.,4„ ,5'-` INE 's 44 ,Q WARNINGS: GENERAL NOTES,unless otherwise noted: $lamt�GI l/ -yy 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Ct. '92.`PE C"' Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper �e 2.2u4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. /„rte"' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,J" ^ DES. BY: EE 2'a c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall/BC). , �' ', DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** ® Cr 4SEQ. : 6037153 .No load should be applied to any component until after all bracing and 4.Installation of truss is the respondbiity of the respective contractor. 7 }-*9_OREGON 4,/�4,/ non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, TRANS I D: 406556 design loads be applied to any component and are for"dry condition"of use. 6. / 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If Q �" 1 4 2 �+V� fabrication,handing, necessary. 1 `, shipment and installation of components. 7.Design assumes adequate drainage is provided. 'R R)b`- 6.This design is furnished subject to the hndtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center Il 11111111111111111 TPINYTCA in SCSI,copies of which will furnished upon request. lines coincidedictwith joint aIn nche. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2-11= -1431) 2572 3-11=( -152 192 15.10=(-182) 108 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0,C. 2- 3= -3025 992 11-12= -1288 2429 11- 4=( -49 296 WEBS: 2x4 KDDF STAND; 3- 4= -2875` 987 12.13= -1034` 2330 4-12=( -445 367 2x4 DF STAND A; LOADING 4- 5= -2453910 13.14= -850 2024 12- 5= -216 868 2x4 KDDF #1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= 0)) 0 14.15= -541) 1259 12- 7= 443 150 DL ON BOTTOM CHORD = 10.0 PSF 5. 7= -2076) 878 7-13= •254 324 TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241))) 822 13- 8= -226 582 BC LATERAL SUPPORT <= 12'OC. UON. 8- 9=(-1563)LL = 25 PSF Ground Snow (Pg) 9-10=) -141 5948-14=(157 14- ( --329 96 497 1300.19=(--329) 770 NOTE: 2x4 BRACING AT 24'OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HOZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -340/ 2071V -179/ 367H 5.50' 3.31 KDDF ( 625) OVERHANGS: 24.0' 0.0' 43'- 6.3' -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625 M-1.5x4 or equal at non-structural (GOND 2 De<ign checked for net( psfl uplift at 24 'oc spacinB.l vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL= -0.036' @ -2'- 0.0" Allowed = 0.200" C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267' M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.165" @ 15'• 9.7' Allowed = 2.130' MAX TL CREEP DEFL = -0.296" @ 22'- 6.6" Allowed = 2.840" JT 2: Heel to plate corner = 2.25' ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.080" @ 43'• 2.8' MAX HORIZ. TL DEFL = 0.114' @ 43'- 2.8' 0-04-15 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 19-11-11 23-06-09 Design conforms to main windforce-resisting 1 T . 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6.11-13 7-00-01 system and components and cladding criteria T T T TT T T f T Wind: 140 mph h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 15-09 12 oad duration factor=l.6, ' ' 1' Truss designed for wind loads 12 in the plane of the truss only. 7.00M 4x6 M•5x6(S) M-3x40 25" =M-4x4 M-1.5x3 M-5x6(S) n 7 y y 4 0.25" �0cr O O +. .+ + +1 4 , r M-1"5x3 0 + 01 0 MM w o 2 11 M-3x8 M-3x4 U.25" M-3x4 0.2514= M-4x413 M-5x8(S) M-5x8(S) ), 1, /, y ), /' 7-11 7-06 9-05-08 9-03-12 9-04 y y 1- 2-00 2-00 43-06.04 JOB NAME: 5-A POLYGON NH - AH3 scale: o.tso4 r�<<'" GIPRO,�`ss WARNINGS: GENERAL NOTES,unless otherwise noted: 4:- P17 1- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t V 92®®P E f'•" and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH3 incorporation of component is the responsibility of the building designer. 2.2z4 compression web bracing must be Installed where shown+, 2.Design assumes the top end bottom chords to be lateroty braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'ot.c.respectively unless braced throughout their length by �"� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ./ �'- t1. 1010.* DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ d +a, SE Q. : 6037154 4.No bad should be applied to any component until aft7er all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ts {(t fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive x orrosive environment, . , N A.,, TRANS I ID: 406556 design bads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 8.Design assumes full bearing at all supports shown.Shim or wedge if .f 4 Y ZQ4 • .. 4 Y 4 0P necessary. �+. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R`0- 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 11111111011 IIIb TPINVECA in BCSI,copies of which will be furnished upon request git coincide withizjoint ain ices. 9.Digits indicate size of plate In Inches. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.11=(-1431) 2572 3.11=( -152 192 15-10=(-182) 108 BC: 2x4 KDDF H1&8TR SPACED 24.0" O.C. 2- 3=(-3025) 992 11-12=(-1288) 2429 11- 4=( -49) 296 WEBS: 2x4 KDDF STAND; 3- 4=(-2875) 987 12-13=(-1034) 2330 4.12=( 445 367 2x4 DF STAND A; LOADING 4. 5= -2453) 910 13.14= -850) 2024 12- 5= -216 868 2x4 KDDF'N1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 14-15=) -541 1259 12- 7= 443 150 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM TOTALCHORD LOAD = 42.0 PSF 7- 8=(-2241I 822 13-18=) -226) 582 BC LATERAL SUPPORT <= 12'OC. UON. 8-LL = 25 PSF Ground Snow (Pg) 9-10=1 -141) 497 157 14. 9=) -329) 1300 9.15=(-2078) 770 NOTE: 2x4 BRACING AT 24'OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S SPECIFIED BY INC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -340/ 2071V -179/ 367H 5.50' 3.31 KDDF ( 625) OVERHANGS: 24.0" 0.0" 43'- 6.3' -259/ 1936V 0/ OH 5.50" 3.10 ODE ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix =CompuTrus, Inc COND. 2: Design checked far net(-5 psi) uplift at 24 "oc s a 'ne I M,M2OHS,M18HS, 16 = MiTek M series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" JT 2: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" ** For hanger specs. - See approved plans MAX LL DEFL = 0.165" @ 15'- 9.7" Allowed = 2.130' MAX TL CREEP DEFL = -0.296" @ 22'- 6.6" Allowed = 2.840" MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8" NOTE:Design assumes moisture content does 0-04-15 not exceed 19% at time of manufacture. Pr 15-11-11 27-06-09 Design conforms to main windforce-resisting system and components and cladding criteria. 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T Tf T T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 15-09-12 Truss designed for wind loads f f in the plane of the truss only. 12 • M-5x6(S) M-4x6 7.00 6 M-3x4 0 25" =M-4x4 M-1.5x3 M-5x6(S) 7 1': 9 e0 0.25" 0 vv 0 + o M-1. 5x34\ + + +I 8 v 0 o + am I.- \ 0 n A " ./. ,. 'f 13 1 2',M-3x8 M-3x4 u•25" M-3x4 0.25'4 =M-4x4 1* M-5x8(S) M-5x8(S) y ), . y 1, i, y y 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - AH2 Scale: 0,1504 r�A�5� . IN6 x 6:.9 WARNINGS: GENERAL NOTES,unless otherwise noted: �{Jv /zz/ t 1-sY 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual �' T9 7 P 1'' Truss: AH 2 and Warnings before construction commences. building component.Applicability of design parameters and proper i 2.204 compression web bradng must be installed where shown+, Incorporation of component Is the responsibility of the building designer. T,r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , �, DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown I.* id `(, - Sf� 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� OREGON W E Q corrosive environment, 4, 7Nb TRANS I D: 406556 design bads be appied to any component. and are for"dry condition"of use. / .q.5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 2Q PE fabrication,handing,shipment and installation of components. 7.necessary. s p (� 6.This design is furnished subject to the imitations set forth by 8.PlateDesis shall be locatedn assumes gon both faces drainage of truss,and placed so their center �R y�� 1111111111111111111110.TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center ins 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/91I2n15 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2.11= -1639) 4875 11- 3=( 0) 300 9-16=(-4391) 1805 2x4 DF BC: 2x6 KDDF4k1&BTA LOADING 3- 4=)-5549` 1990 12-13=I-2387) 5968 12.1 4872 4,(( _428 286 16.10=( -342) 255 428) 1623 2x4 KDDF STAND; LL 5 0 PLF 4966 6-13. 0 419 WEBS: 953 2x4 OKFOSSTAND ANDDB; BC TC UNIF LL UNIF LL4 100.0 =288.0)SF Ground280 PLFow12 -) 0.0" TO 43'- 6.3' V 7- 7=)-6028) 22252379 15-16=).1257) 2945 13.1 7.7= '9.4) 519 8- 9=(-3514) 1448 14- 8= -312) 1314 TC LATERAL SUPPORT <= 12'OC. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0' 9-10=) -100) 112 8-15= -2455 1086 BC LATERAL SUPPORT <= 12'OC. UON. 15- 9= -684) 2397 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 NOTE: 2x4 BRACING AT 24"0C UON. FOR THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -1099/ 3690V -131/ 270H 5.50" 5.90 KDDF 625) 43'- 6.3" -1506/ 3729V 0/ OH 5.50" 5.97 KDDF 625) OVERHANGS: 24.0" 0.0" to • r. ,i r. , , I. - , , ' , spacing.) Connector blate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.032' @ -2'- 0.0' Allowed = 0.200" M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.039" @ -2'- 0.0' Allowed= 0.267' MAX LL DEFL = 0.290' @ 19'- 5.3' Allowed= 2.130" "" For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.569" @ 19'- 5.3' Allowed= 2.840" MAX HORIZ. LL DEFL = -0.108" @ 43'- 0.8" MAX HORIZ. TL DEFL = 0.171" @ 43'- 0.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, 11-11-11 31-06-09 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, T T Truss designed for wind loads 5-11-14 5-05-02 0-0,r 6-05 I. 6-05-04 6-10 5-10-05 6-05 6-05 in the plane of the truss only. 11-09-12 T 640q 12 M-7x8(S) M-5x10 7.00 V 5 =M-6x6 0. 5" =M-666x6 =M-10x10 M-3x610 \/\/\? il M-3x4 a u•‘11.: ♦ A A o 0 m 1:- M o M-4x12 o rte, B y_ ty. -, 2- 11 12 1 14 )5 18= M-1.5x3 M-3x10 u.25'� =1A-4x4 0.25' M-4x10 :14-8x8(S) =M-10x10(S) y ), > )' ), )' )' 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 y y y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - AH1 <ccz � pR©acs's Scale: 0.15195 ! GINT,w /� WARNINGS: GENERAL NOTES,unless otherwise noted: 44 1z^/ " 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '' 7 2/ 0 0 P E 1'~ Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper rr��//2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and 01 10'o.c.respectively unless braced throughout their length by �" doplop continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+t- 4. Q /� p 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiity of the respective contractor. - OREGON qty SEW, ' 60371 56 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, d design loads be angled to any component. and are for"dry condition"of use. `% -7 i ZON ..}� TRANS' I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If 1 4 f�*ty. fabrication,handing,shipment and installation of components. necessary. 4 k ' g P Po 7.Design assumes adequate drainage Is provided. "x '.iwy B.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111 )IIII I III)IIII)IIII)IIII IIII ill TPI WfCA in BCSI,copies of which will be famished upon request. git coincidenictwith joint ate inr fines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11= -1212) 3463 11- 3=( -236) 849 17- 8=(-300) 336 BC: 2x4 KDDF 018BTR; SPACED 24.0" O.C. 2. 3= -4062 1544 11-12= -1139 3226 3-12= 506 350 2x4 DF 2400F B5 3. 4=1.3073` 1177 12-14=I -797) 2720 12- 4=) 0) 348 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -2541 1132 13-15= 0 0 4-14= -567 259 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2298? 1240 14-15= -626? 2374 5-14= -288? 1055 TC LATERAL SUPPORT <= 12"OC. UON. L ON BOTTOM CHORD = 10.0 PSF 6- 7= -2207 1142 15-16= -261 1600 5.15= -1419 749 TOTAL LOAD = 42.0 PSF 7. 8= -2812 1243 16-17= -595 2048 15. 6= -558 995 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9= -2957) 1138 17- 9= -836) 2403 6.16=) -434) 1178 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) 9-10= 0 114 16- 7= -722) 578 p BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7.17=( -243) 599 Connector plateoprefixrdeiignatorspuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES) 0'- 0.0" -379/ 2067V -323/ 323H 5.50" 3.31 KDDF625 JT 9: Heel to plate corner = 2.25" 43'- 9.5' -378/ 2067V 0/ OH 5.50' 3.09 DF ) 670` )GOND. 2: Design h k-d for n t( psf) uplift at 24 "oc spacino.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.211" @ 14'- 6.0" Allowed = 2.144" MAX TL CREEP DEFL = -0.393' @ 14'- 6.0" Allowed = 2.858" 21-10-12 21-10-12 MAX LL DEFL = -0.036" @ 45'- 9.5' Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ 45'- 9.5" Allowed = 0.267" 2-09 5-10-08 5-10-08 7-04-12 7-02-08 7-02-08 7-05-13 f f T '( MAX HORIZ. LL DEFL = 0.102' @ 43'- 4.0" 12 12 MAX HORIZ. TL DEFL = 0.166" @ 43'- 4.0" 7.00 M-4x6 7.00 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. s ,,sr Design conforms to main windforce-resisting M-5x8(S) V.%‘ M-5x8(S) system and components and cladding criteria. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 0.25" (All Heights), Enclosed Cat.2, Exp.B, MWFAS(Dir), 0.25" load duration factor=1,61, � Truss designed for wind loads in the plane of the truss only. ca o M-3x4 A4 M-1.5x3 3x4 M- 3 M-4x6/2 r, " O 12 5cM =nM-5x6 M-3x4 i.5 's : s o 8M-5x10 0,2 M-3x4-4x6+ M-3x8 0 -==2.75 2.04 vhf-4x10 M18HS-5x16(S) 12 12 ). y y yy 1, y ), -05-0¢ 5-10-08 6-02 0-11-12 10-04-12 8-11-15 8.11.01 pY Y J, y y Y-05-08 12-00-08 1710-04 27-05-04 ,2-00 y2-OOy 14-06 29-03-08 J, y 2-00 43-09-08 2-00 JOB NAME: 5-A POLYGON NH - 63 Scale: 0.1309 ,5. (51/4 GIRN (1RFfi6:p WARNINGS: GENERAL NOTES,unless otherwise noted: �� /22. t /Y gA r , 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual �' !72.0 PE r Truss 63 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+• Incorporation of component Is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such es plywood required sheathing(TC)and/or drywall(BC). P° tY 9 3.2x Impact bridging or lateral bracing where shown++ w 4.No load should be appied to any component until after all bracing and 4. ation of truss is the responseity of the respective contractor. OREGON t� SEQ. : 6037157 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1'G A_ N� k TRANS I D: 406556 design loads be applied to any component. 6.afor"dry d ys condition" f use. e.supports ^�7 -E 5.Com uTrus has no control over and assumes no responsibilityfor theDesign9 shown.Shim or wedge If /© y 1 4 fabrication,handing,shipment and installation of components. necessary. 'O.� 6.This design is furnished subject to the imitations set forth by7.Designlatesassumes adequateadon otc drainage istruss,provided. IL. �` 111111111111111111 r 8.Plates shall be located both faces of and placed so their center 4 TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joinpt center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ches. 10.For Digits sic conneectorplate late In)gvalues see ESR-1311,ESR-1988 P design (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 I. 2= 0) 114 2-15=(-1177) 3199 15- 3=( -99 614 22-13=) -87) 221 SPACED 24.0" O.C. 2- 3= -3891) 1497 15.16=S -931) 2763 15. 4.(-277 430 13.14=(-2471) 843 BC: 2x4 KDDF STAND3- 4= -3508 1481 6.18=1 -757 2413 4-16='-342 253 WEBS: 2x4 KDDF STAND; 2x4 OF STAND A LOADING 4- 5= -2938 1219 17-19= 0 0 16- 5= -121 527 ON TOP CHORD . 32.0 PSF 5- 6= 5 18-19. -556 2143 LL( 25.0)+DL(L TON) BOTTOM CHORD = 10.0 PSF 6- 7= -2388 1110 19.20= 544 2087 18.16=�-405 964 TC LATERAL SUPPORT <= 12"OC. UON. DL )) ( )) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 9= -2116 1048 21.22= -542 2142 18- 8= -92 159 8-9-111= -1914) 1045 992 22-14=) -818) 2248 2182 19-8.20=( 493 1265 LL = 25 PSF Ground Snow (Pg) -93 265 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11= 0) 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -22941 1043 9-21= -495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13. -2668 1116 11-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= -367) 444 21-12= -434 341 OVERHANGS: 24.0" 0.0" 12-22=) -68 268 M-1.5x4 or equal at non-structuralBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SG.IN. SPECIES 0'- 0.0" -349/ 2064V -211/ 224H 5.50' 3.30 KDOF ( 625) Connector plate prefix designators: 43'- 8.2" -254/ 1828V 0/ OH 5.50' 2.92 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek M series ICONS 2 Design checked for net( o f) plift at 24 "oc spacing.) ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-11-11 3-10-02 19.08-07MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL= -0.043' @ -2'- 0.0' Allowed = 0.267" 4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 MAX LL DEFL = 0,174' @ 17'- 8.5" Allowed = 2.130" f f TT f f ff f f f .(( MAX TL CREEP DEFL = -0.335' @ 22'- 10.8" Allowed = 2.840" 2-07-0 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08' MAX HOAIZ. LL DEFL = 0.095" @ 43'- 0.7" ( T MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 15-09-12 15-06-08 NOTE:Design assumes moisture content does f - I f not exceed 19% at time of manufacture. 12 M-3x4 12 Design conforms to main windforce-resisting 7.00 M 3x8 Q 7.00 system and components and cladding criteria. M 4x6 M-4x6 Wind: 140 mph h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M•5x6(S) 7 6 9 ,1 M-5x6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 0.25" Truss designed for wind loads 0.25" in the plane of the truss only. v .2 .... o M-3x4 +I +t +c; co -3x5 /\,* M-1"5x3 1.5x3M-4x60at,: 4,K......_ 2 'M 5x10 M-3 x4 1co 7 r. 19 20KM ? 22 ta* o - M-4x6+ o M-5x10 M-3x4 0.2�' M-3x4 M-4x6 0 -.2 75 1.89 - M-4x8 M-5x8(5) 12 12 '- 1, > 1-00112y 1 1 y y 5,-05-01 6-06-10 5-05-14 1108"0z 5-07-14 5-05-12 7-06 7-07-12 y 2-05-08 13-01-04 y 2-00 25-11-08 y 14-06 29-00-04 y 2-00 43-06-04 ��Q`>vt� PRpr�� JOB NAME: 5-A POLYGON NH - BH3 Scale: 0.1286 GINSjfi, /0 WARNINGS: GENERAL NOTES,unless otherwise noted: L.n�� #-7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual =a ♦P E r Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and prroper. 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibilityof the buildingAReag ner. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1r , DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �t, S EQ 6037158 kc 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7t/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4- -if 2QN ` design loads be applied to any component and are for"dry condition"of use. Q 1 4 G• �'•�- TRANS' I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Deeigna assumes full bearing at all supports shown.Shim or wedge If p 4 fabrication,handing,shipment and Installation of components. 7.Design s umes adequate drainage is provided. r'f R(�1^" 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of ch will be furnished upon 111111111111111MTer USA,lnC./COmpuT 9ISoftware 7.6.6(1 L)Z request. 0.FFlines coincide with joint center lines. 9. or basic connector plte size of alate in inches. te design values see ESR-1311,ESR-1986(MiTek) 12/31/2015EXPIRES: IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-15=(-1177) 3199 15- 3=( -99) 614 22.13=) -87) 221 BC: 2x4 KDDF J11&BTA SPACED 24.0" O.C. 2- 3=(-3891) 1497 15-16= 931 2763 15- 4=(-277 430 13.14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3- 4=(-3508` 1481 16-18=( -757) 2413 4.16=(-342 253 2x4 DF STAND A LOADING 4- 5= -2938 1219 17.19=((( 0 0 16- 5= -121 527 LL( 25.0)+pLOL 7.0)ONON TOP CHORD =BOTTOM CHORD= 10.0 PSF 6- 7= -23880 11150 19.20=( 544 2 87 18-16=�-405 964 TC LATERAL SUPPORT <= 12"OC. UON. 660 PSF 6. (( )) 2143 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8= -2026 1048 20-21= -542 2142 18- 8= -92 159 8- 9= -2115 1045 21.22= -720) 2182 19- 8..(-486 183 LL = 25 PSF Ground Snow (Pg) 9-11= -1914` 992 22.14=( -818) 2248 8.20= -93 265 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10.11= 0 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2294) 1043 9-21= -495 193 LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. 12.13= -2668 1116 11-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= -367) 444 21-12= -434 341 OVERHANGS: 24.0" 0.0' 12.22=( -68 268 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,A16 = MiTek MT series 0'- 0.0' -349/ 2064V -211/ 224H 5.50" 3.30 KDOF ( 625` ** For hanger specs. - See approved plans 43'- 6.2" -254/ 1828V 0/ OH 5.50' 2.92 KDDF ( 625) ICOND- 2: Design -h k d for n t( psf)uplift at 24 "oc s a ing I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL= 0.174" @ 17'- 8.5" Allowed = 2.130" 15-11-11 11-10-02 15-08-07 MAX TL CREEP DEFL = -0.335" @ 22'- 10.8' Allowed = 2.840" 4-02-11 4-04-07 4-07-09 5-03-08 4-10-08 1 MAX HORIZ. LL DEFL = 0.095' @ 43'- 0.7" T f 1-08-13 f f ff f fMAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 2-07-0k T 4-04-07 T 0-04-1ff 5 5-05-12 T 0.0 15 ff T 5-01-08 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting T T T system and components and cladding criteria. 12 M-4x6 M-4x6 7.00 M-5X6(5) 7 M- X8 M- X4 1.1 12 Wind: 140 mphl h=23.9ft, TCDL=4.2,BCDL=8.0, ASCE 7.101 M-5x6(S) Q 7.00 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), / load duration factor=l.6 0.25"+ / T 0Truss designed for wind loads 25" in the plane of the truss only. v ,2 M-3x4 +1 T' \A1h3x5Mi. 3 coi„ M4x6 A , doo 17 19 20 «5 16 m mmo 2 M•4x60 M-3x4 c M-5x10 M-3x4 0.2 '1 M 3x4 M-4x6 o 0 2,75 1.89 AM-4x8 M-5x8(S) y2 ) y 1-90112 r ), y 1, y •05-0¢ 6-06-10 5-05-14 11708.02 5-07-14 5-05-12 7-06 7-07-12 y 5,,,-05-08 13-01-04 y 2-007 25-11-08 y Jy 14-06 29-00-04 2-00 43-06-04 y JOB NAME: 5-A POLYGON NH - BH2oto PROF*, Scale: 0.1286 "<( _'ly�[G�Nry /pny�Ts/WARNINGS: GENERAL NOTES,unless otherwise noted: 4v i5/2(a/(/ ,.r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is loran individual //P E Truss: BH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. - d 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced et DES. BY: EE is the res onsiNli of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Stir. P ty permanent bract of continuous sheathing such as pywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -w C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6037159 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �L" 1h ^V design bads be appfed to any component and are for"dry condition"of use. 4� TRANS I D: 406556 5.CompuT us hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 4 fabrication,handling,shipment and installation of components. Decessary. ,1_ {�,Q` 6.This design is furnished subject to the lindtations set forth by7.Design assumes adequate drainage is provided. 41,e.p r�1 t SJ 11111111111111111 8.Plates shall be located on both faces of truss,and placed so their center C+l f1 14 TPINVTCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompUTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 0R/0OF/C =1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE 0 1.15 (Non-Rep) 1- 2=( 0) 114 2-15=(-1844) 6771 15- 3=( -359) 1675 21.13=(-366) 278 2x6 KDDF #1&BTR 72, T3 2- 3= -8240) 2291 15-16= -1727) 6287 3.16=( -728 178 13-22=1 0) 299 BC: 2x6 KDDF #1&BTR LOADING 3- 4= -6514 2010 16-17= -1666) 5567 16- 4= 0 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow ((Pg) 4- 5= -6058 2101 17-18= -2003 5967 4-17= 494 262 2x4 OF STAND A; TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF b'- 0.0" TO 12'- 0.0" V 5- 6= 0 0 18.19= -2095 6120 17- 5= 631 2092 2x6 KDDF STAND B TC UNIF LL( 100.0 +DLI 28.0)0 128.0 PLF 12'- 0.0" TO 31'- 6,2' V 5- 7= -5197 1853 19.20= -2199)) 6298 17- 7= -1786 823 TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 31'- 6.2' TO 43'- 6.2' V 7- 8= -6026 2221 20-21= -2060 5951 7-18= -465 1243 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0 +DL( 40.0)0 40.0 PLF 0'- 0.0' TO 43'- 6.2" V 8- 9= -5957 2233 21-22= -1418) 4762 18- 8=( -19) 222 BC LATERAL SUPPORT <= 12'OC. UON. 9.10= -6194 2281 22.14= -1415) 4765 19- 8= -779) 384 IC CONC LL 500.0 +DL( 140.0). 640.0 LBS @ 12'- 0.0" 10-12= -4749 1699 19- 9=1 541 281 TC CONC LL( 500.0)+DL( 140.0) = 640.0 LBS @ 31'- 6.2' 11-12= 0 0 9-20= -282j 337 NOTE: 2x4 BRACING AT 24'0C UON. FOR 12-13= -5572 1920 20-10= -89 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13-14= -5833 1764 10.21= -1904 912 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-21=( -481) 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: 0'- 0.0' -1078/ 3764V -151/ 164H 5.50' 6.02 KDtlF 625) C, CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 43'- 6.2' -994/ 3527V 0/ OH 5.50' 5.64 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ** For hanger specs. - See approved plans (GOND 2• Design checked for nett 5 o fl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.350" @ 21'- 11.8' Allowed = 2.130" MAX TL CREEP DEFL = -0.695' @ 21'- 11.8" Allowed = 2.840' MAX HORIZ. LL DEFL = 0.150" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.249' @ 43'- 0.7" 11-11-11 19-10-02 11-08-07 NOTE:Design assumes moisture content does 4-04 0-06-10 2(-03-08 5-02-05 0-06-10 5-08.10 not exceed 19% at time of manufacture. 2-09 T 4-04 2-02 13 5-05-13 f f 4-07-11 5-05-02 f f Design conforms to main windforce-resisting T ,r f '1 1 -( 1 f 1,r ,. system and components and cladding criteria. 11-06-08 Wind: 140 m ht h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-09-12 A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1640# ��40# load duration factor=1.6 12 • M-7x8 S 12 Truss designed for wind loads 7.00 M-5 12 M-3x5 ( ) M 5X10 Q 7.00 in the plane of the truss only. ' 7 M-3x4 9 0.25" -M-10x4 t�2 M-3x4 M-3x4 v + + 3 0 M-3x8 M-7x12 co °D M18HS-3x18 4 o l7 16 17 1 / ss e � 2 -M-8x8 M-3x4 M-4x8 -M-8x8 19 P 21 22 10* o M-4x6+ M-4x6+M18HS-7x14 0.25' M-3x10 M-1.5x3 0 - 2.75 2.75 o M-8X8(S) 12 12 y i-05-0a 4-04 4-05-12 3-02-11),2-00), 8-01 7-11-04 5-05-02 5-06-14 , ,,2-00,-05-08 12-00-08 2-00 27-00-04 y 2-00 43-06-04 �ttat O P R 9/e. JOB NAME: 5-A POLYGON NH - BH1 Scale: 0.1366 <0 , GINE' trio WARNINGS: GENERAL NOTES,unless otherwise noted: 451 vMUM' M p 1.Builder and erection contractor should be advised of aN General Notes 1.This design is based only upon the parameters shown and is for an individual Ct. $!"[.- r Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+• incorporation of component is the responsibility of the building designer. 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4, 100 DES. BY: EE is the respons b Ny of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). > '• DATE: 8/22/2014 the overall structure Is the responsibility of the buildingdesigner. 3.2x Impact bridging or lateral bracingrequired where shown++ � " SEQ. : 603 7160 LC 4.No bad should be applied to ny component until after all bracing and 4.Installation of truss is the responsiility of the respective contractor. 7 S OREGON ,/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ',y7 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.oacessassumes full bearing at all supports shown.Shim or wedge If Q r 14 �� fabrication,handing,shipment and installation of components. 7.Design sumes adequate drainage is provided. MSR R 4b`, 6.This design is furnished subject to the Nmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center lines IIIIII 1111111111111111VM Te SAnInCs/COfnpuTrus which Software 7.6.6(1 L)E request 10.For basin connectoroplate design values see ESR-1311,ESR-1988(MiTek) int center Nnes. 9.Digits Indicate size of late In Inches. EXPIRES:12/31,2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 86 2- 8= -104 734 3- 8=(-401 388 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2- 3=1-1004 236 8- 9=I _48) 481 8- 4=(-295) 595 WEBS: 2x4 KDDF STAND 3. 4= -885 459 9- 6= 74 602 4. 9=(-294 595 LOADING 4- 5= -885 459 9- 5=(-401) 388 TC LATERAL SUPPORT<= 12'0C. UON. LL( 25.0)+DL( 7. 0) ON TOP CHORD = 32.0 PSF 5- 6= -1004 236 BC LATERAL SUPPORT <= 12'0C. UON. L ON BOTTOM CHORD = 10.0 PSF 6- 7=I 0 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' plate prefix designators: LL = 25 PSF Ground Snow (P9) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C Connector8,CN18 (or no prefix) = Com CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES) C,CN,C18MC18,(or 0 MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -184/ 975V -360/ 360H 5.50" 1.56 KDDF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 6.0' -184/ 975V 0/ OH 5.50" 1.56 KDDF ( 625` THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 pal) uplift at 24 "oc soacing.I 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' 5-02 5-01 5-01 5-02 MAX TL CREEP DEFL = -0.003" @ -1'• 0.0' Allowed = 0.133" MAX LL DEFL = -0.024' @ 6'- 10.9' Allowed = 0.979" MAX TL CREEP DEFL = -0.043' @ 6'- 10.9" Allowed = 1.306' 12 12 MAX LL DEFL = -0.002' @ 21'- 6.0" Allowed = 0.100' M-4x6 MAX TL CREEP DEFL = -0.003" 9 21'- 6.0' Allowed = 0.133" 14.00/ \14.00 4.0" s- 4 MAX HORIZ. TL DEFL = 0.015' @ 20'- 0.5' ,\ 1,\\ NOTE:Design assumesmoisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6Truss designed for wind loads in the plane of the truss only. v /0. M-1.5x3 0 \ / 0 0 O T0 M-3x4 M-3x4 o /- M-5x6(S) 6-10-15 6-08-02 6-10-15 1-00 20-06 1-00 JOB NAME: 5-A POLYGON NH - C2 Scale: 0.2044 �� pNF�fi,`�s/d WARNINGS: GENERAL NOTES,unless otherwise noted: L{r� /Z Z/ �+ 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Q7 !92.11PE S` Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 0410100. DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywood here)and/or drywall(BC). SMTP,, , DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ AB CC. SC�1 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGONb. `+• E Q. : 6037161 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, '�L- A_ TRANS I D: 406556 design bads be appled to any component 8.and a r"dry cfulldbeenn f a use. supports '9 5.CompuTrus has no control over and assumes no responsibility for the Design9 shown.Shim or wedge if '�10 lik 14 2-Q�P`t' fabrication,handling,shipment and installation of components. necessary. f- 6.This design Is famished subject to the hiNtations set forth7.Plates assumes adequateodon drainage isotrus,provided. � p ` I IIIIII VIII VIII 11111 VIII VIII III Ill II p by 8.Plates shall be with both faces of truss,and placed so their center rl7 L TPIANTCA in SCSI,copies of which wig be famished upon request. lines coincide joint center Ines. 9.MiTek USA,Inc./Com uTfus Software 7.6.6(1 L)-E ches. 10.ForDbasiits c connectote size r plate desilate in gn values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IGD&D 2 Des gn h kr rte_dE far net(�nafl gl,ft at 24 'oc spacing I TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does 2x4 BC: 2x4 KODF not exceed 1996 at time of manufacture. #t&BTR B2 BTR; SPACED 24.0' O.C, LOADIOG Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL DL 7.0)ONON BOTTTOP CHORD . 32.0 PSF OM CHORD = 10.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF Connector plate prefix designators: Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed Cat.2, Exp.B, MWFRS(D>r), M,M2OHS,M18HS,M16 = MiTek MT series load duration factor=l.bt LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 10-03 10-03 12 illi-4x4 12 /— 14.00/ NF \14.00 v co 0 c%) 111 M-3x4 a M-3x5(S) D M-3x4 I I I 6-10-15 13-07-01 I I I I 1-00 20-06 1-00 ��,,t0 PROPt JOB NAME: 5-A POLYGON NH - Cl Scale: • 0.2158 �5 !N1/4GIN i0 WARNINGS: GENERAL NOTES,unless otherwise noted: ice 1't t- 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual c` =920 III'G r Truss: Cl and Warhings before construction commences. building component.Applicability of design parameters and proper Agiterf....„„ii, 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by 4Ja.r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` �, 'Cr DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �iL '(JREGUN� �� SEQ. : 6037162 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibifty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. �� 4 � i TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8'necessary.assumes full bearing at as supports shown.Shim or wedge if �I fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. " R l - V 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center i Iillll VIII VIII VIII VIII VIII VIII IIIb IIIb TPI k U Ain nc./ copies of which will furnished upon request. 9.lDigitsines coincide with in Inches. lines.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES..1 2131/201 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43-09-08 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0 86 2- 9=(-1252) 5318 2- 3=(-8954) 2004 12- 7=( -820) 282 BC: 2x8 KDDF #1$BTR 2- 3=) _8954) 2004 9-10=(-1252) 5318 9- 3=I -102) 114 7.13=( -474) 2142 WEBS: 2x4 KDDF STAND; LOADING 3- 4= 8738 2060 10-11=(-1284) 5552 3.10=t -192) 616 7- 8=(-10200 2302 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5= 6390 1640 11.12= 1154 5472 10- 4= -900 3994 TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 0'- 0.0' TO 20'- 6.0" V 5- 6= -6390 1640 12.13= -1320 6044 4-11= -2838 804 TC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL O.OI+DL( 20.0)= 20. 0 PLF 0'- 0.0" TO 7'- 0.0' V 6- 7= -8600) 2028 13- 8=(.1324) 6066 11- 5= -2388) 9292 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL 522.4 +DL( 375.2 = 897.6 PLF 7'- 0.0" TO 20'- 0.0" V 7- 8= -10200 2302 11. 6= -2680 760 OVERHANGS: 12.0" 0.0" BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0" TO 20'- 6.0" V 6-12= -842) 3752 plateADDL: BC CONC LL+DL= 3751.0 LBS @ 6'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connecto Cprefix designators: rue, Inc LOCATIONS REACTIONS REACTIONS SIZE MIN. SPECIES M,CN,C18,C 18,( r = MiTek x) series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -1711/ 7507V -337/ 345H 5.50" 12.01 KDDF ) 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0" -2153/ 9494V 0/ OH 5.50' 15.19 KDDF 625 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP sin together 2 ply with 3"x.131 DIA GUN nails staggered at:throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (GOND. 2: Design checked far net( p3f)splift at 24 "oc spa 'ng VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 rows MAX LL DEFL = -0.001' @ -1'- 0.0' Allowed = 0.100' 5° oc in 2 row throughout 2x8 bottom chords, 9" oc in 1 rows throughout 2x4 webs, MAX TL CREEP DEFL = -0.001" @ •1'- 0.0" Allowed = 0.133"9" oc in 2 row(s) throughout 2x6 webs. HANGER TO APPLY CONC. MAX LL DEFL = -0.069" @ 14'- 7.7" Allowed = 0.979' MAX TL CREEP DEFL = •0.175' @ 10'- 3.0' Allowed = 1.306' LOA LOADS) EQUALLY TO ALL MEMBERS. 10-03 10-03 MAX HORIZ. LL DEFL = •0.016' @ 20'- 0.5' MAX HORIZ. TL DEFL= 0.034' @ 20'- 0.5' 3-02-04 2-11-08 4-01-04 4-01-04 2-09-12 3-04 NOTE:Design assumes moisture content does f f T f T '( 1' not exceed 19% at time of manufacture. 12 M-5x8 12 Design conforms to main windforce-resisting 14.00/ \14.00 system and components and cladding criteria. 5.0" 5 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, A (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. M-3x8M-3x6 0 q AIihIM5x16 M-5x16 o ilk o .o/i� i�In��ee�____��, o 8 M-195x3 M-3x12 10.25" M-61x10 M-31x10 8 0 y y ***13751#-M-1Ox 0(S) y y y , ,3.02-04 2-08 4-04-12 4-04-12 2-08 3-02-04 , 1-00 20-06 JOB NAME : 5-A POLYGON NH - C3 Scale: 0.1681 �cj� `\�y�, PNFs/� WARNINGS: GENERAL NOTES,unless451Votherwise noted: /21/UI �+�] 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 7'92 r0 PE Truss: 03 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /• DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). '�10. Po tY g 3.2x Impact bridging or lateral bracing required where shown++ , SEQ. : 60371634.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L -1 iH .. TRANS I D: 406556 design loads be applied to any component, end are for"dry condition"of use. � �. 5.CompuTrs has no control over and assumesano responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if , y 1 4 S° + fabrication,handing,shipment and installation of components. necessary. provided. /41:110- 6. ��. This design is furnished subject to the Fmnations set forth by 8.Platesshallbe locateassumes d uoneboth faces of trus,and placed so their center lin s de with int center Nnes. 111111 VIII VIII VIII VIII VIII 11111 IIII IIII M Te SA /COfnpuT s Software 7.6(1 L)E request. 10.Forbasicb sic cionnectoroplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 Ion IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2-6=(-24) 286 6.3=(0) 307 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 111 6-4=(-24) 286 2-3=I.506) WEBS: 2x4 KDDF STAND LOADING 4-5=( 0) 86 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -111/ 604V -210/ 210H 5.50' 0.97 KDDF ( 625` Connector plate prefix designators: 11'- 8.0' -111/ 604V 0/ OH 5.50" 0.97 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(•5 osfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-10 5-10 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed= 0.100" T ' T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002' @ 12'- 8.0" Allowed = 0.100' 12 M-4x6 12 MAX TL CREEP DEFL = -0.003' @ 12'- 8.0" Allowed = 0.133' 14.00/ \ 14.00 MAX TC PANEL LL DEFL = 0.281' @ 8'- 6.5" Allowed= 0.557' 3 4.0" MAX TC PANEL TL DEFL = 0.497" @ 8'- 4.1' Allowed = 0.835' i- AK ll MAX HORIZ. LL DEFL = 0.003' @ 11'- 2.5" MAX HORIZ. TL DEFL = 0.004" @ 11'- 2.5' NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. In Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (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. o, c0 as 0 0 o� Adil6 0 M-3x4 M-1.5x3 M-3x4 y y ), 5-10 5-10 y ), ), 1, 1-00 11-08 1-00 ,00 PR apek, JOB NAME: 5-A POLYGON NH - D2 Scale: 0.3596 `5 GINqE s>0r1 WARNINGS: GENERAL NOTES,unless otherwise noted: 4Lt� � /2 G/ic- 2I 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual �' 7,92 ®P E 1'"� Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+• Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at moi. DES. BY: EE Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by + /s po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • ay. DATE: 8/22/2014 the overall structure la the responsibility of the building designer. 3.2x Impacfbridging or lateral bracing required where shown++ 3�G OREGON�N� �f c. SEQ. : 6037164 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `V fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, . 1 4 ZQ tk design bads be applied to any component. and are for"dry condition"of use. A TRANS I D: 406556 5.CompuTnrs has no control over and assumes no responsibility for the 6 Design assumes full bearing at all supports shown.Shim or wedge If Q �Q fabrication,handling,shipment and installation of components. necessary. �C{ R"„1+- V p Po 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the Imitations set forth by 8.Plates shag be located ppon both faces of truss,and placed so their center IANTCA In BCSI,copies of ch will be furnished upon ines coincide with joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MTTPe USA,Inc./CompuTrus iSoftware 7.6.6(1 L)E request. late in inches. 10.IFDigits rr b indicate ectorsize of plate design values see E5R-1311,ESR-1988(MITek) EXPIRES:12/31/2015 110 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" SAND. 2: Desi n checked for net cf r rift at 24 'cc anacinc TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 M (gip )sp BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. esign assumes moisture content does not not exceed 19% at time of manufacture. 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 Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components anddcladding criteria. Connector plate prefix designators: TOTAL LOAD= 42.0 PSF Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 C,CN,C18,CN18 or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Ex B, MWFRS Dir M,M2OHS,M18HS,�16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, P ( ) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-t0 complete specifications. 12 IIM-4x4 12 /- 14.00/ 3 \14.00 El in 0 C 0 oa 0 lillikt. 0 ,/-- o/ I 0 M-3x4 IIIIhh4 y y 1, ), 1-00 11.08 1-00 JOB NAME: 5-A POLYGON NH - D1 Scale: 0.3526 ,`GJ' GPN Ott 6's WARNINGS: GENERAL NOTES,unless°then/Asa noted: 4,?. /2Z7 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Ct' .a2 0_/P E r Truss: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper //fir 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by 4� ~ DATE: 8/22/2014 responsibilitybuilding designer. continuous sheathing such as plywoodcited sheathing(TC)and/or drywall(BC). the overall structure Is the of the 1.2x Impact bridging or lateral bracing required where shown++ 'Et CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6037165 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, `V design beds be apples to any component. and are for"dry condition"of use. . TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q t; 2 a. fabrication,handling,shipment and installation of components. Designeas. ,r_e P 7. laesassumes adequatead drainage is provisa. zip p t 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center R R I L. IIIIII VIII VIII VIII IIIA VIII VIII IIII IIIITPIANTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center Anes. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 11E111111This LUMBER-BC il LUMBER SPECIFICATIONS 11-08-00 GIRDER SUPPORTING 43-09-08 FROM 0-00-00 TO 4-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5126) 1156 1- 7=((-684) 2978 7- 2=( -566) 2502 BC: 2x6 KDDF #16BTR 2- 3=I.3372) 842 7- 8=(-680) 2954 2- 8o)-1360) 424 WEBS: 2x4 KDDF STAND; LOADING 3- 4= -3376 838 8- 9= -372 1990 8- 3.(-1214) 4854 2x8 DF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-3446) 750 9- 5=(-370) 1988 8- 4= -156) 306 2x6 KDDF #2 B TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 0'- 0.0" TO 11'- 8.0" V 5- 6=( 0` 86 4- 99 =( -176 84 BC UNIF LL 522.4 +DL 375.2 = 897.6 PLF 0'- 0.0" TO 4'- 8.0" V TC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL( 0.0I+DL 20.0 = 20.0 PLF 4'- 8.0' TO 11'- 8.0" V BC LATERAL SUPPORT <= 12'OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 3551.0 LBS @ 5'- 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -1280/ 5692V -197/ 189H 5.50" 9.11 KDDF 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0" -688/ 3059V 0/ OH 5.50' 4.89 KDDF ( 625 Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.021" @ 3'- 1.3" Allowed = 0.537" J2 ) complete trusses required. MAX TL CREEP DEFL = -0.058" @ 3'- 1.3' Allowed= 0.717" oin together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.001" @ 12'- 8.0" Allowed= 0.100' nails staggered at: MAX TL CREEP DEFL = -0.001" @ 12'- 8.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 204 top chords, 5" oc in 2 rows throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.005" @ 11'- 2.5' *** HANGER TO APPLY CONC. 9' oc in 1 row)s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.011" @ 11'- 2.5" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 webs. NOTE:Design assumes moisture content does 5-10 5-10 not exceed 19% at time of manufacture. 3-03 2-07 2-07 3-03 Design conforms to main windforce-resisting f T f f f system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 7 \14.00 load duration factor=1.6, 4.0" Truss designed for wind loads A 3 in the plane of the truss only. M-3x5 M-3x5 o 4f0 S.1y 0 co M-5x10 o ��Al w ... ,_ o 0 "!AMIIIMMIIIIMIIMININEMIMIMMEL-EM 'O) 1- 7 8 9 M-3x8 M-8x10 M-1 .5x3 M 5x10 y y ***�y 551# y y 3-01-04 2-08-12 2-08-12 3-01-04 J, ), 3- 11-08 WEDGE REQUIRED AT HEEL(S). 1-00 ��Q,�,O PROpe JOB NAME: 5-A POLYGON NH - D3 Scale: 0.2557 44 t. i /°. WARNINGS: GENERAL NOTES,unless otherwise noted: ttt��f r:�C 7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4t . 'f.[..r Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �, DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f SEQ. : 6037166 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -yr�i �l OREGON��},�<C/ go pj pp' fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be appied to any component. and are for"dry condition"of use. /� 1 4 t�, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.and necessassumes full bearing at all supports shown.Shim or wedge if V `. �`Y.. fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. ' ``� 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center center Ines. in nt I10111TPICA In VIII VIII VIII VIII VIII VIII 111 IIIIch 9.DigM TekUSA,lnc./CompuTr s whI,copies of (Software 7.6.6(1 L E will be furnished uponrequest. 10.(For pp Digits indicate size of plate In Inches. basic connectors coincide with joiplate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by HHH PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF N1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2-4=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2.3=(-217) 180 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0' -32/ 399V -117/ 260H 5.50" 0.64 KDOF ( 625` 5'- 9.2' -164/ 198V 0/ OH 1.50' 0.32 KODF ( 625 C,CN,C18,CN18 (orrno prefix = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 139V 0/ OH 5.50' 0.22 KDDF ( 625` Connector plateref ix designators: M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. ICOND. 2: Design checked for net(-5 p f)yp7ift at 24 •9c spacing I 5-10 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T T MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" /- -/ MAX TL CREEP DEFL = -0.003• @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.300' @ 3'- 6.1' Allowed = 0,559" MAX TC PANEL TL DEFL = -0.260" @ 3'- 4.1" Allowed = 0.838" MAX 90812. LL DEFL = -0,004" @ 5'- 9.2" MAX HORIZ. TL DEFL = -0.004" @ 5'- 9.2- NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. / 12/±14.00/ 11 Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads oin the plane of the truss only. c00100 co 0 ktk o/- -/ o -� 4"" M-3x4 A- ,k ) y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2.4.3I JOB NAME: 5-A POLYGON NH - J13 ,<0k3/2 PR p ss Scale: 0.4281 ',.P /2 Z// / fri /bWARNINGS: GENERAL NOTES,unless otherwise noted: ,F/f F "7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'Q' .79200PE C" Truss: J13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. f` • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES" BY: EE2'Sc..and at 10'Sc..respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). AllP 0 DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ik /. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -s, OREGON <(/ SEQ. : 603 7169 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, l', .4 4Nt' A. design bads be applied to any component. end are for"dry condition"of use. / -7 n ,,{_ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ' 1 4 G �AS" fabrication,handing,shipment end installation of components. 7.Design assumes adequate drainage Is provided. /lien 6.This design Is furnished subject to the Imitations set forth by H.Plates shall be locatedonboth faces of truss,and placed so their center lin s III►II VIII 11111 IIID IIII VIII 11111 III M TB USA,IsciCompuT us Software 7.6.6(1 L)E request. IV For basiic connector plate design values see ESR-1311,ESR-1988(MITek) ncide with joint center Ines. 9.Digits Indicate slze of late In Inches. TPI/VifiCA In BCSI,copies of which v4I1 be furnished upon EXPIRES:12/31/2015 111E1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 815BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2.6=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3= -581)5500 3-4= -164 90 TC LATERAL SUPPORT <= 12'OC. VON. LOADING 4-5= -21) 0 BC LATERAL SUPPORT <= 12"OC. VON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 3.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 375V -204/ 454H 5.50" 0.60 ODE ( 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 5'- 9.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -421/ 476V 0/ OH 1.50' 0.61 KDDF 6251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -125/ 122V 0/ OH 1.50' 0.16 KDDF 625 THE BOTTOM CHORD DEAD GOAD IS A MINIMUM OF 10 PSF. (GOND 2 Design checked for net( 5 pat) uplift at 24 "oc spacino. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.000" @ 10'- 3.0" Allowed = 0.025" MAX TL CREEP DEFL = -0.000' @ 10'- 3.0" Allowed= 0.033" MAX TC PANEL LL DEFL = 0.144' @ 3'- 4.8' Allowed= 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5' Allowed = 0.864' MAX HORIZ. LL DEFL = -0.012" @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.012' @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria, NWind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=1.6o Truss designed for wind loads , w in the plane of the truss only. ormcD ///:: /- ,I, ), y )' 1-00 6-00 4-03 (PROVIDE FULL BEARING•Jts:2.6,3,4I JOB NAME: 5-A POLYGON NH - J12 ,<(.. �� wRQ�9 Scale: 0,2960 \Ct*GI `S/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �f /7t-' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �' T 92 0•P E r �f and Warnings before construction commences. building component.Applicability of design parameters and proper Adro/lie Truss: J 12 incorporation of component is the responsibility of the building designer- 2.204 compression web bracing must be Installed where shown+, 2.Design assumes the top and bosom chords to be laterally braced at 3.Additional temporary Waring to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathi g(f'C)andlor drywall(BC). " ' DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ �,�" SEQ. : 603 7170 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. y _OREGON , ttt! fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A. design beds be applied to any component and are for"dry condition"of use. �1 TRANS I D 406556 5.CompuTrus has no control over and assumes no responsidtty for the 6.andnecare assumes fun basing at all supports shown.Shim or wedge If �!44 14 �P fabrication,handIng,shipment and installation of components. ry. "'t;'Fib 1t.L-1. P 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be locatedppon both faces of truss,and placed so their center IIIIII 1111111111111111111 VMiTPe SA,IDC./CofllpuTtus(Software 7.6.6(1 L)E request lines connectorde with o int center Ines. 9.Digits design values see ESR-1311,ESR-1968(MITek) its indicate size of late in inches. 10.Forbasic EXPIRES:12/31/2015 111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2-6=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=�-636) 500 3-4= -243 97 TC LATERAL,SUPPORT <= 12"OC. UON. LOADING 4-5=( -76) 0 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 10.6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 376V -213/ 495H 5.50" 0.60 ODE ( 625` C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -415/ 473V 0/ OH 1.50" 0.61 KDDF 625) LIVELIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0' -210/ 207V 0/ OH 1.50" 0.27 KDDF 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5 'COND. 2: Design checked for net(-5 ssf) .plift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed= 0.100" MAX TL CREEP DEFL = •0.003" @ -i'- 0.0' Allowed= 0.133" -/ MAX LL DEFL = -0.002' @ 10'- 10.6" Allowed 0.088" // MAX TL CREEP DEFL = -0.002' @ 10'- 10.6" Allowed= 0.117' MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864' MAX HORIZ. LL DEFL = -0.014" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.014' @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 Wind: 140 mpht h=25.6ft, TCDL=4.2,BCDL=6,0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads c in the plane of the truss only. el0el ,1- ,- c,0 rAMINNI M-3x4 A- ), ), ), y . 1-00 6-00 4-10-09 'PROVIDE FULL BEARING;Jts:2.6,3,41 „AO PROpto JOB NAME: 5-A POLYGON NH - J110 ,- N INE u(54 Scale: 0.2753 ,5`` lyG44. r WARNINGS: GENERAL NOTES,unless otherwise noted: Ll,r� L�Z AIt! 1y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual '92$$PE 1-' Truss: J11 and Warnings before construction commences. building component.Applicability of design parameters and proper , 2.2u4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by fir. is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheaths rywre( ) ,,+'e! "'� the overall structure is the responsibility of the buildingdesigner. ng(re shown and/or d II BC. ,tom,- DATE: 8/22/2014 Po ty 9 3.2x Impact bridging or lateral bracing required where ++ 7 4 /1 CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON r1,'" SEQ. : 603 7171 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4' V.* Q�b A. design bads be applied to any component. and are for"dry condition"of use. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If G? y 4 2 - fabrication,handing,shipment and installation of components. Designeessary. ` ` e,‘" 7. latesassumes adequatedondrtrol s faces of truss,and placed so their center ++ll I IIIIII I III VIII I III VIII VIII VIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3= -562) 497 3-4= -139) 88 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) 0'- 0.0" -22/ 375V -199/ 435H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 5'- 11,2" -417/ 474V 0/ OH 1.50' 0.61 KDDF 625 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6' -94/ 108V 0/ OH 1,50" 0.17 KDDF ( 625` LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'ac s acn ing�l /- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8' Allowed = 0.576' MAX TC PANEL TL DEFL = -0.146' @ 3'- 2.5' Allowed = 0.864' MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.8' MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 7 load duration factor=1.6 Truss designed for wind loads CV in the plane of the truss only. v 0 cm cm C t7 O ,- Lot2 -. -/ 5'' CD M-3x4 A- 1-00 6-00 3-11-09 (PROVIDE FULL BEARINGas:2.5.3.41 JOB NAME: .5-A POLYGON NH - J10 31 ale: 0,293, `�� G N OFfi��i0, WARNINGS: GENERAL NOTES,unless otherwise noted: .3/2 G+ !! `. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ' 7920 II PE t and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 10 incorporation of component is the responsibility of the building designer. 2.2z4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as sheathin C and/or d walt BC. fir! DATE: 8/22/2014plywoodsheathing(TC)s ry ) the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ A �' 4.No bad should be applied to any component until after alt bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7OREGON ' , SEQ. : 6037172 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1,. �► N .t, design beds be applied to any component end are for"dry condition"of use. '1l' Z.0 4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 (�,Q` fabrication,handling,shipment and Installation of components. Decessary. �!+. t V P Po 7.Design assumes adequate faceIsftruss, provided. it wi`L1,,. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trussand placed so their center IIIII VIII VIII IIII(IIII VIII IIII'IIII IIIITPIANfCA in BCSI,copies of which will be furnished upon request. lines coincidenwith jointcenter lines. 9.Ues Indicate size ofpplatete in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 PDF #I&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0 86 2.5=(0) 0 BC: 2x4 KDDF if1&BTR SPACED 24.0" O.C. 2.3=(-483( 427 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4=(-111 48 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -24/ 378V -179/ 391H 5.50" 0.60 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625` C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc 5'- 11.2' -377/ 439V 0/ OH 1.50' 0.56 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6" -50/ 55V 0/ OH 1.50" 0.09 KDDF ( 625` LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (GOND. 2: Design checked for net( psf) uplift at 24 "oc spacinc I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O I MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed= 0.100" ' ;I MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.153' @ 3'- 4.8" Allowed= 0.576" MAX TC PANEL TL DEFL = -0.156" @ 3'- 2.5" Allowed = 0.864' MAX HORIZ. LL DEFL = -0.009' @ 8'- 10.8' MAX HORIZ. TL DEFL = -0.009' @ 8'- 10.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ ;i Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 ci Truss designed for wind loads v in the plane of the truss only. a a a N a 7/- An VA oCD 5�� -/ M-3x4 r y y 1, y 1-00 6-00 2-11-09 (PROVIDE FULL BEARING;Jts:2 5 3 4 P JOB NAME: 5-A POLYGON NH - J9 Scale: 0.3208 5'�`` _lyGIN ��7fip�6s> `I WARNINGS: GENERAL NOTES,unless otherwise noted: 1'Ct� (J(2 Gri/ I 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual T 92.11 p E *- Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and properAlleA'/fir 2.2o4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' 4990110111P is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). " ! DATE: '8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (r �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 40 SEW corrosive environment, 4, 1 A.. design bads be applied to any component end are for"dry condition"of use. O� ,{, TRANS I D: 406556 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 ,2- ,,',:k- TRANS handing,shipment and installation of components. necessary. , L A V/_ �D C 54 "" 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII(III(III(III M T8TPIwhich will be furnished upon k USA,lnCCA in SI,copies of/CompuT 9 Software 7.6.6(1 L)E request cde with oint center Ines. pp 9.Digits indicate size of late In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0 86 2-5=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2-3=1-417 361 3.4= -107 44 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 L ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -24/ 378V -159/ 348H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50' 0.22 KDDF 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 5'- 11.2' -359/ 432V 0/ OH 1.50" 0.55 KDDF 625 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6' -20/ 11V 0/ OH 1.50" 0.02 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (GOND 2 Design checked for nett 5 psf) uplift at 24 "Sc s acn ino•I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' li MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.197' @ 2'- 11.6" Allowed= 0.576' MAX TC PANEL TL DEFL = 0.178' @ 2'- 11.6" Allowed= 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007' @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. r 12 0 Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 co Truss designed for wind loads NI- o1 in the plane of the truss only. 0 o O) 0 0 rn P� 0 M-3x4 A- 1. y, y y 1-00 6-00 1-11-09 JOB NAME: 5-A POLYGON NH - J8 ��o RR��j40pss(5 Scale: 0.3559 c:is ``. / ''per WARNINGS: GENERAL NOTES,unless otherwise noted: G(,7c-' 'S7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 1 . .9 •PE r and Warnings before construction commences. building component.Apptcablity of design parameters and proper Truss: J 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3 -. 2'o.c.and at 10'o.c.respectivebraced throughout their length by ,/r' �„ DES. BY: EE Is the responsibility of the erecter.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). DATE: 13/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 4.No bad should be appled to any component until after en bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7OREGON !t/ SEQ. : 6037174 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a norcorrosve environment, LVd \ 7 . k TRANS I D: 406556 design beds be tippled to any component. and are for"dry condition"of use. //� ' p so -i---- 5.CompuTrus has no control over and assumes no responsibility for the 6•Design assumes full bearing at all supports shown.Shim or wedge if 14 �� fabrication,handIng,shipment and Installation of components. Designecessary• "'rePt R e I.`- P po 7. assumes adequate drainage is provided. f-5. 6.This design Ia furnished subject to the limitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center PIANTCA in BCSI,copies of s coincide with 111111111111111111111111111111111 Mu c USA,lnC./COrnpuT 9 ISOftwafe 7.6.6(1 L)E request. 10.Forlinbasic connectorplatedesign values see E5R-1311,ESR-1988(MiTek) int center Ines. 9.Digits indicate size of late in inches. EXPIRES:12/31/2015 F IIIIIIIIIIIIIt This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF{Cq=1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0 86 2.5=(0) 0 k1& BC: 2x4 KDDF BTR SPACED 24.0" 0.C. 2.3=�-334) 185 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4= 83 0 BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0' 11.6" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -34/ 393V -133/ 325H 5.50" 0.63 KDDF 625 C,CN,C18,CN18 (or no prefix) LL =25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50' 0.23 KDDF 625` = CompuTrus, Inc 6'- 0.0' -288/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.) 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.002" @ 6'- 11.6' Allowed = 0.096" MAX TL CREEP DEFL = -0.003' @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3" Allowed = 0.576' MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2' Allowed = 0.864" !i) MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2' MAX HORIZ. Ti DEFL = -0.006" @ 5'- 11.2' 12 NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 14.00/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 cm (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 - C5 Truss designed for wind loads co in the plane of the truss only. co0 0) 0 rA- VAmmimimmimmim 0 5.., -! M-3x4 1, 1, y y 1-00 6-00 0-11-09 [PROVIDE FU BEARIN••Jts'2 5 31 ROFe JOB NAME: 5-A POLYGON NH - J7 scale: 0.3682 ,5��.��G N 6''S/Q WARNINGS: GENERAL NOTES,unless otherwise noted: !{ /2„2,1 „5y 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual s'-.. l''92 0 P E c Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction, 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure is the responsibilityof the build n designer. continuous sheathing such as plywood sheathing(7C)and/or drywati(BC). r n 9 9 3.2x Impact bridging or lateral bracing required where shown++ Cr 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 603 7175 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9t. .6_ 4, TRANS I D: 406556 design bads be applied to any component. rtY g,Design ssumand are for ryes fulldbeadn of all supports ~1�t Z \ A+� 5.Cam uTrus hes no control over and assumes no responsibility for the g g shown.Shim or wedge if �0 '7 k 1 4 Q fabrication,handing,shipment and installation of components. necessary. �`- 6.This design is furnished subject to the imitations set forth by7.Design assumes adequate drainage is provided. C'-h `�i 1111II��11IIIII101111111111111�I��I�� linesPlates coincide ithjoidoenter ceeeftraee and placedaetheircenter r7 14 TPINVECA in SCSI,copies of which will be famished upon request. with joint ts indicate size of pt center Ines. 9.MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.For abasic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1,15 1.2=) 0) 86 2.4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2-3=(-223) 184 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12"DC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 402V -119/ 265H 5.50" 0.64 KDDF ( 625 5'- 9.2" 0/ 145V 0/ OH 5.50" 0.23 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -164/ 201V 0/ OH 1.50" 0.32 KDDF ( 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M20HS,M18HS,M18 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICONO 2 Desitin checked for net(�gsfl uplift at 24 "ac spacing I LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 5-11.09 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' T MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed= 0.133" /- -/ MAX TC PANEL LL DEFL = 0.333' @ 3'- 7.0' Allowed = 0.572" MAX TC PANEL TL DEFL = -0.285" @ 3'- 4.9" Allowed = 0.858' 0 MAX HORIZ. LL DEFL = -0.004' @ 5'- 10.8' MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14,00 J Wind: 140 mph h=22.7ft, 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 cu in the plane of the truss only. 0 to v 0 to c co 0 PAMI -/ a� ►� 4�� 0 M-3x4 y y y 1-00 6-00 (PROVIDE FULL BEARING'Jts:2,4.31 v, ,0 P R OFe�� JOB NAME: 5-A POLYGON NH - J6 Scale: 0.4179 �5 ' N � /o WARNINGS: GENERAL NOTES,unless otherwise noted: 1 C- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual /r L- r- Truss: J6 and Warnings before construction commences. building component.Applicability of design iiparameters and poper 2.214 compression web bracing must be installed where shown+ g . incorporation of component is the responsibility of the buildingdesigner. 3.Additional temporary bracing to insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at Po ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1, � DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). , DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** OREGON l� SEQ. 6037176 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. AA�� W fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, pLL '7,� ZQ'\ �". design loads be applied to any component end are for"dry condition"of use. ' 1 4 TRANS I D: 406556 5.CompuTrus has no control over and assurhes no responsibility for the 6.Dnecessary, iassumes full bearing at all supports shown.Shim or wedge if r fabrication,handbng,shipment and installation of components. ry �'R R t-," p Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the incitation set forth by 8.Plates shall be located of pon both feces of truss,and placed so their center -. coincide with joint center[Ines. 111111111111111 VM Te USA,InCTPI/VVTCA in JCompuTfus I,copies of (Software 7.6.6ch will be (1 L En request. 9.10.(Flate in inches. or b Indicate tor plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF M18BTR SPACED 24.0' O.C. 2-3=(-180) 157 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0,0" L ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0' -22/ 375V -100/ 2276 5.50' 0.60 KDDF ( 625` Connector plate prefix designators: 4'- 10.8" -166/ 179V 0/ OH 1.50' 0.29 KDDF 625 C,CN,CI8,CN18 or no prefix) = CompuTrus, Inc LL =25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 70V 0/ OH 5.50' 0.11 KDDF ' 625` M,M2OHS,M18HS,U16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IQQND. 2: De�tgn checked for nrJl-5 p�f)splift at 24 "oc�pacin0 I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' �( MAX TL CREEP DEFL = -0.003" @ -1'• 0.0" Allowed = 0.133' MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.029" -/ MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.039" MAX TC PANEL LL DEFL = 0.140' @ 2'- 10.1" Allowed = 0.470" MAX TC PANEL TL DEFL = -0.132" @ 2'- 10.3' Allowed = 0.705" MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8' MAX HORIZ. TL DEFL = -0.003' @ 4'- 10.8' 12 NOTE:Design assumes moisture content does 14.00/ not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m h, h=22.1ft, TCOL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), wo load duration factor=1.6 Truss designed for wind loads ..1- o in the plane of the truss only. v 0 0 o/- • M-3x4 /- )' ), )' 1-00 6-00 (PROVIDE FU BEARING' t 41 JOB NAME : 5-A POLYGON NH - J5 Scale: 0.4549 �5�� 1�N 0,t,.. F�%A� WARNINGS: GENERAL NOTES,unless otherwise noted: L4� t 2 Z/ "- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Q' .92 0•PE 1. ' Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bredng must be installed where shown+• Incorporation of component is the responsibility of the building designer. DES. BY: E E 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .rtaein. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,, .Aa"1O"' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiity of the respective contractor. OREGON SEQ. : 6037177 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L A_ A. design loads be appeed to any component, and are for"dry condition"of use. -`7d �, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /© -7 y 1 4 p fabrication,handling,shipment and installation of components. necessary. 2 6.This design is furnished subject to the limitations set forth by7.Designlatesassumes adequateadoboth drainage i ofs truss,sed. -`"r'7 y�` V 1101 VIII VIII VIII 1111111111111111 III VIII VIII(III(III 8.Plates shall a located on faces of and placed so their center r i L• TPINViCA In BCSI,copies of which will be famished upon request. lines coincide with joint cate size of pt center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.F9. or ts basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF'/Cq=1.00 TC: 2x4 KDDF Ij1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0 86 2.4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-132) 131 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA L ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -10/ 346V -81/ 189H 5.50" 0.55 KDDF ( 625) 3'- 10.8' -165/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 60V 0/ OH 5.50' 0.10 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 Design checked far net(-5p l uplift at 24 'ac spacing I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed . 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133' 3-11-09 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed= 0.079" MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.105' MAX TC PANEL LL DEFL = 0.054' @ 2'- 2.1' Allowed = 0.367' MAX BC PANEL TL DEFL = -0.037' @ 3'- 1.4" Allowed= 0.339' MAX HORIZ. LL DEFL = -0.002' @ 3'- 10.8' l MAX HORIZ. TL DEFL = -0.002' @ 3'- 10.8" 12 NOTE:Design assumes moisture content does 14.00/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 cv (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=l.6 Truss designed for wind loads o in the plane of the truss only. v ..- (2.1 O rD O O� �� ►'4 -/ M-3x4 s J, 1, 1, 1-00 6-00 ' ��Q,co PR rt,„ JOB NAME: 5-A POLYGON NH - J4 Scale: 0.509, w� ti` iZzl WARNINGS: GENERAL NOTES,unless otherwise noted: 41C. .9 P G f-r. l.+ 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper. Truss: J 4 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. +f 3.Additional temporary bracing to Insure stabil during construction 2.Design assumes the top and bottom chords to be laterally braced at P ry 9 stability 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,t, , +.A�a^'" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 OREGON CC 4.No bad should be appaed to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. St1 fasteners are complete and at no time should anyloadsgreater than 5.Design assumes trusses are to be used In a non-corrosive environment, �G. 5 is A. EQ. : 6037178 W and are for"dry condition"of us a. /) �r 2- Q4 design bads be applied to any component. 8.Design assumes full bearing al at supports shown.Shim or wedge if /� -7 1 TRANS I D: 406556 5.CompuTrus hes no control over and assumes no responsibility for the necessary. +�y/`[. t� fabrication,handing,shipment and installation of components. 7.Design somas adequate drainage Is provided. 4;i f--t 5% 6.This design is furnished subject to the Imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII(III(IIITPIAN(CA in BCSI,copies of which will be furnished upon request. 9.(ines Digits Ind cide ate siizrejofnttlate in Ines.. 10. EXPIRES: t MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RES:12/31/201. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #18BTA SPACED 24.0° O.C. 2.3=(-81) 106 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0,0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0' -5/ 318V -62/ 153H 5.50' 0.51 KDDF( 625` Connector plate prefix designators: 2'- 10.8' -160/ 141V 0/ OH 1.50" 0.23 KDDF ( 825 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 53V 0/ OH 5.50° 0.09 KDDF ( 625` M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IGDND. 2: Design checked for ngtlp<f) Uplift at 24 "oc s bion I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.1 " MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.13333" 2-11-09 MAX LL DEFL = 0.000" @ 0'. 0.0" Allowed = 0.129' MAX BC PANEL LL DEFL = -0.009" @ 2'- 8.6" Allowed = 0.254" T MAX TC PANEL TL DEFL = -0.016" @ 1'- 8.2" Allowed = 0.398' MAX BC PANEL TL DEFL = -0.030" @ 3'- 1.4" Allowed = 0.339' 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8' 14.00/ MAX HORIZ. TL DEFL = 0.001" @ 2'- 10.8' �rr NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, CD (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads v- in the plane of the truss only. M cs cs O/ O "I O/- I►� ►14 M-3x4 s- y y y 1-00 IPAOVIDE F B ARIN•' is 3,di 6-00 JOB NAME : 5-A POLYGON NH - J3v,to PROP Scale: 0.5712 Ch<0. 'c' SIN `/a WARNINGS: GENERAL NOTES,unless otherwise noted: L4 0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Q' .92 3 i PE cr" Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper [_ 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: E E 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2' and at 10'o.c.such as ply unless braced throughout their length by �,aYlflmr DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'r�r. , lmaa� 9 3.2x Impact bridging or lateral bracing required where shown-1..1- ill SEQ. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `r`rt S Ecompeanatnotime should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, 7 OREGON N. A. TRANS I D• 406556 design loads be applied to any component, and are for"dry condition"of use. L� '!tet t. L ' S.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ,a 'I7 1 4 14° . fabrication,handing,shipment and installation of components. necessary. C5 6.This design is furnished subject to the imitations set forth by7.Design assumes adequate drainage Is provided. �� f Id VIII VIII 1011 VIII VIII Mill III IIII IIII TPIIWTCA in BCSI,copies of which will be furnished upon request. a linescoincideco ncides shall ewith Joinf ppt center on Ines. 9. of truss,and placed so their center 4. MiTek USA,InC./Cornpulrug Software 7.6.6(1 L)-E late in inches. 10.For abasits c connectocate size r plate design values see ESR-1311,ESR-1996(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF M188TR SPACED 24.0" O.C. 2-3=(-62) 83 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 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 SO.IN. (SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0' -34/ 295V -44/ 117H 5.50' 0.47 KDDF ( 625 1'- 10.8" -139/ 127V 0/ OH 1.50" 0.20 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2 Design checked for net(�pcfl ttolift at 24 "oc s acp ins I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.004" @ 0'- 12.0" Allowed = 0.163' 1-11-09 '1 MAX TC PANEL TL DEFL = -0.005' @ 1'- 1.4' Allowed= 0.244" MAX BC PANEL LL DEFL = 0.009' @ 2'- 8.6' Allowed = 0.254' MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8' Allowed = 0.339' 12 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.8" 14.00//- MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6 Truss designed for wind loads o in the plane of the truss only. Cd b O� a ��immommimmommom O -/ O,- 1.--..14 M-3x4 y ,1 y 1-00 (PROVIDE FULL BEARING�Its•2 41 6-00 JOB NAME: 5-A POLYGON NH - J2 Scale: 0.6380 �`o�t GpNry FF s,s, WARNINGS: GENERAL NOTES,unless otherwise noted: �J� /21/fit ZG./1 ! 1,1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual .=72I•PE c and Warnings before construction commences. building component.Applicability of design parameters and proper "^"'_Ir" Truss: J 2incorporation of component is the responsibility of the building designer. 2.2z4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r ' > 440111"' D ES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 3'y ,y OREGON�� s y 4.No bad should be appled to any component until after ell bracing and 4.Insta etion of truss Is the responsibility of the respective contractor. -v% SEQ. : 603 7180 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ' A� A. design bads be appied to any wmponent. and are for"dry condition"of use. /.. 'T j 1 4 O . TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If eceaeary. II4Z'R I:I\-C fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111111111111111111 TPINNITCA in SCSI,copies of which request. 9. MiTe USA,Inc./CompuTrus Software 7.66(1L)E IFris oa1 co?ectorplte design values see ESR-1311,ESR-1988(MITek) EXPIRE&12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF#18BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1$BTR SPACED 24.0" O.C. 2-3=(-99) 174 TC LATERAL SUPPORT<= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD.= 42.0 PSF 0'- 0.0' -170/ 327V -26/ 82H 5.50" 0.52 KDDF ( 625) Connector plate prefix designators: 0'- 10.8" -74/ 166V 0/ OH 1.50" 0.27 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'• 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625` M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND 2 Design checked for net) psi) uplift at 24 "oc soacinQ BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" 0 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' 0 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001' @ 0'- 8.2" Allowed = 0.059" MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 0-11-09 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" T f MAX HORIZ. LL DEFL = -0.001' @ 0'- 10.8' MAX HORIZ. TL DEFL = 0.001' @ 0'- 10.8' 12 NOTE:Design assumes moisture content does 14.00/ not exceed 19% at time of manufacture. • Design conforms to main windforce-resisting system and components and cladding criteria. ANCHOR TO RESIST UPLIFT Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. cm CD PO t-. ✓ c.„,_ 0 O 0 �� N O''- 110.---" ►�4 -/ 3x4 y 1-00 y 'PROVIDE FULL BEARING;Jts:2,3,4I 6-00 y JOB NAME: 5-A POLYGON NH - J1 Scale: 0.6506 `�j� _`G`�(GJPN �/q WARNINGS: GENERAL NOTES,unless otherwise noted: t{� (;(2Zl t- _I' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual u` .92 St®PE IP 1:" Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+• Incorporation of component Is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as bradng sheathing(TC)and/or drywell(BC). is" Po ty 9 3.In Impact bridging or lateral required where shown++ II 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4�" SEQ. : 6037181 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1' �q� \p, 4, design loads be applied to any component. and are for"dry condition"of use. l�" -1 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge if /V Y 14 2° F'4 fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth 7.DesignPlates shall be assumes adequateadon drainageh cistrus,provided. C"�y t y TPI1WTCA in BCSI,copies of which will be furnished upon equest. 8 necoincide with joint ooletr hoes.s of truss,and placed so their center r'i t a• 1111111111111111111 VMiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 19.0.Fur basiclconnectorplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 i IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1$BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-50) 53 8- 7=( 0) 18 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2- 3_)-446) 2698 7- 9=(-60) 63 7-- 3=( 0)0 52 2 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-237) 93 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) -83) 0 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 11.6" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" 0/ 287V -133/ 325H 5.50" 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8' -159/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 8.8' 0/ 65V 0/ OH 5.50' 0.10 KDDF ( 625) 5'- 11.6' -209/ 221V 0/ OH 1.50" 0.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc saucing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 6-11-09MAX LL DEFL = -0.003' @ 6'- 11.6' Allowed = 0.096' T MAX TL CREEP DEFL = -0.003' @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.007' 9 1'- 2.4' Allowed = 0.196' s- oMAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" MAX TC PANEL LL DEFL = 0.011' @ 4'- 8.8' Allowed = 0.290" MAX TC PANEL TL DEFL = -0.012' @ 4'- 7.5' Allowed = 0.434" MAX HORIZ. LL DEFL = -0.006' @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.006" @ 5'- 10.8' NOTE:Design assumes moisture content does 12 not exceed 19%at time of manufacture. 14.00/ Design conforms to main windforce-resisting o system and components and cladding criteria. #t Wind: 140 mph, h=23,3ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, ✓ (; c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6, co M-4x6 Truss designed for wind loads CD in the plane of the truss only. CI) �0 Aimmemi.:1 9.. -V rn Pwttttlariar uo N8 M-1.5x3 M-3x4 M-3x4 M'3x4 A- 1. ), y 2-03-12 3-08-04 ,I, )' ), ), 1-001. 2-05-08 4-06-01 1, 1, 6-00 0-11-09 )PROVIDE FULL BEARING;Jts:2,4,9.51 0 scale: 0.2881 \G�<�4�G�N��5� JOB NAME: 5-A POLYGON NH - J7C CO 6" /Z E 0 WARNINGS: GENERAL NOTES,unless otherwise noted: .92 • 1.- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: J7C and Warnings before construction commences. building component.Applicability of design parameters and proper - 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. ✓ 3.Additional temporary bracingto Insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at Aiii, �ra�. P rY 2'o.c.and at 10'O.C.respectively unless braced throughout lhelr length by 402110x"'.. DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). WIS" /,�' DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ OREGON L4 SEQ. : 6037182 4.No load should be appaed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, �1 design bads be applied to any component. and are for"dry condition"of use. p�,Q '7 1 4 �� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.nDecesse ssunres fat bearing at at supports shown.Shim or wedge If i �. ty fabrication,handing,shipment and installation of components. necessary. CRRI+,-� V P Po 7.Design assumes adequate drainage h provided. 6.This design Is furnished subject to the hMtations set forth by 8.Plates shall be locatedplate on both faces of truss,and placed so their center CA BCSI,copies of ch will be hrmished upon I 11111111 1111 1111 Ill 1111111111 MIn Inches. iTek USA,Inc./CompuTrus(Software+7.6.6(1 L)-Eequest. lines coinclde with joint center Ines. 9.Digits indicate size of10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES.(- 4WR/DDF/Cq=1.00 18 LOAD DURATION INCREASE 1.15 BC: 2x4 KDDF #18BIp 2.3= 0) 86 6-8=(-39 52 6-3=( 0 52 SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 3-4=(-372) 267 6.8=(•39� 62 6.3=( 6) 52 3-4=(-338) 286 3.8=(-76) 48 LOADING 4-5=(-112) 82 IC LATERAL SUPPORT <= 12"OC. VON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON, DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BBS AREA OVERHANGS: 12.0' 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' 0/ 268V 119/ 265H 5.50" 0.43 KDDF ( 625) C Connector (or no prefix) = CompuTrus, Inc 2'- 10.8' -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18r((or n MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8' 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net1-5 psf) uplift at 24 "oc xpacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.6' Allowed= 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295' 5-11-09 MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5' Allowed = 0.290" T T MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5' Allowed = 0.434" MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8' MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. LM-4X6 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m `Oo llhh%% 0 o� AliElt o y y y 2-03-12 3-08-04 y y 1, y 1-001, 2-05-08 3-06-08 1 6-00 (PROVIDE FULL BEABING•Its•2 4 8 51 90 JOB NAME : 5-A POLYGON NH - J6C scale: 0.3244 �5� G�NE F�0,ft�T- WARNINGS: GENERAL NOTES,unless otherwise noted: 451' l2 Z/ .A",. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4t. '92e 0 PE c"' Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web breang must be installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY: E E 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,/"" •'A""'"' DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. OREGON SEQ. 6037183 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 7 L ^V design loads be eppied to any component. end are for"dry condition"of use. TRANS I D: 406556 5.CompuTrus has no control over end assumes no respons bil ty for the 6.Design assumes full bearing et all supports shown.Shim or wedge If Q y 1 4 2.O �4 tabricatlon,handing,shipment and installation of components. necessary. 6.This design is furnished subject to the imitations set forth by7.Designlatesassumes adequate both drainage is provided. � �+ i I(IIIA VIII VIII VIII VIII VIII VIII(III(III 8.Plates shall located on both faces of truss,and placed so their center 4 y TPIAMrCA in SCSI,copies of which will be famished upon request. ones coincide with Joint center Ines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ODFICq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.7=(-32) 52 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2.3=(-372) 267 6.8=(-39) 62 6.3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-338) 286 3-B=(-76) 48 LOADING 4.5=(-112) 82 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50' 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8' -2051 274V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6' -83/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 osfl uplift at 24 "oc soacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.6' Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007' @ 1'- 2.4' Allowed = 0.295' MAX TC PANEL LL DEFL = 0.016' @ 4'- 7.5" Allowed = 0.290' 5-11 09 MAX TO PANEL TL DEFL = 0.015" @ 4'- 7.5' Allowed = 0.434' f MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ Wind: 140 mph, 11=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1.r), o load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. v M-4x6 m m C341 CO .:, BB /- m 9• o� ��_ �� c M-1.5x3 - M-3x4 M-3x4 M-3x4 A- ,I, y 1, 2-03-12 3-08-04 , J, J, y 1-00}, 2-05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING:Jts:2.4.8,51 Scale: 0.3224 �c0� �GIIN Q,t�"% JOB NAME: 5-A POLYGON NH - J5C �� 1azt 07 ,� WARNINGS: GENERAL NOTES,unlessonly otherwise noted: 4 . .72 t,F E 1."- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual /7/,/ F and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J5C Incorporation of component is the responsibility of the building designer. / 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �'r�� 3.Additional temporary bracing to Insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by A�,,wa."-�. DES. BY: E E Is the responaib Fly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywat(BC). ,./M" ' �, DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON fit/ SEQ. : 6037184 CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibitty of the respective contractor. ,y fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, xis -vJ 2ND A. TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. A 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes bit bearing at all supports shown.Shim or wedge If �' 14 �` necessary.fabrication,handing, drainage is pr p ` V 8.This design Is furnished)subject topment �the imitations set installation of uforth bybi 8.Platees. 7. nshal be locateassumes d ponebo h fac s of truss,and placed so their center �rl R V 5.. I,copies of nished upon s coincide joint center lines. 111111111111111111111111111111111111111111111 MITTPI/VVTCA in e USA,lncs/CompuTrus ich will be Softwa x+7.6.6(1 L)-E request. late in inches. 10 Fordg basiciconnectorof plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 Q BC: 2x4 KDDF-.g1&BTR SPACED 24.0' O.C. 2-3=f-150) 80 6.8 =(-70) 98 6-3= ( 0) 52 WEBS: 2x4 KDDF STAND 3-4= -14) 44 3.8=(-119) 86 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG AREA OVERHANGS;;. 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -34/ 317V -63/ 154H 5.50" 0.51 KDDF 625) -101/ 127V 0/ OH 1.50" 0.16 KDDF Connector plate prefix designators: 2'- 10.8" (( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' 0/ 88V 0/ OH 5.50' 0.14 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ( ) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 ssfl uplift at 24 'oc soacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.004' @ 2'- 3.8" Allowed = 0.159" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.129' MAX TO PANEL LL DEFL = 0.006' @ 1'- 2.4" Allowed = 0.196" 3-11-09 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4" Allowed = 0.201' MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8" - MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00/ Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dxr), load duration factor=1.6, 411 I.!. Truss designed for wind loads in the plane of the truss only. 4 N O m. , _.___ _,.., u„, o� N M-1.5x3 o M-3x4 MZ3x4 0 M-3x4 2-03-12 3-08-04 1-00 , 2-05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING;Jts:2,4,81 JOB NAME: 5-A POLYGON NH - J4C Scale: 0.4172 �� _1yG/�P►v ,��,PrY o WARNINGS: GENERAL NOTES,unless otherwise noted: (Jj(.(r� . 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Q• !92.0 P E t"` Truss: J4C end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ,,/+",fir .. '� DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -i CC 4.No load should be spied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y "e_OREGON 4 SEQ. : 6037185 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, d `V TRANS I D: 406556 design bads be appfed to any component 6.and sl n essrunres full bearing all supportsh 7 aQ�� 5.CompuTrus has no control over and assumes no responsibility for the g 9 shown.Shim or wedge If 6 1 4 ( 1� installation nec. 7. ign as p ` {2Q+. 6.his design is furnished shipment sub subject to the irritationsf set forthrtbybi 8.Plates shall be locateddppsumes uate drainage on both facess of truss, placed so their center R R 1..1�... V IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MITTPI/WTCA In BCSI,copies of e USA,lnC./COmpuT S ISoftwarech will be e+7.6.6(1 E nished upon request. 10.Folinr bs asic connectode with roint center Nnes. plate design values see ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of late In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 86 2-6=(-58) 82 6-5=) 0 18 BC: 2x4 KDDF k1&BTR SPACED 24.0" 0,C. 2.3=(-150) 0 5- -70) 98 5.3=) 0 52 WEBS: 2x4 KDDF STAND 3.4=( 14 44 3-7.(-119 86 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 8C LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -33/ 317V -62/ 153H 5.50' 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 10.8' -108/ 72V 0/ OH 1.50' 0.11 KDDF ( 625 Connector plate prefix designators: 6'- 0.0" 0/ 88V 0/ OH 5.50' 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 'COND. 2: Design checked for nett-5 psfl uplift at 24 "oc soacing.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" 2-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TL CREEP DEFL = -0.004" @ 2'- 3.8' Allowed = 0.159' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed= 0.129" MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4' Allowed= 0.196" 12 M-4x6 MAX BC PANEL TL DEFL = -0.008' @ 3'• 9.4' Allowed = 0.201' 14.00/ 4 MAX HORIZ. LL DEFL = 0.005' @ 5'- 8.8° I/ MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8' NOTE:Design assumes moisture content does 4Niiiii„, not exceed 19'k at time of manufacture. o Designconformstomain windforce•resisting system and components and cladding criteria. u1oWind: 140 m ht h=21ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, M (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), loaddurationfactor=l.�Truss designed for wind loads oin the plane of the truss only. 0 ul lemoimmmelmmommogom m CD �� mi o M-1.5x3 0 ./- CD l&-3x4 8 M-3x4 M-3x4 A- ,I, ), ), 2-03-12 3-08-04 1-00 , 2-05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING:Jts:2.4.7I JOB NAME: 5-A POLYGON NH - J3C �� PRo��s Scale: 0.5570 � /ZyZf! J�'T/ WARNINGS: GENERAL NOTES,unless otherwise noted: /2 (i ' r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is loran individual t- `^.92/11`G '� end Warnings before construction commences. building component.Applicability of design parameters and proper /d,/" Truss: J3C Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.c,respectively unless braced throughout their length by A/,#a10-1.. DES. BY: EE Is the respons bitty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). h. DATE: `8/22/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ he f°'�" SEQ. : 6037186 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -yL ,�OREGON�� +y7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �1 design bads be applied to any component, and are for-dry condition"of use. /i1 •7 p, i 4 lc!, -A- O TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Dneceassumes lull bearing at at supports shown.Shim or wedge if V�} { fabrication,handing,shipment and installation of components. 7.Design sumes adequate drainage is provided. I '}i `4y. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center nt center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII M7e USA,Incs/CompuT 9'Softw a 7.6 L)Z request. 10.For basic con ectorwith dplateplate design values see ESR-1311,ESR-1988(Welt)1 9.Digits Indicate size of In Inches. EXPIRES:12131/2015 J JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/O0F)Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.6=(-30) 39 6.5=( 0) 8 BC: 2x4:KDOF #1&BTR SPACED 24.0" O.C. 2-3=�-96) 0 5.7=(-43) 53 5.3=( 0) 49 WEBS: 2x4`WOOF STAND 3-4= -33 LOADING 35 3-7=(-56) 45 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow P 0'- 0.0' -33/ 281V -44/ 117H 5.50" 0.45 KDDF ( 625 Connector Prete prefix designators: ( 9) 1'- 10.8' -144/ 97V 0/ OH 1.50" 0.16 KDDF ( 625` C,CN,C18,C)118 (or no prefix = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 62V 0/ OH 5.50' 0.10 KODF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND, 2: Design checked for net(-5 osf) uplift at 24 "oc spacing,' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-0B AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -I'- 0.0' Allowed = 0.100' f T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.001" @ 1'- 4.2" Allowed = 0.069" 12 MAX LL DEFL = 0.000' @ 5'- 4.7" Allowed = 0.179" MAX TO PANEL TL DEFL = 0.004" @ 0'- 10.4' Allowed = 0.140' 14.00/ MAX BC PANEL TL DEFL = -0.013" @ 3'- 4,2' Allowed = 0.222" MAX HORIZ. LL DEFL = -0.002" @ 5'- 4.7" M-4x6 MAX HORIZ. TL DEFL = 0.002" @ 5'- 4.7" 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. CD Design conforms to main windforce-resisting iL o system and components and cladding criteria. Wind: 140 mph' h=20,4ft, TCDL=4,2,BCDL=6,0 ASCE 7-101 cr C•1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8 1111111111111111\- load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. c., o„,_ a _ M 7 111.- 1 -/ �� PP _ �I M-3x4 Lt; M-1.5x3 M-3x4 M-3x4 1 A- 1, 1, y ), 1-03-12 4-00-15 0-07-05 1- ,L J, J 1-00 1, 1-05-08 4-06.08 y (PROVIDE FULL BEARING:Jts:2,4,71 6-00 JOB NAME: 5-A POLYGON NH - J2Cv,t0 pRaFe Scale: 0.6194 `Gj /2 :,9 Co WARNINGS: GENERAL NOTES,unless otherwise noted: ({f -G 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 1 . ,7 92..PE Cw" Truss: J 2C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+• incorporation of component Is the responsibility of the building designer. i DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at / is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0 DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). „,,,,,ray, , las. 9 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be sipped to any component until after all bracingand 4.Installation of truss Is the responsibility of the respective40- C r1 p ty contractor. S E:Q. : 6037187 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, '}�� QREGON\t, TRANS I D: 406556design loads be appied to any component and are for"dry foil be n"of use. 5.CompuTrus has no control over and assumes no responsibility for the A.Design assumes full bearing at all supports shown.Shim or wedge If '/a 1 4 ZQ 1�', fabrication,handling,shipment and Installation of components. necessary. R,`- 6.This design Is furnished subject to the imitations sat forth 7.Designlatesassumes adequateatedodrainage is provided. C�h `�l IIIIII VIII IIIA VIII 1111 VIII VIII II IN TPI/WTCA in SCSI,copies of which will be lumished upon request. 8 linesecoincidshall eewith Joint center Noess of truss,and placed so their center C+l L MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z ches. 10.For basic connecto9.Digits indicate size r plate late in gvalues see ESR-1311,ESR-1988 P design (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 114 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-159) 91 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DLC 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA L ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES TOTAL LOAD= 42.0 PSF 0'- 0.0" -82/ 513V -57/ 192H 5.50" 0.82 KDDF ( 625` OVERHANGS: 24.0" 0.0" 1'- 9.2' -113/ 294V 0/ OH 5.50" 0.47 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.8° -101/ 192V 0/ OH 1.50' 0.31 KDDF 625 C,CN,C18,CN18 (or no prefix = CompuTrus, Inc M,M2OHS,M18HS,M16 = MINK MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICO&D 2 Design checked for n8jj�n5fd uplift at 24 'oc s acp ing I REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed= 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043° @ -2'- 0.0' Allowed = 0.267' MAX BC PANEL LL DEFL = 0.007' @ 1'- 0.1" Allowed = 0.054° MAX BC PANEL TL DEFL = -0.008' @ 1'- 0.1' Allowed= 0.072" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.1° MAX HORIZ. TL DEFL = -0.001' @ 7'- 11.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. )' I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7,00 I:7- Wind: 140 m ht h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10{ (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.bl Truss designed for wind loads in the plane of the truss only. a co d o 0 In 7:7, 0 co 0 0 f 2�� 4 0 M-3x4 A- 1, y y ), 2-00 2-00 5-11-13 (PROVIDE FULL SEARING:Jts:2.4.31 <<,T'., O PR QFe JOB NAME: 5-A POLYGON NH - SJ2 Scale: 0.4859 $ ! GINaE /�, GENERAL NOTES,unless otherwise noted: �� v 12.zIT 19 WARNINGS: �' 7,gt t�E p rf I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1-- Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,.� 3.Additional to re bracing to Insure stability dud construction 2.Design assumes the top and bottom chords to be laterally braced at r�Y�p+ mpo ry tY n9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4Ja""' DES. BY: E E is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " .. (� DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t, 4.No load should be appled to any component until after all bracing end 4.Installation of truss is the responsibiify of the respective contractor. 'J7 ,¢- "57 SEQ. : 6037188 fasteners are complete and at no time should any loads greeter than 5.Design assumes tmsses are to be used in a non-corrosive environment, �L�/�'ilii Zp� � design bads be appled to any component. and ere for"dry condition"of use. o '7 1 4 vba 6.Design assumes full bearing at all supports shown.Shim or wedge if A A, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. ill ' p I I \ V fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. r'i r1i 8.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII IIII VIII VIII VIII VIII IIII IIIITPI WTCA in BCSI,copies of which will be furnished upon request. 9.(ines coincide Digits indicate size of intheta In Inecens. s.. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1088(MiTek) EXPIRES:12/31/2015 III III0III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 INC1-22012 MAX ME-2=( FORCES 2.4.(0) 0q=1.00 BC: 2x4 KDDF k18BTR SPACED 24.0" O.C. 2.3=(-90) 114 2.4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA L ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. SPECIES OVERHANGS: 24.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -160/ 578V -30/ 119H 5.50" 0.92 KDOF ( 625` 1'- 9.2' -123/ 62V 0/ OH 5.50" 0.10 KDDF625 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 3'- 11.8" -44/ 94V 0/ OH 1.50" 0.15 ODE ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GQND. 2: Design checked far net( p=f) uplift at 24 "oc spacing I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed= 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed= 0.267" MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1" Allowed = 0.054' 12 MAX TC PANEL TL DEFL = 0.007' @ 1'- 5.1" Allowed = 0.407' 7.00 V MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1" -/ MAX HORIZ. TL DEFL = -0.000' @ 3'- 11.1' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 co (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.� Truss designed for wind loads o in the plane of the truss only. to N 0) O U) 131.011MIMIO CD"- 2 4►�� M-3x4 1 A- 1, y y 2-00 2-00 1-11-13 (PROVIDE FULL BEARING;Jts:2.4,3I JOB NAME: 5-A POLYGON NH - SJ1 �� o ©fi ss Scale: 0.6869 <j ! GINE / WARNINGS: GENERAL NOTES,unless otherwise noted: 4J~ v /Z(a/♦ sfyr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual '' T92..P E C'^ Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatnless h nged l(TC)throughout their d irywall(BC). / DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( ) CC, SEQ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON S E Q '7�L I, ^. TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. 6 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if '�Q 7. q41 1 4 y"0 t± fabrication,handing,shipment and installation of components. necessary. 'Vf ` `, Design assumes adequate drainage is provided. 6.This design is furnishedshed subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center rlt� 1 • L 1VIII(VIII VIII VIII VIII Hill 111111 TPI/WiCA in BCSI,copies of which will be furnished upon request. lines coincide with joint oinpt center Inches. es. 1 MiTek USA,InC./COmpuTfu3Software7.6.6(1L)-E U Digits sicic nnectorplatedesignvaluesseeESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2v( OI 72 2-5=(-37) 50 3.5=(-178) 140 BC: 2x4 KDDF /i1&BTR SPACED 24.0" O.C. 2-3= -82 64 WEBS: 2x4 KDDF STAND 3-4= 7 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: `24.0" 0.0' 5'- 9.5" -27/235V 22/0/ BOH 5.50' 0.38 KDDF ( 625` LL =25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2 Design checked for net(-5 p01) uplift at 24 "oc s acn ina.l M,M2OHS,MI8HS, 16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed= 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.059' @ 3'- 1.6' Allowed = 0.318" 5-05-12 0-03-12 MAX TC PANEL TL DEFL = -0.072' @ 2'- 11.4' Allowed = 0.476" '( T T MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.8 12 MAX HORIZ. TL DEFL = 0.000' @ 5'- 5.8 4.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. ' M-1.5x3 Design conforms to main windforce-resisting / 3 4 -/ system and components and cladding criteria. N Wind: (140 m ht h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 lir toad duration'factorstab� Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. N O M ,_ O O N to T„,,_. o/- 2....ra -00011110111111111114111 1 15 -/ 0 1 M-3x4 M-1"5x3 /- ), )- ), 5-05-12 0-03-12 1, ), 1, 2-00 5-09-08 , t0 PROFe JOB NAME: POLYGON PLAN 5A NH - H2 IN6 2 Scale: 0.6156 4, � 3,/ C.. WARNINGS: GENERAL NOTES,unless otherwise noted: r� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 T,9G, ,PE 1- Truss: H2 2 and Warnings before construction commences. building component.Applicability of design parameters and proper e,r /r I I G 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r/„ DES. BY: EE is the responsibility of the erector. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywell(BC). .-" " ' 11111"" i DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2r Impact bddging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. "�>r A OREGONs. �(,/ SEQ. : 6048198 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, j Zj \� design loads be tippled to any component and are for"dry condition"of use. �/w, '7}E' 2-- ':�.. TRANS I D: 407311 5.CompuTrus has no control over and assumes no responsibility for the e•Design assumes full bearing at all supports shown.Shim or wedge if C1 4 �� fabrication,handing,shipment and Installation of components. necessary. t{ `�� P Po 7.Design assumes adequate drainage Is provided. R 11r`' 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Pies. 9.Digits indicate size oftplate in inches. s. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector pate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 / IIIIIIIIIIII' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF >f16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 2.3=1-2=( 0) 72 2.4=(0) 0 -57) 13 TC LATERAL SUPPORT<= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 0.0" L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0" -144/ 476V 0/ 48H 31.00" 0.78 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 2'- 6.2" -29/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc ( 9) 2'- 7.0" 70/ 22V 0/ OH 0.00" 0.00 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ •2'- 0.0" Allowed = 0.267" 12 4.00 17 MAX HORIZ. TL DEFL = -0.000' @ 2'- 6.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BC0L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. I' v O N O V7� O T O M-3x4 4 2-00 2-07 JOB NAME : POLYGON PLAN 5A NH - H1 sale: 0.7786 ��- 0 pry F�s,o, 44.9 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4d. /3// "K' H1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4' -.92 0 0 n E 1•. Truss: I'l1 and Warnings before construction commences. building component.Applicability of design parameters and proper I 2.204 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. e^ DES. BY' EE 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 20 o.c,and at 10'o.c.such astivey unless braced throughout their length by 46„r�alen". DATE: 9/3/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such plywood sheathing(TC)and/or drywall(BC). 1R+ po h 9 3.2x Impact bridging or lateral bracing required where shown++ -1111 C, 4.No load should be appied to any component until after ell bracing and 4.Installation of truss is the responsibility of the respective contractor. `' SEQ trusses are to be used in a non-corrosive environment, L A_��I �.l��lN A^",j 5.CompuTrus has no control over and assumes no responsibility for the TRANS I D: 407311 design bads be appled to any component onent and are for"dry condition"of use. Fl 6.Design assumes full beefing at all supports shown.Shim or wedge if '.2) -72,0 vs-k- fabrication,handling,shipment and Installation of components. necessary. 7.6.This design is furnished subject to the Imitations set forth byDesign assumes adequate drainage is provided. h`�L e in inches. 11111111111111 BEM IIII IIII TPIIWTCA in SCSI,copies of which will be furnished upon request. 8 linesecoincide with jshall be ointcate size of centereon nter Inesg of truss,and placed so their center R MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For 9. �basits c�connector plate tdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015