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Plans (20) MIN 1E11 0,C\L\Q . k.Q., )\-\-.A--s)\54. 0,\,L_. Q3 mi MiTeW MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-398_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45996168 thru R45996176 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �� o PROFFS ��5 �\AG'NEF, si0 87022PE -9 r- 0 cv 7 �'oj, OREGON (151' �N 90 'MBER1� 0S A. HERCP, %/;744% EX` ' :06/30/ November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45996168 PL15-398_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:55 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y1 2t1yAg??-C2I0tXC6_hwKV1 DU3AVpf6uLN?I8tNil8mFYHYyEzr2 1 1-8-12 1 1 1-4-10 1 2-0-0 1 1 1-9-0 II 1-1-10 1 1 1-3-8 1 1-3-0 1 Scale=1:37.2 3x5 = 1.5x3 II 4x8= 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 FP= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Imo_® ®_ N O� e e e 24 23 22 21 20 19 18 17 16 15 4x5= 3x6= 3x6 FP= 3x5= 1.5x3 II 1.5x3 II 3x6= 3x8= 3x4= 3x8= 13-0-6 1 1-11-12 1 11-10-62-5-61I I 18-6-8 1 21-4-0 1 1-11-12 9-10-10 �7-0 R7-0 5-6-2 2-9-8 Plate Offsets(X,Y)— [2:0-3-0,Edge],17:0-1-8,Edge],18:0-1-8,Edge],[24:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.10 19-20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.15 19-20 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=-394/Mechanical,24=-784/Mechanical,23=1695/0-7-0,16=1348/0-5-8 Max Uplift 15=-480(LC 6),24=-844(LC 6) Max Gray 23=1697(LC 3),16=1349(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1551,3-4=-444/0,4-5=-444/0,5-6=-1444/0,6-7=-1444/0,7-8=1245/0, 8-9=-761/0,9-10=-761/0,10-11=761/0,11-12=0/1306,12-13=0/1302 BOT CHORD 23-24=-1551/0,22-23=-598/0,21-22=-598/0,20-21=0/1094,19-20=0/1245, 18-19=0/1245,17-18=0/1245,15-16=-624/0 WEBS 2-23=1010/0,2-24=0/1766,7-20=101/330,5-20=0/393,5-21=-728/0,3-21=0/1165, 3-23=-1168/0,11-16=-1367/0,11-17=0/942,8-17=-673/0,13-15=0/796,13-16=-921/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at tifeir outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. <0���NG N--'4ss/� Qw 87022PE 9r N 2'y %, oREGO n 41.1 '90 EMBER 1\ C\ °S A. Heck EXPIRES:06/30/2017 November 30,2015 1 _ ' ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTel&connectors.This design is based onlyupon parameters shown,and is for an individual building component,not I a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MIFek' 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,detivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777109 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 PL15-398_UPPER F02 Floor R45996169 10 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.53 Jul 11 MiTek Industries,Inc.Fri Nov 27 10:55:57 2015 Pae 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-8RtY1DEMWJA2kLNsBaXHkXzecpMrLNVbc4keMRyEzrO 1 1-0-0 1-1-10 1-2-0 7 2 1-2-0 1-2-0 1-2-0 1-- I II If}' II I II I 2° I Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 eIi a sa - SIS IS 131 _.7' ZAI I r r10°°A 1 b\IN I rAr 1,1 I ri 10 I - - 1rjs - 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 - 3x4= I 13-0-2 14-2-2 13-7-21 19-11-4 Plate Offsets(X,Y)- (14:0-1-8,Edge],[24:0-1-8,Edge] 11-n-2n-741 h-7-0 I 5 r•2 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1588/0,3-4=1588/0,4-5=2786/0,5-6=-2786/0,6-7=-3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=4042/0,10-11=4122/0,11-12=-4122/0,12-13=3586/0, 13-14=3586/0,14-15=3053/0,15-16=-3053/0,16-17=1806/0,17-18=-1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=367/0,12-24=-662/7,18-20=1271/0,18-21=0/1096,16-21=-919/0, 16-22=0/716,15-22=-31/252,14-22=1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4,�ED PRQFFS ANG I NEER 6). a Sir 87022PE Ili y �Aj, OREGO cp ��V 9O �M8ER 1\ �O �`s A. H ERCP EXPIRES:06/30/2017 e November 30,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with Mirek®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 u to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M X {� is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the • • lRg fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1811 Quality Criteria,DSB-89 and BCSI Guiding 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 T uss T uss Type Qty Ply POLYGON R45996170 PL15-398_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:58 2015 Page 1 ID:z52ygYHMYItI_Z1 p9y12t1yAg??cdRxWZF_GcIvMVy2112WHIWp2Dne4k91gkTCutyEzr? 1 1-6-0 1 1-3-4 1 1 1-1-10 1 1-0-0 1 1 1-2-0 110-8-61 Scale=1:38.1 3x4= 4x8= 3x4 II 4x4= 3x5= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 _ ic,,4, 5 34 33 32 31 30 29 28 27 26 25 24 23 4x5 = 3x8= 4x6=3x6 FP=4x5= 3x5= 3x5= 3x4= 3x5= 3x5= 3x5= 3x4 = 14-0-14 12-10-14 1 S1 22-4-12 1 I �-4 I 9-10-10 7-0B-7-0 8-3-14 Plate Offsets(X,V)- [12:0-1-8,Edge],[27:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.16 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.25 27 >941 360 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.02 23 n/a n/a Weight:112 lb FT=0%F,0%E BCDL 5.0 Code IBC20121TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=693/Mechanical,34=2158/0-7-0,35=-893/0-2-4 Max Uplift35-984(LC 4) Max Gray 23=693(LC 4),34=2158(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2846,3-4=0/2846,4-5=0/872,5-6=0/872,6-7=-574/0,7-8=-574/0,8-9=1631/0, 9-10=1631/0,10-11=2296/0,11-12=2296/0,12-13-2565/0,13-14=2565/0, 14-15=2528/0,15-16=2528/0,16-17=2528/0,17-18-2064/0,18-19-2064/0, 19-20=-1227/0,20-21=-1227/0 BOT CHORD 34-35-1498/0,33-34-1735/0,30-31=0/1148,29-30=0/2013,28-29=0/2565, 27-28=0/2565,26-27=0/2603,25-26=0/2342,24-25=0/1690,23-24=0/663 WEBS 2-35=0/1800,2-34=-1780/0,12-29=-548/0,10-29=0/396,10-30=537/0,8-30=0/677, 8-31=-804/0,6-31=0/946,6-33=-1070/0,4-33=0/1208,4-34=-1446/0,21-23=-928/0, 21-24=0/790,19-24=-649/0,19-25=0/523,17-25=-389/0,17-26=0/261,14-27-266/229 NOTES- 1) -- _ Unbalanced floor-live-loads-have been considered for this.design. _ 2)All plates are 1.5x3 MT20 unless otherwise indicated. QBE n P R n 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to c .' ANG[N�F6) /0 be attached to walls at their outer ends or restrained by other means. 17 87022 P E 6)CAUTION,Do not erect truss backwards. 4 . / N 7 SAT OREGON rte 1UN O "P '/1/1 &ER \1 p� SA- HER` EXPIRES:06130/2017 November 30,2015 irN WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. i- Design valid for use only with MRekiS connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - � , building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for 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 ANSIRPII Quality Criteda,DSII-89 and BCS1 Building Component Safety informafion 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 PL15-398_UPPER F04 FLOOR 3 1 R45996171 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:55:59 2015 Page 1 ID:zs2ygYHMYItl_Z11�p9y12t1 yAg??-4q_JjvGd1 wQmzfXFl?ZIpy3?Cc7vpDxu3ODIQJyEzr_ 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 1I 9 Scale=1:37.1 354= 1.5x3 I I 4x6= 3x4 I I 3x10= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 e e a e e 23 22 21 20 19 18 17 16 15 4x5= 3x8 = 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= 2-11-0 21-3-0 2-11-0I 18-4-0 Plate Offsets(X,Y)- [8:0-1-8,Edge],[17:0-1-8,Edge],[23:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=812/Mechanical Max Uplifl23=902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=251/0,5-6=-251/0,6-7=1993/0,7-8=-1993/0, 8-9=-2337/0,9-10=-2337/0,10-11=1912/0,11-12=1912/0,12-13=1912/0 BOT CHORD 22-23=1154/0,21-22=1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=-1729/0,8-19=-553/0,6-19=0/810,6-20=1172/0,4-20=0/1608, 4-22=1567/0,13-15=-1276/0,13-16=0/866,10-16=427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ���ED PRQFes \`' ,�NGINFFR `s, a { 870 2PE /la -CP /...44/N �4i, OREGON (15) �4 'AAMBER 1� a0 On HECk EXPIRES:06/30/2017 November 30,2015 I. I Immo mit 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 Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Malek` 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/1811 Quality Criteda,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996172 PL15-398_UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:01 2015 Page 1 ID:zs2ygYHMYItL_Z1 p9y12t1 yAg??-0C638bHtZXgTDygdQQbDuN8HVQikHAIB WisUCyEzgy 1 1-0-0 1 0. 1/40,2:9__I p-7-211 1-2-0 1 1-2-0 11 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 m _ e ri° "-.. _ \1VN / N-- 17 e T0-L oaNS: e1 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6= 3x6=3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6= 3x4= 1.5x4 SP= 156-14 I 14-4-14 11-11-1f I 21-4-0 I 14-4-14 0-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[27:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=1712/0,4-5=-3036/0,5-6=-3036/0,6-7=-3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=4727/0,11-12=4727/0,12-13=4554/0, 13-14=-4554/0,14-15=-4554/0,15-16=3935/0,16-17=3935/0,17-18=-3339/0, 18-19=3339/0,19-20=1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=-460/0,8-30=0/334,12-28=-255/55,15-28=0/498, 15-27=-885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)AN plates are 4 5x3-MT2A-unless-otherwise -indicated. 3)Refer to girder(s)for truss to truss connections. P R OF�s 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be V attached to walls at their outer ends or restrained by other means. ��\CoANGAN F�R s/ �� O�9 Q 870 2PE cA,A� OREGON `1,�O 'A�'Occ�j8ER 11 QC\ S A. HERS EXPIRES:06/30/2017 November 30,2015 i a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Illt Design valid for use only with Mifek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-398_UPPER F06 Floor R45996173 2 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:02 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-UPgRLxlVKroKg6Fq_87SRbhVvg7KoYoKIMRPOeyEzgx 1-6-0 I 1-3-4 I I 1-1-10 11-0.0 I 1 1-2-0 Ii0. Scale=1:38.5 3x4 = 4x8= 3x4 II 4x5= 4x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 o is r"� _ ��,,00 Inr N e 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8 = 3x6 FP= 4x5= 3x5= 3x5 = 3x4= 3x5= 3x5 = 3x5= 3x4= 4x6 = 3-0-4I 12-10-14 14-0-14 22-7-8 1$St 7-0 8-6-10 I Plate Offsets X,Y r 7-0 ( )- [12:0 1 8,Edge],[27:0.1-B,Edge],[35:Edge,O 1 8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.17 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.26 26-27 >899 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.03 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:113 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: REACTIONS. (lb/size) 23=701/0-2-12,34=2195/0-7-0,35=-917/0-2-4 6-0-0 oc bracing:34-35,33-34,31-33. Max Uplift 35=-1009(LC 4) Max Gray 23=702(LC 4),34=2195(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2915,3-4=0/2915,4-5=0/915,5-6=0/915,6-7=555/0,7-8=-555/0,8-9>1636/0, 9-10=1636/0,10-11=2324/0,11-12=-2324/0,12-13=-2618/0,13-14=2618/0, 14-15=2578/0,15-16=2578/0,16-17=2578/0,17-18=2096/0,18-19=2096/0, 19-20=1244/0,20-21=-1244/0 BOT CHORD 34-35=1534/0,33-34=1790/0,30-31=0/1141,29-30=0/2031,28-29=0/2618, 27-28=0/2618,26-27=0/2665,25-26=0/2384,24-25=0/1715,23-24=0/671 WEBS 2-35=0/1844,2-34=1820/0,12-29=-579/0,10-29=0/411,10-30=-553/0,8-30=0/694, 8-31=-821/0,6-31=0/963,6-33=1086/0,4-33=0/1225,4-34=1464/0,21-23=-940/0, 21-24=0/801,19-24=-661/0,19-25=0/534,17-25=-402/0,17-26=0/273,14-27=-268/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)23,35. �0D P R OpF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement \�'�� NG I NE��s' at the bearings.Building designer must provide for uplift reactions indicated. O 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'x')nails- Strnnabacirs to _ __ CAUTION,Do -_- _- tmtermearts: - iff 870 2PE 6) Do not erect truss backwards. y �-0j, OREG N ti� �✓ZI N 9O FABER \� �O OS A. HERP EXPIRES:06/30/2017 November 30,2015 III 11 1 WARNING-Verify design parameters and READ NOTES ON THIS AND IN1CLUDED MITEK REFERANCE PAGE MII.7473 rev.10/0312015 BEFORE USE. a truss sys, Design tem.Before uuse se,the buildwith ing connectors. must vers fyy the basedign is lonly upon design parameters and prand operly nicorporaatthis ddes design into the overall L1 building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing A� Ar o always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the •*i� �^a fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty PlyPOLYGON R45996174 PL15-398_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:04 2015 Page 1 ID:zs2ygYHMYItL_Z1 p9y12t1 yAg??-RnoCmcJIsS224QPC5Z9wVJOmgUdkyUYzdDfwWSXyEzgv ISE14.0.1 VAI 1-2-0 111.7,1q 10-9-0 I 0-9-0 110-9-0 10-9-0 11 0-9-0 10-9-0 1 Scale=1:34.3 3x4= 4x4= 4x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1 19 20 21 22 23 24 25 a O ° / a �/,9 �\e/•\e/•� 1 1,,,„ 0. 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 1 1I 20-2-0 1 11-2-14 13-2-14 018-9-14j 9-7-00-7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edge],(18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a Weight:108 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=-1379/0,4-5=-2483/0,5-6=-2483/0,6-7=-3317/0,7-8=-3317/0, 8-9=-3881/0,9-10=3881/0,10-11=4177/0,11-12=-4177/0,12-13=4200/0, 13-14=4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=-3617/0, 18-19=3075/0,19-20=3075/0,20-21=2299/0,21-22=2299/0,22-23=1261/0, 23-24=-1261/0 BOT CHORD 3940=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=-412/0,18-30=0/367,2-40=-1112/0,2-39=0/1003,439=897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=-483/0,8-35=0/383,10-35=277/0,2426=1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,1432=268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. Q+ED P R OAFS 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. OJ" r-i N>c`e s/ 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 Cs �N R 0 be attached to walls at their outer ends or restrained by other means. '9 870 2 P E t` %?, OREG N ( R!O4✓/V OS A. HEY` �P EXPIRES:06/30/2017 November 30,2015 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 9111-7473 rev.10/03/2015 BEFORE USE. mg Design valid for use only with MTek€connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onN.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 Quality Criteria,DSB-89 and BCSI Building Component Safety Intonation 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 R45996175 PL15-398_UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 Mitek Industries,Inc. Fri Nov 27 10:56:05 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-v_Ma_yKNdmAvia_PfGg93DJ2719nCzgmRJg4dzyEzqu 1 1-6-0 1 1-3-4 1 1 1-4-10 1 2-0-0 1 1 1-2-0 II 1-1-10 1 1 1-3-11 1 1-3-0 1 Scale=1:39.1 1.5x3 II 1.5x3 I I 3x5 = 3x6= 1.5x3 I I 1.5x3 I I 3x6 FP= 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 aA� Ft t9 25 24 23 22 21 20 19 18 17 16 3x6= 3x6 FP= 3x8= 3x5 = 1.5x3 I I 1.5x3 II 3x6= 3x8 = 14-0-14 I 300-4 4 I 12-10-14 1$-5-14 1 19-7-0 I 72-4-11 1 3- 9-10-10 b-7-0 5-6-2 2-9-11 0-7-0 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.09 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.14 20-21 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.01 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=371/0-3-12,24=1523/0-7-0,25=-504/0-4-4,17=1310/0-5-8 Max Uplift 16=-458(LC 6),25=-596(LC 6) Max Gray 24=1524(LC 3),17=1312(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1761,3-4=0/1762,4-5=-298/0,5-6=-298/0,6-7=1358/0,7-8=1358/0, 8-9=-1201/0,9-10=-749/0,10-11=-749/0,11-12=749/0,12-13=0/1257,13-14=0/1254 BOT CHORD 24-25=-917/0,23-24=-779/0,22-23=-779/0,21-22=0/979,20-21=0/1201,19-20=0/1201, 18-19=0/1201,16-17=-597/0 WEBS 2-25=0/1103,2-24=1148/0,8-21=122/284,6-21=0/426,6-22=764/0,4-22=0/1198, 12-17=-1333/0,12-18=0/910,4-24=-1200/0,9-18=-634/0,14-16=0/762,14-17=-892/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. � p`E° PR OFFS �\Co ��G]N EFR % _. - ��_, 87022PE N BATti OREGON l j C' MBER 1i 01/4 9 A. Her' EXPIRES:06/30/2017 November 30,2015 4 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M0-7473 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 truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■� ' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mileikg is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996176 PL15-398_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:07 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y1211 yAg??-rMTKPeMe9NQdxt8nmhid8eOLYrlYguc3vd9AiryEzgs P-1111-1 108-41 i 1-2-0 I W 10-9-0 10-9-0 1 i0-9-0 I as o i l as D las o Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 01 0 01. 1 I\I I 9r' 1 I ri 4 N1 I lir/A 1111 111 ihk 1 1 I• A INVIllairff../AL1"AM liTu 1.#/A I\\* CI - 1101 40 39 38 37 36 35 34 33 32 31 30 29 28 27 3x4= 4x5= 3x6 FP=3x5= 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5= 3x4= 1.5x3 SP= 3x6= 14-7-12 13-5-12 lit-0- 121 1 20-4-13 1 I 1z-A-12 070 0-7-0 5-9-2Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) lidefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33 34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0Code IBC2012/TPI2007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 ocpurlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=1397/0,4-5=2518/0,5-6=-2518/0,6-7=-3371/0,7-8=3371/0, 8-9=-3953/0,9-10=3953/0,10-11=-4267/0,11-12=4267/0,12-13=4306/0, 13-14=-4306/0 14 15=4116/0,15-16=4116/0,16-17=4116/0,17-18=-3686/0, 18-19=-3121/0 19-20=3121/0,20-21=2331/0,21-22=2331/0,22-23=-1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=-355/0,18-30=0/383,2-40=-1126/0,2-39=0/1017,4-39=-910/0,4-38=0/810, 6-38=704/0,6-36=0/603,8-36=496/0,8-35=0/396,10-35=291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=1057/0 NOTES- 1) OT€S 1)Unbalanced floor live loads have been considered for this design. ��E© PROF �s 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �� ANG]N. �o�'9 be attached to walls at their outer ends or restrained by other means. 870 2PE r LP (NI �Ai GREG N ti� 44/ ' 9�'OFMBER �'\ P' SA. HERS EXPIRES:06/30/2017 November 30,2015 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MU-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with Miiekt 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 bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPll Qualify Cdleda,DSB-89 and BCSI Balding Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiohts,CA 95610 J Symbols Numbering Sys r l Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. Damage or Personal Injury M. Dimensions are in ft-in-sixteenths. 114k Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-prating,is always required. See BCSI. Q-1/16" IMMIIElsgra2. Truss bracing st be designed by an engineer.For wide truss spa g,individual lateral braces themselves t] 4 may require br cing,or alternative Tor I _ O p bracing shout be considered. 1.1111Alor U 16111P>albli O 3. Never exceed a design loading shown and never c!..0 stack materialshbn inadequately braced trusses. O 4. Provide copies bf this truss design to the building For 4 x 2 orientation,locate — designer,erec n supervisor,property owner and plates 0-'4s' from outside BOTTOM CHORDS all other intere d parties. edge of truss. 8 7 6 5 5. Cut members tO bear tightly against each other. 6. Place plates o each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE jIoint and embg}p fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are rddulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assume,trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environme in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otexce d19%noted,moisture content of lumber shall not excee 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless express! noted,this design is not applicable for ICC ES Reports: use with fire ret rdant,preservative treated,or green lumber. The first dimension is the plateI 4 x 4 10.Camber is a n -structural consideration and is the width measured perpendicular ESR 131 1,ESR-1352,ESR 1988 responsibility of russ fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR 3282 camber for de load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are nimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used s II be of the species and size,and in all respects, ual to or better than that �! PPIndicated 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 mus be sheathed or purlins provided at output. Use T or I bracing spacing indicat d on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 i 14.Bottom chords quire lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceir g is installed,unless otherwise noted. established by others. ..."" 15.Connections n shown are the responsibility of others. Indicates location where bearings 16.Do not cut or al r truss member orplate without prior (supports) occur. Icons vary but reaction section indicates joint ©2012 MiTekO All Rights Reserved approval of an ngineer. ® number where bearings occur. 17.Install and load ertically unless indicated otherwise. Min size shown is for crushing only. n 40 18.Use of green or heated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)be ore use.Reviewing pictures alone DSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, i M 20.Design assumes ltnanufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Qualitt Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 1 Mu mit Milek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-A REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1560775 thru K1560790 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. D PROP4ss ,c tiNGIN ct` 89782PE yr 2 OREGON �4r) V WIRY 1 Je� UL R� November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONSTRUSS SPAN 15'- 2.0" `C OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2X4 KDDF #1&BTR SPACED 29.0" O.C. yp system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. ION. LOADING 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-07-02 I . 7-06-14 T . f 12 12 IIM-4x4 10.90 V 3 N 10.90 o Awr I 0 M M-3x4 -3x4 >Gp P 130F ,.., b y �- yl oo l 15-02 1-00 � � �GAG.1N�E'i' /t`1��" 89782PE JOB NAME : 3413-A REV. POLYGON NW - Al • -.......e.°:. "` Scale: 0.3404 ryF� /'+� AIM WARNINGS: GENERAL NOTES, unless otherwise noted tor, a„/F"aEGVN �4) t Builder end erection contractorhold be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an Individual / 1..4fl ^� Truss: Al and Warnings before construction,commences. building component one cot lathy of design parameters end proper j� �I �rj 2.h4 compression web bracing mus be metalled where shown.. incorporation or component a the responsibility of the bulWlig designer. --1 _�} 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally t lhsi,elny 4 la the responsibility of the erector.Additional t bracingof co.c.andntinuous st hahin.rsuch plyased sheacen(TC) nd/rheirlengmby AUI.: v permaron continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). J"•' DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bradng required where shown.e SE K 15 60 7 7 5 4.No load should be applied to any component unit eller al bracing and 4.Installation or truss Is the responsibility of the respectNe contractor. Q• fasteners are complete and at no time should any leads greater man 5.Design assumes trusses are to be used In a non-corrosive environment. designloads be ked to anyt. and are or"dry condition"of use. TRANS ID• LINK ppcompanen 6.Design assumes full beadngatalsupports shown.Shim orwedge It EXPIRES; 12!31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication.handling,shipment and installation of components. T.Design assumes adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be oceled on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. 9.!Dies coincide de lith Joint ticenter In(llines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #166TH; LOAD DURATION INCREASE = 1.15 2x6 KDDF 41&BTR Ti 1- 3=(-729) 317 1- 8=(-921) 531 3- 9=(-912) 423 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 9=( 0) 0 B- 9=(-387) 534 9- 9=(-289) 490 WEBS: 2x9 KDDF STAND 3- 4=(-545) 308 9- 6=(-185) 448 9- 5=(-169) 138 LOADING 4- 5=(-566) 370 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-716) 355 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"00. UON. 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF NOTE: 204 BRACING AT 29"00 UON. FOR LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED l LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -750/ 622V -126/ 134H 153.50" 1.00 KDDF ( 625) 1REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 9.5" 0/ 318V 0/ OH 153.50" 0.51 KDDF ( 625) OVERHANGS: 0.0" 12.0" 27'- 6.0" -269/ 778V 0/ OH 5.50" 1.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1 4 M-1.5x4 or equal at non-structural 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin 1 vertical members (uon). g. '�� REFER TO COMPUTRUS STANDARD VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Unbalanced live loads have been MAX LL DEFL = 0.015" @ 19'- 11.0" Allowed = 0.712" GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.020" @ 19'- 11.0" Allowed = 0.950" considered for this design. SPECIFICATIONS. MAX LL DEFL = -0.002" @ 28'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 28'- 6.0" Allowed = 0.133" 1-00 27-06 •' T MAX HORIZ. LL DEFL = -0.007" @ 27'- 0.5" 14-09 -� �2-06-05 3-07-11 3-08-09 3-10-07 MAX HORIZ. TL DEFL = 0.009" @ 27'- 0.5" '1 T 12 -M-4x9+ 12 10.90 II Design conforms to main windforce-resisting 7J10.90 system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads ' in the plane of the truss only, 1111111111 IM-9x6M-1.5x3 Addi .../Aii„. L4, :..._._._._._._._._ :._._.__._._._._._._....._._.._._._„.! '-i''' o M-3A 9 0.25" M-3x9 o PR act M-3x4+ M-5x12(S) J( y '119-11 l 7-07 y � 0�GINE,�c7 1-00 27-06 14 1-00 �� 89782P JOB NAME : 3413-A REV. POLYGON NW - B1 ".-,--i*'.�•" `'"` Scale: 0.1890 ,_ •r WARNINGS. GENERAL NOTES, unless otherwise noted: v4, OREGON C.) Truss: B 1 1.Build and e n contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an individual / and Warnings a constructhn commences. building component.Applicability of design parameters and proper -1,9 �•+,�ry G. V� 2.2.4 compro web braaing must be instated where shown". Incorporation of component h the responsibility of the building designer. `77 ::77 NI 3.Additional tem nary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be latemlfy braced at ir �� is the respone of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.reepectS ply unless braced throughout their length by ��Li L DATE: 11/30/2015 the overall et Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). SE K15 607 7 6 4.Naload shoo applied to an3.in2Impact bodging lateral boning required where shown t Q•: y component until eller all bracing and 4.Installation of truss is the responsibility of the reapectNe contractor. fasteners are plate and et no time should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, y 1}'��I�-��''�a TRANS ID: LINK design hada applied to any component. and are for"dry condition"of use. E/�P1RES. ��31/ 016 5.CompuTrua h no control over and assumes no responsibility for the 6.Design assumes NII bearing el all supporta shown.Shim or wedge I( R ! 1 fabrication,he ,shipment and installation of components. necessary. November 30,2015 6.This design is Shed subject to the limitations set forth by T.Design assumes adequate drainage is provided. e.Plates shall be located on both faces of truss,and placed so their center TFIMRCA In SI,copies of which will be furnished upon request. lines coincide with joint center lines. l)-2 9.Digits indicate size of plats In inches. MiTek USA,I .yCompuTrus Software 7.6.6(1 10.For basic connector plate design values see EBR-1311,ESR-7988(MiTek) This fic design prepared fromTruss-BC computer input by PaciLumber and 27-06-00 GIRDER SUPPORTING 90-02-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 6PRIIEICATIONS 1- 2=(-13563) 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 BC: 2x8 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -9059) 2199 6- 7=(-2136) 9795 2- 7=(-9539) 1203 WE: 2x8 KDDF ST&NDA LOADING 3- 9=( -9054) 2199 7- 8=(-2136) 9795 7- 3=(-2814) 11598 WEBS: 2x6 KDDF STAND; 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-13563) 3066 8- 5=(-2136) 9789 7- 4=(-4539) 1203 TO UNIF LL(, 50.0)+DL( 14.0)= 69.0 ELF 0'- 0.0" TO 27'- 6.0" V 8- 4=(-1272) 6129 TC LATERAL SUPPORT <= 12"OC. ION. BC UNIF LL(, 477.1)+DL( 394.9)= 821.5 PLF 0'- 0.0" TO 27'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA BOTTOM CHORD CHECKED FOR APDF LIMITED BC LATERAL SUPPORT <= 12"OC. UON. STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -2759/ 12176V -314/ 319H 5.50" 19.48 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.48 KDDF ( 625) ---4--- ( 3 ) complete trusses required. Join together 3 ply with 3"x.131 DIA GUN nails staggered at: XXXGO9" oc in 2 row(s) throughout 2x6 top chords, ND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 4" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.091" @ 20'- 2.0" Allowed = 1.329" MAX TL CREEP DEFL = -0.189" @ 20'- 2.0" Allowed = 1.772" 13-09 13-09 MAX HORIZ. LL DEFL = 0.032" @ 27'- 0.5" f ,r f MAX HOAR. TL DEFL = 0.053" @ 27'- 0.5" 7-05-12 6-03-04 6-03-04 7-05-12 f f f f Design conforms to main windforce-resisting 12 12 M-9x10system and components and cladding criteria. 10.90 V 10.90 Wind: 140 mph, 9 0 h=25.Sf t, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 .h( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ®,i Truss designed for wind loads in the plane of the truss only. M-3x8 M-3x8 M-5x16 M-5x16 N o 7 8 o o l M-4x10 ,IM-10x10 M-4x10 M-7x8(S) ����0 PR Q,c,, 7-04 6-05 J, 6-05 7-04 y J. N. NC".INE ly ,� 15-06 12 00 l �C.. '7/ 27-06 Q :9782PE c' JOB NAME : 3413-A REV. POLYGON NW - B2 "', 'J MEW Scale: 0.1866 ,r, , WARNINGS: GENERAL NOTES, unless otherwise noted. •'�T 0'n EGON �4' I.Builder end erection contractor should be advised of ate General Notes I.This design Is based only upon the parameters shown and is for an individual l+�(}/ n� �' Truss: B2 and Warnings before construceuq commences. building component.Applicability of desgn parameters end proper Ja ^&s �G Y 4 Incorporation of component is the responsibilityol the building designer. ^j( +'y :7 ��j_ 2.2x4 compression web bracing mdst be Instelbtl where shown•. 2.Design assumes the top and bottom chords to be laterally braced al Y 3.Additional temporary bracing to blears stability during construction 2'o.c.and et 10'o.c.respectNely unless braced throughout their length by £3 va UL .�y� Is the responsibility of the erector)Additional permanent bracing of continuous sheathing such as plywood sheething(TC)andlor drywall(BC). !^A DATE: 11/30/2015 the overall structure is the resporhiDlly of the building designer. 3.2x Impact bridging or lateral bracing required where shown•- No load should be applied to any,'component untf after all bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K15 60 7 7 7 4.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. and are for"dry condition"of use. TRANS ID• LINK deekmloads beapplied toany component 8.Design assumes bill bearing at al supports chose.Shim orsedNe if EXPIRES: 12 31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limnetens set forth by B.Plates shall be located on both races or truss,end placed so their center TPINWICA In BC SI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" OND. 2: Design checked for net(-5 PC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE 1.15 g psf) uplift at 24 "oc spacing. BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12.0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ef Rx2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. Y 8-00 I 8-00 if f 12 12 IIM-4x4 10.90 7 2 N 10.90 4IiI11iIIIhN oo 0 =M-4x4 =M-4x4 • y 16 0o y y 4,<<51 " Pf3OF sv 1-00 (�5 �tJGINEE'9 / 89782PE v JOB NAME : 3413-A REV. 'POLYGON NW - GGE • Scale: 0.3299 '-...# tyeer WARNINGS: I GENERAL NOTES, unless otherwise noted: ,h -_ Truss: GGE Bmm°rand e(-• contractor hoWtlbeedvlsetlolal!GeneralHates This design Is based onyupon the parameters shown and Isfor anind ideal 9� OREGONr` and W 1 g •re construction commences building component.Applicability of design parameters and proper '(� 2.254 p web bracing must be installed where shown.. incorporation of component a the responsibility of the befitting designer. w9, 3.Adddl I te rafy bracing to Insure stability during construction Design assumes the top and bottom chorda to be laterally braced at j >� 11 1 �. Is the respo of the erector.Additional permanent bracing of 2'o c and at 10'o c,resph ply unless braced throughout their length by r �vi DATE: 11/30/2015 the overall � Is the responsibility of the building designer. continuous sheathing such a°plywood sheet whereC)and/or drywall(SC). �A U.L v 3.27 Impact bridging or lateral bracing required shown.. SEQ.: Ki5 6 0 7 7 8 4.No load should. applied to any component until after all bracing and 4.Installation of truss fig the rcsponelbltity of the respective contractor. fasteners aro ,eta and at no time should any loads greater then s.Design assumes misses are, to be used,ft a noncorrosive envlronmenl. TRANS I D: LINK design loads• applied to any component. and are for"dry condition"of use. 8.CompuTrus h°no control over and assumes no responsibility for the B. lull bearing al.1 supports shown.shim or wedge g E} P I R ES 12/31/2016 fabrication,ha ,,shipment and lnstalletlon of components. ry' B.This design le shed subject to the limitation set forth by B.Plates"assumes aded oneothifageis truss,d. November 30,2015 B.Plates shall be located on both aces of truss,and placed so their writer TPIIwICA In: Si.copies of which will be furnished upon request. linea coincide with Joint center lines. MiTek USA,I JCompuTrus Software 7.6.7(il)-E B.Digits Indicate size of plate in Inches. I1I to.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) el immimmommimmimmimr This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 40'— 0.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. y s sign and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. SON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. UON. (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP N-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-11-08 '. 20-01 4 4 ' . 13-03-01 6-08-07 6-08-07 13-04-09 T T 12 IIM-4x4 12 7.50 .'"c 7.50 # M-3 $(S) 101 o ...4iiiiiiiiiii.... tft IfillINIMMEI001 .1*1111.4t. Ig o M-3x5(5) M-3x5(5) M 3x9 O M-3x4 W) P R OFFS 15-09-08 8-04 15-11 �C NCy1N4. `6>dam y �� 40-00-08 ' 1-046 82 E JOB NAME : 3413-A REV. POLYGON NW - C1 ""0-•---,,,'".. '`' ' Scale: 0.2000 /`�I'7 WARNINGS: GENERAL NOTES, unless olherwlee'iwted: ' OREGON t Builder end erection contractorh uld be advised of all General Notes t This design Is based Doty upon the parameters shown and Is for an Individual ^(� Truss: Cl and Warnings before construction(cI�ommences. building component.Applicability of design parameters and proper `� 2.2s4 compression web bracing N be Installed where shown v. Incorporation of component k the responsibility of the building designer. '1 R v 16 < 3.Additional temporary bracing to Inure stability during construction 2.Design assumes the top end boaam chords to be laterally braced et 7 :s4 Is the responsibility (the erector,'ddlllonal nsnl bracing f 2'continuous and at ea hino.crsuch as ply unless braced(TC)and/or r dry aNB).by —At UL '0. ponsi ty o ill parte g o ce lnr uoua sheathing such as plywood Nestling(TC)andlor drywa8(BC). P- �"s DATE: 11/30/2015 the overall structure Is the responelbIlly of the bulldhg designer. 3.2a Impact bridging or lateral bracing required where shown r. SE K 4.No sad should be applied to am component until ager all bracing end 4.Installation of truss Is the responsibility of the respectse contractor. Q.: 15 6 0 7 7 9 fasteners ere complete and at no lime should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment. design be lied tot end are for"dry condition"of use. d TRANS ID: LINK e ppanycomponen 6.Design assumes full bearing et alt supports shown.Shim or wedge If EXPIRES: 12/31/2016 S.CompuTrus has no control over and assumes m responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations est forth by 8.Plates shall be located an both faces of buss,end placed so their center TPIM?CA In SCSI,copies of which will be fumiMnd upon request. (B 9. oas coincindicide ith joint platcenter to(lilines. DigitMiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 1o.For basic connector plate design values see ESR-1371,ESR-1988(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 9=(-750) 2322 2- 9=(-277) 387 BC: 2x4 KDDF #1SBTR WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2- 3=1-2520) 1212 9-10=1-971) 1952 9- 3=1-309) 550 3- 4=(-2032) 1105 10-11=(-195) 1440 3-10=1-674) 563 LOADING 4- 5=(-2035) 1088 11-12=(-504) 1816 10- 4=1-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. • LL( 25.0)001) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2540) 1157 12- 7=(-727) 2107 4-11=(-476) 1040 BC LATERAL SUPPORT <= 12"OC. I/ON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2650) 1035 11- 5=(-686) 568 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 83 5-12=1-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-297) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1707V -313/ 303H 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) 1 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 al MAX LL DEFL = 0.135" @ 26'- 7.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed = 2.608" MAX LL DEFL = -0.008" @ 41'- 5.0" Allowed = 0.138" MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" 19-11-08 20-01 f Design conforms to main windforce-resisting 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 system and components and cladding criteria. f T T T T f f 12 12 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 0" Q 7.50 load duration factor=1,6, ' End vertical(s) are exposed to wind, / 4 Truss designed for wind loads N% in the plane of the truss only. Mi.5x6(s)" 0000000/ , M-Sx6(S) • 0.25 I0.25" , , 1 N >5x3d\Ak15 x3 0 Q:. ryryp -�� thhhhPROP' 0 1 9 to ii 12 .. ....:14,,,„.„ 6 o Co���C r'y OP' to -3x6 M-3x4 0.25" 0.25" M-3x9 4V V!' • M s (s) M sx01(s) l l �NCa1NEF 8' iS�� 8-02 y j-07-08 8-04 7-07-08 8-03-08 y y '��:/ n•�{�.r•d�ry c y • 40-00-08 1-04-08 s a/9GP E JOB NAME : 3413-A REV. . POLYGON NW - C2 -"r Scale: 0.1555 /� +� WARNINGS: GENERAL NOTES, unless otherwise noted: - 4. Y ••EG.,JN a� Truss: C2 1.Builder ands contractor should be advised or all General Notes I.This design is based only upon the parameters shown and la for an individual (// end Warnings .e construction commences. building component.Applicability of design parameters and proper Ili? '".A`.i C'f y AS (¢" 2.284 compress web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. Ili? I l i �-+ 3.Additional tem rely bracing to Insure stability during construction 2.Design assumes the top and bolt'a chords to be laterally braced al a.,� 11 is the responsl of the erector.Additional permanent bracing of C'n.c.and al 70'o.c.roach es sly unless braced Throughout their length by �"•,l DATE' 11/30/2015 the overall et eIs the responsibility of the building designer. continuous sheathing such es plywoodaheething(TC)and/or drywail(BC). SE'4• 4.No bad shoo•' d to anycoing end3.In Impact bridging or Reterel bracing required where shownco+a K1560780 applied component until after all 4.Installation of truss is responsibility of the respective contractor. fasteners are: plate and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, yp12/31/2016 I� �j.{ /'� y�+ TRANS ID: LINK design loads b+pplled to any component. and are for condition"of use. EXPIRES: ILIA?IIGO i V 5.CompuTrus ha no control over and assumes no responsibility for the 8.�essarg mss lull bearing at all supports shown.Shim or wedge 11 fabrication,ha ng,shipment and installation of components. ly November 30,2015 8.This design is -ed subject to the Ilmttetions set forth by 7.Design assumes adequate drainage is Buss,provided. TPIIWTCA In:i I,copies of which wall be furnished u B.Ins Plates shall be with n on both faces of Truss,and placed so their center bon request. lines coincide wkh joint center Imes. MiTek USA,I CompuTrus Software+7.6.6-592(7 L)-E 9.Digits indicate size of plate in inches 10.For basic connector plate design values see ESR-1371,EBR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4162) 1836 1-11=(-1458) 3621 11- 2=( -405) 1158 6-16=(-473) 1050 BC: 2x4 KDDF 41&BTRSPACED 24.0" O.C. 2- 3=(-2777) 1172 11-12=(-1311) 3229 2-12=( -791) 555 16- 7=(-686) 568 3- 9=(-22.51) 1067 12-14=( -766) 2440 12- 3=( -28) 349 7-17=(-263) 573 WEBS: 204 KDDF STAND LOADING 4- 5=(-2168) 1170 13-15=( -26) 64 3-14=( -618) 363 17- 8=(-297) 346 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1929) 1166 15-16=( -196) 1380 13-14=) -87) 0 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-1969) 1088 16-17=( -504) 1759 14- 4=( -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=(-2474) 1157 17- 9=( -728) 2080 14- 5=( -503) 1037 8- 9=(-2607) 1035 14-15=( -358) 1722 OVERHANGS: 0.0" 16.5" LL = 25 POP Ground Snow (Pg) 9-10=( 0) 83 5-15=(-1103) 733 15- 6=( -587) 996 BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -264/ 1681V -312/ 303H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.344" @ 13'- 4.0" Allowed = 2.608" MAX LL DEFL = -0.008" @ 41'- 5.0" Allowed = 0.138" I MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed = 0.183" 19-11-08 20-01 1 { ,( MAX HORIZ. LL DEFL = 0.099" @ 39'- 7.0" 2-05-12 5-05 5-05 2-04 i 9-03-12 6-06-10 6-06-10 6-11-13 MAX HORIZ. TL DEFL = 0.159" @ 39'- 7.0" 12 12 Design conforms to main windforce-resisting M-4x6 ' 7 50 system and components and cladding criteria. 50 I7 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 .(+( (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), f M-3X 'r\� load duration factor=1.6, M-5x6(5) E M-5x6(S) End vertical(s) are exposed to wind, Truss designed for wind loads 0.25" in the plane of the truss only. 25" M-3x43 M-1.5x3 N M-3x5 2 N M-3x8 ,co 10 o 1 M-5Xa 12 14,g.��- 1 M-3x4+ M-3x4 o M-13 sx3 l'I 06.25" M-3x9 ,_M- 6 0 o o M-3x9+ M-5x8 ry a 3.75 M-4X10 M-5x6(S) {•�.y �} PE1r 12 l y J, \. NGINE fa y y 1 y los ly 5-05 5-05 y2-o4 8-05-12 7-07-08 8-03-08 y l iC:? ' 'lip y2-09 10-10 26-10-08 1-09-08 Q :9782PE �'" 40-00-08 ,op /+' JOB NAME : 3413-A REV. POLYGON NW - C3 III I Scale: 0.1297 / t! 4 WARNINGS: GENERAL NOTES, anlessolherwnenated -Y,L OREGON '� T I.Builder and erection contractor'should be dvlsed of all General Notes 1.TMs design Is based only upon the parameters shown and is for an indwidual 'kJ p v {� ' 1/c( Truss: C3 and Warnings before construction commences. balding component.Applicability of design parameters and proper fl r �`(./' 2.2x4 compression web bracing(oust be instilled where shown.. incorporation of component Is the responsibility of the building designer. ` 3.AdtlHbnal temporary bracing td Insure stability during construction 2.Design assumes the top end bosom chords to be laleraly bracetl al ir pA-AUL 1 1 s Is the responsibility of the erector.Atltllllonel pamanent bract I 2'o.c.and at 10'ea o.c.respectively unless braced throughout their length by V 4.. ng o continuous sheathing such as plywood eheathing(TC)end/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the balding designer. 3.2e Impact bridging or lateral bracing required where shown.• S E El5 6 0 7 81 4.No bed should be applied to spy component until eller al bracing and 4.Installation oilmen Is the responsibility of the respective contractor. !} ]{ ry/�q�+ 4• fasteners are complete and et no time should nny bads greater than 6.Design assumes trusses are to be used Ina non-corrosive environment, EXPIRES: cif J f�G V 1 V tlesign load.be applied to any component. end are for"dry condition"of use. TRANS ID LINK pu responsibility B.Deslgna�sumeslullbaenngatallauppodashown.shimorwetlgell November 30,2015 5.eom Tru.has no control over m re len for me fabrication,handling,shipment and instalatlon of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the IimaelbM set forth by 8.Plates shell be located on both faces of truss,and pieced so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate eke of plate In inches. MiTek USA,Inn./CompuTrus Software+7.6.6-SP2(1L)E 10.For basic connector plate design values see ENS-1311,ES12-1908(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4154) 1835 1-10=1-1458) 3603 10- 2=( -405) 1153 14- 6=(-586) 996 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2- 3=(-2778) 1172 10-11=(-1311) 3212 2-11=( -787) 555 6-15=(-473) 1053 WEBS: 2x4 KDDF STAND 3- 4=(-2252) 1066 11-13=( -766) 2427 11- 3=( -28) 349 15- 7=(-6B8) 568 ' LOADING 4- 5=(-2169) 1170 12-14=( -26) 63 3-13=( -617) 363 7-16=(-322) 583 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1929) 1165 14-15-) -202) 1369 12-13=( -87) 0 16- 8=(-306) 399 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1972) 1106 15-16=( -503) 1748 13- 4=1 -197) 180 TOTAL LOAD = 42.0 PIF 7- 8=1-2485) 1224 16- 9=( -769) 2083 13- 5=( -503) 1033 8- 9=(-2610) 1087 13-14=) -396) 1711 ** For hanger specs. - See approved plans ". LL = 25 POE Ground Snow (Pg) 5-14=(-1100) 744 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ PRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -266/ 1682V -297/ 298H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -265/ 1682V 0/ OH 5.50" 2.69 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.343" @ 13'- 4.0" Allowed = 2.608" 19_11_08 MAX HORIZ. LL DEFL = 0.098" @ 39'- 7.0" / 20-01 MAX HORIZ. TL DEFL = 0.158" @ 39'- 7.0" 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 4' T 4' 4' r 4' 4' 4' 4' 4' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.50 17 M-4x6 Q 7.50 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 load duration factor=1.6, ffkls` End vertical(s) are exposed to wind, M-5116:S)M 5 F M-SX6(S) Truss designed for wind loads in the plane of the truss only. 0.2 " M-3x9 I 3 p M-1.5x3 14_3x5 2 M-3x8 in 01011111.111Roso._ __krNillhe. 1 r M-5x6 11 r 13°�:� 4, o 0 1 M-3X4 O 12 19 1s 16 a® � 1 M-3x4+3X4+ o M-1.5xl 0.25" M-3x4 M-3x6 of 0 M-5x8 0 -.n3.75 }4x10 M-5x6(S) ('� PRO 12 :I ,�1?,,.1) r ROF4-h y y 1 y ( 1 y l y c�� AtCaINE ' cS'/� J. 5-05 5-06-12 J. 8-05-12 7-07-08 8-03-08 y ',.... c7� A y2-04 10-10 iI 40-00-08 26-10-08 / -'$y ,I' Q. :9782PE r' JOB NAME : 3413-A REV _e „ POLYGON NW - C4 MR Scale: 0.1347 (..r 40 F,� OREGON C5� WARNINGS: GENERAL NOTES, antesonth parameters ',} ty,� (.;,- Truss: C4 1.Builder and election contractor ahouW be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndNldual 15; ill',,a ei. and Warnings biome construction commences. building component.Applicability of design parameters and proper I� +'c'+ 2.2s4 compresyln 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 lop and bosom chords to be laterally braced at /.s� �j Is the reapone�ty of the erector.Additional permanent bracing of T c.c.end et 10'o.c.rsucH as ey unless braced throughout their length by P T' DATE: 11/30/2015 the overallsure Is the reaponalbikty of the building designer. comm�uoussheathing such as plywood sheething(TC)end/or drywalhEiC). 3.2a Impact bridging or labral bracing required where shown•t* SEQ.: Ki5 6 0 7 8 2 4.No load Mo be applied to any component until alter aN bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ere»mplete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design badsledto any componec. and are for"dry condBlon"ofuce. EXPIRES: 12/31/2016 5.CompuTrual control over and assumes noresponsbiliyOrthe 8.0eslgness as fullbeadngetsNwppodsshown.Ohlmmwetlgelt November 30,2015 fabrication,h necessary,um ng, and installation of components. 7.Design assumes adequate drainage is provided. 6.This design tMlmished subject to the limNations set loch by 8.Plates shell be boated on both feces of truss,and placed so their center TPONICA in IIf0St,copies of which 0111 be furnished upon request. Ilnes coincide with joint center lines. MiTek USA, JCom uTrus Software 1 LE 7.6.7 - 9.Digits indicate size of plate in inches. p ( ) 11.For basic connector plate design values see ESR-131 t,EOR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 0.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 8=(-750) 2311 2- 8=(-277) 387 11- 6=(-304) 399 BC: 2x9 KDDF #1SBTR SPACED 29.0" O.C. 2- 3=(-2520) 1212 8- 9=(-507) 1941 8- 3=1-309) 550 WEBS: 2x9 KDDF STAND 3- 9=(-2033) 1105 9-10=(-202) 1929 3- 9=(-679) 563 LOADING 9- 5=(-2038) 1107 10-11=(-503) 1805 9- 9=(-971) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2552) 1223 11- 7=(-769) 2122 9-10=(-976) 1093 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1087 10- 5=(-688) 567 • TOTAL LOAD = 42.0 PSF 5-11=(-321) 583 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -267/ 1707V -298/ 298H 5.50" 2.73 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 90'- 0.5" -265/ 1706V 0/ OH 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.135" @ 26'- 7.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed = 2.608" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" • Design conforms to main windforce-resisting system and components and cladding criteria. 19-11-08 20-01 1 1' Wind: 190 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-10-05 6-06-10 6-04-10 6-06-10 6-06-10 6-11-13 (All Heights), Enclosed, Cat-2, Exp-B, MweRsloir), T f f f T f T load duration factor=1-6, 12 12 End vertical(s) are exposed to wind, M-4x6Q 7 50 Truss designed for wind loads 7.50 in the plane of the truss only. 4.0" M-5x6(S)" /J1\ M-Sx6(S) 0. 5" v/ >15x4\A5X3 /: N l'hw 1- B .."7 1M-3x6 M-3x4 3.25" y.25" ( 25" M-3x9 M-3x6 I .0'2 ,o pRa t o M-5x6(S) M-5x6(S) y y y. 1 y y ), c; �A G1NE ' 8-02 7-07-08 a-o9 7-07-08 8-03-08 , RC� l y P 40-00-08 2 9782P E JOB NAME : 3413-A REV. POLYGON NW - C5 Scale: 0-1533lir ._...r! . �.,.,a} ��, WARNINGS: GENERAL NOTES, unless otherwise noted: 7�`OREGON ['I""./-'l l�1 1.Builder and erection contractor hoUM be advised of e0 General Notes 1.This design is based only upon the parameters shown end is for an individual 7 O- R EGON�/� Truss: C5 end Warnings before constructionCommences. building component Applicability of design parameters and Proper �� ey 'J 2.2x4 compresslon web bracing marl be installed where shown*. incorporation of component re the responsibility of the building designer. 6 f 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bosom chorda to be laterally baxtl al /_ ,a Ie the responsibility f IM erector.Additional permanent brach f 2'ou.and at)0'o.c.respectively unless braced throughout their length by f` (]� pone ty o pe g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). AA, U L. ;` DATE: 11/30/2015 the overall structure Is the responsibility of the bulking designer. 3.2x Impact bridging or lateral bracing required where shown t.ti SEQ.: K15 6 0 7 8 3 4.No load should be applied to any component until ants all bracing and 4.Installation of trues Is the responelblity of the respective contractor. fasteners are complete and at no time should any Inde greater than 5.Design assumes trusses are to be used In a nonuorreslve environment, TRANS ID' LINK design lads be applied to any component and are fssumesr"dry condition"bearing et ete. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes MI bearing el al supports shown.Shim or wedge If EXPIRES: 12/31/2016 ggnai y ry, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations sit forth by 8.Plates shall be boated on both faces of truss,end placed an their center TPI/WICA In SCSI,copies of which will be fumleled upon request. 9.Mines oBsldt de with joint center In Mines. DigitMiTek USA,Ino./CompuTrus Software 7.6.7(11)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1091 1- 9=(-766) 2364 2- 9=(-303) 399 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2- 3=(-2560) 1227 9-10=(-477) 1968 9- 3=(-321) 582 WEBS: 2x4 KDDF STAND 3- 4=(-2047) 1110 10-11=(-198) 1449 3-10=(-688) 568 LOADING 4- 5=(-2045) 1092 11-12=(-507) 1824 10- 4=(-476) 1043 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-2549) 1160 12- 7=(-730) 2114 4-11=(-476) 1040 BC LATERAL SUPPORT <= 12"01. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1038 11- 5=(-686) 568 OVERHANGS: 0.0" 16.5" I, TOTAL LOAD = 42.0 PSF 7- 8-( 0) 83 5-12=(-262) 573 12- 6=(-296) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1' LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1711V -313/ 304H 5.50" 2.74 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 2.0" -327/ 1849V 0/ OH 5.50" 2.96 KDDF ( 625) 9 ( 'COND. 2: Design checked for net(-5 N 9 (- psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.137" @ 26'- 8.5" Allowed = 1.963" MAX TL CREEP DEFL = -0.255" @ 15'- 11.0" Allowed = 2.617" MAX LL DEFL = -0.008" @ 41'- 6.5" Allowed = 0.137" MAX TL CREEP DEFL = -0.010" @ 41'- 6.5" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.061" @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.096" @ 39'- 8.5" 20-01 20-01 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Design conforms to main windforce-resisting '1 ,f , f , f system and components and cladding criteria. 12 7.50 M-9x6 12 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '''q7.50 (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), 4.0" load duration factor=l.6, 9 .f,( End vertical(s) are exposed to wind, d)\ Truss designed for wind loads in the plane of the truss only. M-Sx6(S) "V/ M-Sx6(S) .21' 0.25" 3 ;:tas M-1.5x3 M-1.5x3 • /VA' ,0 o ...iiiiiiii • 0 0 1** y \. o M-3x6 M-3x4 °.25" 01.25" M-3x9 �' M-5x6(5) M-5x6(S) M- 6 0 � � PROF�c J• 8-03-08 k 7-07-08 y 8-04 y 7-07-08 y 8-03-08 y ���,,‘" , ��^.� a ). 40-02 1 04-08 4, 89782PE JOB NAME : 3413-A REV. POLYGON NW - C6 wyr�a/ Scale: 0.1516 WARNINGS GENERAL NOTES, unless otherwise notetl 4) TrussC 6 1.Build and n contractor should be advised of all General Notes This design Is based only upon the parameters shown end is for an Individual y' OREGON and Wings fore construction commences building component.Applicability of design parameters and proper 2.h4 wmpre web bracing must be installed where shown+. Incorporation of component k the responsibility of the building designer. ��y 3.Additional te rary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at J,(+y +� V 1 2 Is the rospon of the erector.Additional permanent bracing of 2'o.c,end at 70'o.c,respectively unless braced throughout their length by *T r _V+ DATE: 11/30/2015 the overall at Is the responsibility of the building designer continuous sheathing such as plywood sheathing(TC)endfcr drywell(BC). I`j w U L. n SEQ.: K1560784 4.No load shoud applied to any component untila after all 3.S Impact bridging or lateral bracing required where shown++ / ft i' pon g and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are plate and at no time should any bads greater than 5.Design assumes trusses are to be used In a nonconosNe environment, TRANS ID: LINK design loads applied to any component. and are for"dry condition•of use. 5.CompuTrus h no control over and assumes no responsibilityfor the 5.n ecessa seumas full bearing at aA supporta shown.Slim or wedge if EXPIRES 12/31/2016 fabrication,ha ng,shipment and installation of components. ^y' 8.This design Is lehedsubject tothe limitationsset forth by 8.Design sahell sadedon othefageleprosiNovember 30,2015 8.Peels be located on both faces of truss,and placed so their center TP WgrCA In Sl,copies of which will be furnished upon request. lines coincide with)Dell canter lines. MiTek USA,I )CompuTrus Software 7.6.7(7 LI-E 9.Digits indicate size of plats in inches. t0.For basic connector plate design values see ESR-1311,ESR-1988(Welk) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 40'— 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End verticals) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall CON. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 20-01 20-01 T - f 13-04-09 6-08-07 6-08-07 13-04-09 1 12 HM-4x4 12 2 ' 7.50 7.50 M-3x5(5) M-3x5(5) ♦e s44111411114111111 IN o Io 0 Il I I M-3x5(5) M-3x5(5) o o M-3x4 M-3x4 PRoFes, 15-11 8-04 15-11 �Co (c,,,,\yc tNE4- `r/0 y 40-02 w 1—off a7$2f Elf JOB NAME : 3413—A REV. POLYGON NW — C7 • Bca1e: 0.1993 —�'��✓ . WARNINGS: GENERAL NOES, unless otherwise noted. • _� ht'fC/'.�. I�4 t Builder and erection contractor hdidd beall advised o/ General Notes I.This design h based only upon the parameters shown and Is Sr an IndWldual O ,:z 3N, Truss: C7 and Warnings before construction kommences. buildingincorporation component compoApplicnenty of design parameters and proper 1 '1 R Y 1�J Q� 2.2x4 compression web bracing mud De installed where shown 0. Incorporat on of component is the responsibility of the building deagner. 3.Additional temporary bracing to Infixes stablltty during construction 2 Design assumes me top and Sodom chortle to be kteralty bread at la the responsibility f the erector.Additional Mnt brach 1 2'o.c.and at 10 o.c.respeas ply unless braced throughout their length by (� pons ty o perms g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Aq U L DATE: 11/30/2015 the overall structure is the respondbilly of the buldkp designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No mad should be applied to any nponenl until der ell bracing end 4.Installation of trues is the responsibility of the respective contractor. SEQ.: K 15 6 0 7 8 5 fasteners are complete end at no time should any bade greater than s.Design assumes trusses are to be used in a non-corrosive environment, deafen mads be applied to any component. and are for"dry condition"of use. TRANS ID' LINK 8.Design assumes full bearing at aN supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no reaponsmllny for the necessary, L.Ri- Il G47 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so(heir center TPIMRCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Imes. 9.Digits Indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" COND. 2: Design checked for net(-5 9 (- psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting I system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.3f t, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, M-1.5x9 or equal at non—structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span CON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 12-06-08 T 1' 12 4.00 17 2 I.1 11111 N O Io cr uh 1 'dIIIII' IIoh I Y O 3 /4 M-3x4 4 1 ,L 1-00 - 11-06-08 y y y 12-06-08 \�pe,, .D PRQFt 2 '`r 89782PE JOB NAME : 3413—A REV. POLYGON NW — Dl • Scale: 0.9806 "-�" ..a WARNINGS GENERAL NOTES, unless otherwise noted: 44") Truss: D1 1.guilder d e -•n contractor should be advised of all General Notes t This design is based only upon the parameters shown end Is hr en individual j OREGON ati and Warn!• .fore construction commences. building component.Applicability of design parameters and proper (s 2.2x4 compre- web bracing must be Installed where shown+. incorporation of component is me responsibility of the building designer. ,.sy 3.Additional to �.•nary bracing to insure stability during construction n 2.Design assumes the top and botlom chorda to be laterally braced at Jot? y '� Is the respo of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectNely unless braced throughout their length by -r i DATE: 11/30/2015 the overall at I-tire Is the responsibility of the building designer. 2x Impacts sheathing or sueh an acing resheathing(TC)airedereshown and/or tlrywell(BC), f•1.A�� tom. 4,; 9.No load slrou 1 be applied to an and3.2a Impact bridging truss or lateral bracing required where shown R• e RA n S E K 15 6 0 7 8 6y component until eller all bracing 4.Installation of truss is the responsibility of the respective contractor. fasteners are plate and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, any component. end are for condition..of use. TRANS ID: LINK design loads .pplladrom. 5.CompuTrus h no control over and assumes no responsibility for the 6.De sce�n assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2Q16 fabrication. ng,shipment and installation of components. eery. 8.This design la 'shed subject to the limitations set forth by 7.Design s assumes b el c ed en drainage is trusise November uer 30,2015 8.Plates shall be located on both faces of truss,and placed so their center TPINyfCA in Sl,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,' JCom uTrus Software 7.6.7 - S.Digits indicate size of plate In inches. 1 LE P ( ) 10.For basic connector plate design values saes ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 12'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER 4PECIFICATIONS 1-2=(-721) 169 1-5=(-235) 630 5-2=( 0) 234 IC: 2x4 KDDF #1&BTR ,, LOAD DURATION INCREASE = 1.15 2-3=(-106) 98 5-6=(-238) 626 2-6=(-686) 208 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3-4=( -7) 3 6-3=(-165) 128 WEBS: 2x4 NUDE STAND; LOADING 2x9 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -66/ 559V -56/ 152H 5.50" 0.84 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12'- 6.5" -66/ 495V 0/ OH 5.50" 0.79 KDDF ( 625) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. JT 1: Heel to plate corner = 5.25" '',BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.008" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.020" @ 6'- 8.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.042" @ 6'- 8.1" Allowed = 0.708" 5-04-14 0-03-12 MAX HORIZ. LL DEFL = -0.005" @ 12'- 1.0" A 6-09-14 T . c MAX HORIZ. TL DEFL = 0.009" @ 12'- 1.0" 12 M-1.5x3 4.00 174 Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3X9 in the plane of the truss only. 2 N o1 `° o I e i11111111111111111111111111110._ ma / o _' S 6 0/ M-3x8 M-1.5x3 M-3x4 Jo y l 6-08-02 5-10-06 Jr bl 1-00 11-06-08 y 9,,v PROpe A- y 12-06-08 , G,INEE•� tsi"," 89782PE �1 JOB NAME : 3413-A REV. POLYGON NW - D2 • sale: 0.4181 WARNINGS: GENERAL NOTES, unless otherwlsenoted, C.c7 R���� //��e4) 1.Builder and erection contracto sho lel b dvied of all General Notes 1.This design is based only upon the parameters shown and is for an individual /�,,� .•s '' Truss• D2 and Warnings before construction:commences. building component Applicability of design parameters and proper v ,( �. 2.204 compreolon web bracing must be Installed where shown•. incorporation of component Is the responsibility of the building designer. '•� A R Y A 5 2.Design assumes the lop and bottom chords to be laterally braced al I 3.Additional temporary bracing to Insure stability during construction 2'nc.and attn o.c.respectively unless braced throughout their length bya}«%y� Is the responsibility of the erector.Additional permanent bracing of continuous ahealhing such ee plywood sheathing(TC)end/or drywall(BC). �`iir 'A�J�„ ` "� DATE: 11/30/2015 the overall structure Is the responsibility of the boiling designer. 3.20 Impact bridging or lateral bracing required where shown 0* SI' K 15 60 7 8 7 4.No load shoulbe applied to any component until eller r a1 bracing and 4.Installation of truss is the response:M of the respect Ne contractor. Q• fasteners complete and at no time should any beds greater than S.Design assumes trusses ere to be used in a noncorrosive environment. end are for"dry condition"or use. y (`��Cc TRANS ID• LINK design loads be applied to any component. 8.Design assumes full bearing at el supports shown.Shim or wedge if EXPIRES: 12/31/2016 8.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 B.This design is furnished subject to the limitations ant lodh by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/7CA in SCSI,copies of which will be furnished upon request. 9.linescoincide oincideindicatwith Hint plata terIn inches. MiTek USA,Ino./CompaTfus Software 7.6.7(lL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-3=(-483) 176 1-5=(-220) 392 2-5=(-432) 199 BC: 2x4 KDDF SPACED 24.0" O.C. 2-3=( -83) 77 5-3=(-129) 111 WEBS: 2x4 KDSTAND;DF STAND; 3-9=( 0) 0 2x4 DF STAND A LOADING 4. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. `. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -52/ 440V -43/ 114H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 8.5" -48/ 376V 0/ OH 5.50" 0.60 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "no spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.006" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" �' MAX LL DEFL = -0.014" @ 5'- 2.6" Allowed = 0.390" MAX TL CREEP DEFL = 0.021" @ 5'- 2.6" Allowed = 0.519" 5-03-)2 4-01-10 l0-03-12 H f fI MAX HORIZ. LL DEFL = -0.003" @ 9'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 4.00 M-1.5x3 Design conforms to main windforce-resisting 4 3 -/ system and components and cladding criteria. Wind: 190 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 2 N 0 I m ti1 e�'. 0 M-3x8 M-3x4 y b l 9-03 0-05-08 1 l y 1-00 8-08-08 l y 9-08-08 �(5EQ PRpFeS r,,5 ��yC;t NE fiy >p • `r :9782PE r" JOB NAME : 3413-A REV. POLYGON NW - D3 ,,,, .r Scale: 0.9709 11,7 WARNINGS: GENERAL NOTES, unlessotherwise noted Truss: D 3 1.Builder and a on contractor should be advised of all General Notes This design Is based only upon the parameters shown and is for an individual 57' OREGON /��s", and Warning fore construction commences bidding component Applicability of design parameters and proper "�(.},.' ', 2.zv4 compre web bracing must be Installed where shown w. Incorporation of component Is the responsibility of the building designer. �,,,ey '4,,,, (/5)�je` 3.Additional le ry bracing to insure stablli y during construction z.Design andatIassumes the lop end bottom unless braced to be lateraIN braced at 7 +"'� Is the respon of the erector.Addlllonal permanent bracing of eaNN 2'o.c, at 10'o.c,rsnob as ply ihroughoul Ihelr lelglh by DATE: 11/30/2015 the overall shjsue is the responsibility of the building designer. 27 Imps continuous sheabridgingthing suchasbracing plywood uir d where shown) •r tlrywell(BC). �, ^�� 3.2r Impact tus or the lateral required where shown.. it S E K 15 6 0 7 8 8 4.No load shoe applied to any component until after all bracing and 4.Installation of truss la the responsibility ofrespective contractor. • po beu the res fasteners are pate and at no time snook any loads greater than 5.Design sesames trusses are to be used In a noncorroaiv.environment. TRANS ID: LINK design bade applied to any component, and are for"dry conmtmn'of use. S.CompuTruandens tioverandassumesnoresponalblllyforthe B.Design assumes mllbeadngateRsupports sh ore Shim orwedge It EXPIRES: 12/31/2016 fabrication,hajedeng,shipment and installation of components. necessary. 76.This designs enIshedsubjecttothelimialbnssetforth 0.Pates"haa,ameladedaon drainage is tpruss, November 30,2015 q by B.Plates shell be lidded on both faces oMruss,and placed so their center TPIIWTCA In 1,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,1 JCom uTrus Software 7.6.7 1 LE- 9.Digits Indicate size of plate In Inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1BB8(Miick) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS • TRUSS SPAN 9'— 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING 7.0) N TOP CHORD = 32.0 PUP Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( O (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, M-1.5x9 or equal at non—structural Truss designed for wind loads vertical members (uon). LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous ca For hanger specs. — See approved plans i BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 9-08-08 T 12 4.00 G,'" '. 2 --/ N Lo 0 elligillilli I I M I 3 4 M-3x4 1 l l 1-00 8-08-08 1 l 1 9-08-08 `0.y PRope„,' � NGtNEE ©gyp 89782PE r° JOB NAME : 3413-A REV. POLYON NW - D410'41)CC: 31' • • Scale: 0.5079 ,•. .... WARNINGS: GENERAL NOTES, unless otherwise noted g�Y'll"]CI-`OR�i 14 40 1.Builder and erection contractorshould be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an Indtc dual I _7 OREGON l7 N�/w • Truss: D4 and Warnings before cenelrucll commences. bincorporation gcompof ent.component or design parameters and proper �� ��yl� 2 2x4 compress on web bracing m!be installed where shown+ Incerporallon of component la the responslblidy of the building designer. e✓ 3 Additional temporary bracing tot rd stability during construction 2.Designassumesthe lop and bottom chords to be laterally braced at ir Lib 4�/' Is the responsibility Rof the erector.Tdglhonal permanent bracingf 2 o c and at 10 o.c,respectively unless braced throughout their length by p ly permane o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) -AUL 1. DATE: 11/30/2015 the overall structure is me reepan bitty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S ' K 15 6 0 7 8 9 4.No load should be applied to any mmponenl anti alter ell bracing and 4.Installation of truss is the reeponsibllity of the respectWe contractor. 4• fasteners are complete and at no time should any bads greater than 5.Design assumes husaea are to be used Ina noncorrosive environment, and are for"dry condition"of use. design baits be applied to any component TRANS ID: LINK s.Convents responsibility Br the 8.11:&gn assumes ilbearingelaNsuppotsahown.5himorwedgeit EXPIRES: 12/31/2016 Pu epna y , fabrication,Is ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design Is furnished subject to the limitations est forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/`ATCA In SCSI,copies of which will be furnished upon request. line coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-13/1,ESR-1988(MOAN This design prepared from computer input by ' Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DD F/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 24BV 0/ 24H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -34/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 4.00 v LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 'I End vertical(s) are exposed to wind, Truss designed for wind loads ,n in the plane of the truss only. 0 I '. O O All IIIIIIIM-3x5 1 y y 1-00 1-00 .((�-�0 PRace. (PROVIDE FULL BEARING;Jts:2,4,4 I [.\ -`GI NEE. -/� ,..4-;.., V J `.),117 l: V • cr. :9782PE t'" JOB NAME : 3413-A REV. POLYGON NW - El • Scale: 1.1020 . WARNINGS: GENERAL NOTES, unksa otherwise noted, j� MI Truss: El1Builderand onconirectershouldbeativlsetlolallGeneralMotes Thisdeslgeisbesetlonyupontheperemeteresowneedlsbranied Individual �y uel •"EGpN Q and Muni lore construction commences. building component.AppScability of design parameters end proper 2.2s4 campre wee bracing moat be Metalled where shown•. Incorporation of component Is the responsibility of the building designer. ,{j (� 3.Addtlional to ry bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally t their al j�y +� V. 1 �eJ`� Is the reopen of the erector.Additional permanent bracing of 2'o.c.and al f 0'o.c.rcapec c plywoodly unless braced Throughout their eli(B by ^T A/� 7 `�/ DATE: 11/30/2015 the overall is the responsibility of the building designee continuous eor such as )antllor tlrywall(BC). PAUL U L 3.2x Impact bridging or labral bracing required where Mown SEQ.: K1560790 4.No loadsheu epplledtoany component until after aft bracing and 4.Installation of truss Is the responsibility ufthe teepee*.conirector. fasteners are mplete end at no time should any mads greater man 8.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads applied toany component, and are for'tlry condition"ofuae. 5.CompuTruah�Anoconbolover and assumes noresponelbityybrthe 8.nDecessary,meefullbearingeteAcupporlsahown.Shimorwetlgeif EXPIRES: 12/31/2016 fabrication,hating,shipment and Instalislmn of components. necessary, 8.This design is.mbhedsubjecttothe limitations set forth by T.Design assumes besadedobothifageb tuss,provided. November 30,2015 Y 8.Platen be located both faces of trues,and placed so their center TPINVTCA in aYSI,copies of vfikh will be furnished upon request. lees coincide with)Dint center lines. Mi7ek USA,Iljlc./CompuTrus Software 7.8.7(1 L)-E 9.Diggs indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(Mi7ek) Symbols Numbering st General Safety PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13 " Centerplate onjoint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths /4 I I (Drawings not to scale) offsets are indicated. Damlge or Personal Injury IC Dimensions are in ft-in-sixteenths. 1114b4h, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For Q 164wide truss spacing,individual lateral braces themselves may require bracing,or alternative TorI abracing should be considered. 11Pirdirr 41 I2p23 O 3. Never exceed the design loading shown and never I_� U U ste k materials on inadequately braced trusses. Pli O 4. Pride copies of this truss design to the building For 4 x 2 orientation,locate des gner,erection supervisor,property owner and BOTTOM CHORDS all they interested parties. plates 0 'na from outside I edge of truss. 8 7 6 5 5. CU members to bear tightly against each other. 6. Pla e plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE jot tionds mrebed fululal d by ANSIand waj e at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in Mitek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber Software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZEuse with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate to.C ber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 reps onsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 ca ber for dead load deflection. the length parallel to slots. 11.PI to type,size,orientation and location dimensions in icated are minimum plating requirements. LATERAL BRACING LOCATION 12. 19.Lumberview used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. ,PP Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SF' represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. w Indicates location where bearings 16.Dd not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 Mitek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. ® ( number where bearings occur. MN 1111. Min size shown is for crushing only. 18.Usk of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with r i project engineer before use. Industry Standards: (front ANSI/TPI1: National Design Specification for Metal aRend picturesallp)ortiobeforensof use.this design pictures,back,alonewords Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. !dim r 0 BCSI: Building Component Safety Information, ■ 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ■■ •e 151, AANSI/7P11 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013