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Plans (38) .f-r 5 .1o( ---Gt7t/Ly .ori® ( 7 ??/ Sw MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-398_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45996168 thru R45996176 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <c" PROre ss co ANGINE /0 cA? 2 `r 87022PE 9r y < �- OREGON r 41./ 9� 'MBER \\ O OA. HE ' 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 p9y12t1 yAg??-C2IotXC6_hwKV 1 DU3AVpf6uLN?I8tNi18mFYHYyEzr2 1 1-8-12 1 1 1-4-10 1 2-0-0 1 11-2-0 1 1 1-1-10 1 1 1-3-8 1 1-3-0 1 Scale=1:37.2 3x5= 1.5x3 II 4x8 = 3x6 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x6 FP= 3x4 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 ,i !v," ,Z' - _ N , V N- ,c,t4 24 23 22 21 20 19 18 17 16 15 4x5= 3x6= 3x6 FP= 3x5= 1.5x3 I I 1.5x3 I I 3x6= 3x8= 3x4= 3x8= 13-0-8 1 1-11-12 1 11-10-6112-7-0 18-6- 1 21-4-0 1 1-11-12 9-10-10 Oa 2-5-61-0 6a-oI 5--2 2-9-8 Plate Offsets(X,V)- [2:0-3-0,Edge],[7:0-1-8,Edqe],[8:0-1-8,Edqe],[24:Edqe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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/TP12007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=-394/Mechanical,24=-784/Mechanical,23=1695/0-7-0,16=1348/0-5-8 Max Uplift15=-480(LC 6),24=-844(LC 6) Max Gray 23=1697(LC 3),16=1349(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1551,3-4=-444/0,4-5=-444/0,5-6=-1444/0,6-7=1444/0,7-8=1245/0, 8-9=-761/0,9-10=761/0,10-11=-761/0,11-12=0/1306,12-13=0/1302 BOT CHORD 23-24=-1551/0,22-23=598/0,21-22=-598/0,20-21=0/1094,19-20=0/1245, 18-19=0/1245,17-18=0/1245,15-16=-624/0 WEBS 2-23=-1010/0,2-24=0/1766,7-20=-101/330,5-20=0/393,5-21=-728/0,3-21=0/1165, 3-23=-1168/0,11-16=-1367/0,11-17=0/942,8-17=-673/0,13-15=0/796,13-16=-921/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. �C�vD P R OFFS c- 87022PE r sijd6t4.4. y\ '% OREGO4 )Q.✓� �O AMBER 11 O ps A. HeR�P EXPIRES:06/30/2017 November 30,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MN. 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 Wek' 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/fP11 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996169 PL15-398_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:57 2015 Page 1 ID:zs2ygYHMYItL_Z1 p9y12t1 yAg??-8RtYIDEM WJA2kLNsBaXHkXzecpMrLNVbcAkeMRyEzrr I 10-0 I 1 1-1-10 II 1-2-0 1 p-7-211 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 \ 4101/ 44114144401 °..": la''' rtIlir"Iir Nix Nix N I _ itig 30 29 28 27 26 25 24 23 22 21 1 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4 = 14-2-2 1 13-0-2 13-7-21 I 19-11-4 13-0-2 0-7-0 0-7-0 5-9-2 1 Plate Offsets(X,Y)- [14:0-1-8,Edge],[24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress lncr 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. co ‘AGIN oz. 4442 4:t.- ji,87022PE fir' N y SAT OREGO cp 4N 'Q0,-,FM BER \NO s A. HECk EXPIRES:06/30/2017 November 30,2015 I MIMI WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1,7473 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 MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996170 PL15-398_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:58 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1yAg??-cdRxWZF_GcIvMVy2112WHIWp2Dne4k9lgkTCutyEzr? 1 1-6-0 1 1-9-4 1 1 1-1-10 11-0-0 1 1 1-2-0 110-8-el Scale=1:38.1 3x4= 4x8 = 3x4 II 4x4= 3x5= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8= 4x6=3x6 FP=4x5= 3x5= 3x5= 3x4= 3x5= 3x5= 3x5= 3x4= 14-0-14 3-0-4 I 12-10-14 1 -5-141 I 22-4-12 1 3-0-4 9-10-10 b-7-00-7-0 8-3-14 Plate Offsets(X,Y)- 112:0-1-8,Edgej,[27:0-1-8,Edge1,135:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.16 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.25 27 >941 360 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.02 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=693/Mechanical,34=2158/0-7-0,35=-893/0-2-4 Max Uplift35=-984(LC 4) Max Gray 23=693(LC 4),34=2158(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. P R OFFS 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. cod-Q.�� GINE ,-)/ 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ��\ �N FR 0 be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 87022PE / N � ,N � y �A� OREGON ti� v✓ O � � BER 11 Q� SA. HERS EXPIRES:06/30/2017 November 30,2015 0 ®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 Milek®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 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,D5B-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Siree},Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996171 PL15-398_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:55:59 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-4QJjvGd1 wQmzfXFI?ZIpy3?Cc7vpDxu3oDIQJyEzr 11-3-0 I 1-5-0 I I 1-5-8 I 2-0-0 I 11-2-0 jj( Scale=1:37.1 3x4= 1.5x3 I I 4x6 = 3x4 H 3x10 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x6 FP= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 7II i e® o o .® 4— 19 e e 0 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= I 2-11-0 I 21-3-0 2-11-0 18-4-0 I 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/defl 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/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=812/Mechanical Max Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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 P R OFFS,s �C. NGI NE /0 r4./ `� 870 2PE /ter cv -y �'oj, OREGON r 41/ 'PO ‘iii 11 \— �`.3 A. HER\•4P EXPIRES:06/30/2017 November 30,2015 t 1 m11—.., WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M1ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996172 PL15-398 UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:01 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-0C638bHtZXgTDygdQQbDuN8HVQikHAIBW isUCyEzgy 1 1-0-0 1 0F4_114i '2-0_H p-7-21 I 1-2-0 1 1-2-0 II 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 O11 - ,.,0'/if' //\5 /<9, \ ; • <6/ -2/\5/A 9 \a/'''NQ / N® N 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6 = 3x6=3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6= 3x4 = 1.5x4 SP= 15-6-14 I 14-4-14 1441-1r 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,Edqe],[27:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress lncr 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 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-3036/0,5-6=-3036/0,6-7=-3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=4547/0,10-11=-4727/0,11-12=-4727/0,12-13=-4554/0, 13-14=-4554/0,14-15=-4554/0,15-16=-3935/0,16-17=-3935/0,17-18=-3339/0, 18-19=-3339/0,19-20=-1950/0,20-21=-1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=-460/0,8-30=0/334,12-28=-255/55,15-28=0/498, 15-27=-885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=20/270,17-25=-1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be ��tp P R OFFS attached to walls at their outer ends or restrained by other means. �� �CNGI NEER s/O2T7 ' 87022PE r yl ti �Aj, OREG 0N cp ,41.1 'AO �M'8ER .\1 �, Or, A. HV_V EXPIRES:06/30/2017 November 30,2015 1 tu ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with METek®connectors.This design is based on upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 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 R45996173 PL15-398_UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:02 2015 Page 1 ID:zs2ygYHMYItI21 p9y12t1yAg??-UPgRLxIVKroKg6Fq_87SRbhVvg7K0YoKIMRPOeyEzgx 1 1-6-0 1 1-3-4 1 1 1-1-10 1 1-0-0 1 1 1-2-0 1,a 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 R. I. 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8= 3x6 FP= 4x5= 3x5= 3x5 = 3x4= 3x5= 3x5 = 3x5= 3x4=- 4x6 4x6 = 14-0-14 3-0"1 I 12-10-14 1 -5-1 b-7-01 22-7-8 1 1 3-0-4 9-10-10 8-6-10 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge],[27:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/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 Ina YES WB 0.94 Horz(TL) 0.03 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:113 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=701/0-2-12,34=2195/0-7-0,35=-917/0-2-4 Max Uplift35=-1009(LC 4) Max Gray 23=702(LC 4),34=2195(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2915,3-4=0/2915,4-5=0/915,5-6=0/915,6-7=-555/0,7-8=-555/0,8-9=-1636/0, 9-10=-1636/0,10-11=-2324/0,11-12=-2324/0,12-13=-2618/0,13-14=-2618/0, 14-15=-2578/0,15-16=-2578/0,16-17=-2578/0,17-18=-2096/0,18-19=-2096/0, 19-20=-1244/0,20-21=-1244/0 BOT CHORD 34-35=-1534/0,33-34=-1790/0,30-31=0/1141,29-30=0/2031,28-29=0/2618, 27-28=0/2618,26-27=0/2665,25-26=0/2384,24-25=0/1715,23-24=0/671 WEBS 2-35=0/1844,2-34=-1820/0,12-29=-579/0,10-29=0/411,10-30=-553/0,8-30=0/694, 8-31=-821/0,6-31=0/963,6-33=-1086/0,4-33=0/1225,4-34=-1464/0,21-23=-940/0, 21-24=0/801,19-24=-661/0,19-25=0/534,17-25=-402/0,17-26=0/273,14-27=-268/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)23,35. ,W) P R OFF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement <G s at the bearings.Building designer must provide for uplift reactions indicated. �D� OG NEER s/0 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 2 be attached to walls at their outer ends or restrained by other means. 870 2 P E 9r 6)CAUTION,Do not erect truss backwards. yN ,N -0j, OREG N 20 4v� -pO AMBER \\ �O OS A. HER�P EXPIRES:06/30/2017 November 30,2015 e 1 mil..� WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 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 coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek* 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/SPIt Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996174 PL15-398 UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:04 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-RnoCmcJIsS224QPC5Z9wVVOmgUdkyUYzdDfwW5XyEzgv o^ 9-5411 1-2-0 I P-10I I D-9-0 I'I'M I a9-0 a940 I a9-0 D-9-0 I Scale=1:34.3 3x4= 4x4= 4x4= 3x4 = 3x4= 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Irti . W. 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 1B-9-141 1 20-2-0 I 13-2-14 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/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 Ina YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (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 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=-412/0,18-30=0/367,2-40=-1112/0,2-39=0/1003,4-39=897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=-483/0,8-35=0/383,10-35=-277/0,24-26=-1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,14-32=-268/42, 16-32=-317/0,17-32=0/880,18-29=-1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. P R 2)All plates are 1.5x3 MT20 unless otherwise indicated. ���� QfiFs 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. Co' GINE c5'� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ��N tiN E.9 02� be attached to walls at their outer ends or restrained by other means. Lt 870 2PE N ,N N SAT OREG N �� V✓ ,ACS EMBER 1� O OS A. He?' P EXPIRES:06/30/2017 November 30,2015 I e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Dill Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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:zs2ygYHMYIt1_Z1p9y12t1yAg??-v_MayKNdmAvia 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 II 3x5 = 3x6= 1.5x3 II 1.5x3 II 3x6 FP= 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 s_ 17 25 24 23 22 21 20 19 18 17 16 3x6= 3x6 FP= 3x8= 3x5 = 1.5x3 II 1.5x3 II 3x6= 3x8= 14-0-14 I 12-10-14 1g--.;-1,31 19-7-0 22-4-11 3-0-4 9-10-10 b-7-01 5-6-2 I 2A11 0-7-0 Plate Offsets(X,V)- [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 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.OE(ftat) 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. �(( 0 P R Dress c,... ,9�NG]NEF9 /02 4:z.- 87022PE 9�' / ycP rN �Aj, OREGON (5) iv�O AMBER '1'` �O OS A. HER�P EXPIRES:06/30/2017 November 30,2015 t f WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. MT. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fill Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996176 PL15-398_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:07 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-rMTKPeM89NQdxt8nmhid8eOLYrlYguc3vd9AiryEzgs ,Ij-1 100-4 11 1-2-0 I K,J.x110-9-0 10-9-0 1�0-9-0 °-9-0 0-9-0 o s D Scale=1:34.8 3x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 �- e e 1000 e aeaemao lk /\o/\a+ \a+ \a+ \a/\Oia a_\O/N01� \ 7 \ N 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6 FP=3x5= 3x5= 3x5 = 3x5= 4x5= 3x5= 4x5= 4x5= 3x4= 1.5x3 SP= 3x6= 14-7-12I 13-5-12 10-7-00-7-0 121 1 2_5-9-23 13-5-12 Plate Offsets(X,V)- [17:0-1-8,Edge],[18:0-1-8,Edqe] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress lncr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-2518/0,5-6=-2518/0,6-7=-3371/0,7-8=-3371/0, 8-9=-3953/0,9-10=-3953/0,10-11=-4267/0,11-12=-4267/0,12-13=-4306/0, 13-14=-4306/0,14-15=-4116/0,15-16=-4116/0,16-17=-4116/0,17-18=-3686/0, 18-19=-3121/0,19-20=-3121/0,20-21=-2331/0,21-22=2331/0,22-23-1277/0, 23-24=-1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=-355/0,18-30=0/383,2-40=-1126/0,2-39=0/1017,4-39=910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35=-291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=-904/0,22-28=0/812,20-28=-713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �ci. D PROFFs 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 Co'� NG]NE s/0 be attached to walls at their outer ends or restrained by other means. c • R 2 � v Q 870 2PE r cP ,N N -7,�4j, OREG N ti� U✓ O On�M$ER 1\ Qr A. H071/4 EXPIRES:06/30/2017 November 30,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIL7473 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,nott a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent 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/rP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suites Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property rill.a offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. 11.44,, Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. T " C1-2 C2-3 -/�6 2. Truss bracing must be designed by an engineer.For 0wide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tor I p bracing should be considered. illiM,1%p O ILIIIIiiiiii O 3. Never exceed the design loading shown and never OO stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ �'' cb cs-b designer,erection supervisor,property owner and plates 0-'pd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and /� Trusses are designedin all respects,equal to or better than that �� Indicated by symbol shown and/or for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracingspacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. w- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. �� 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with mili110 Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Riew all portions of this design(front,back,words Plate Connected Wood Truss Construction. andevpicturesbefore use.Reviewing pictures alone DSB-89: Design Standard for Bracing. IT is not sufficient. BCSI: Building Component Safety Information, 01, ■ 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 ..... lei MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-A REVISED 11-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1560775 thru K1560790 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ���tiU PR OFF64 '• �NGiNE�C /0 k, ''7 89782PE r c..... <0 OREGON4- Ns4 `" —AUL R, • / 21 016 ' —" November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #1413TR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING 25.0)+DL( 7.0) ON TOP CHORD — 32.0 PSF Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <— 12"OC. UON. LL( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD — 10.0 PSF TOTAL LOAD = 42.0 PSF load duration factor-1.6, Truss designed for wind loads LL — 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-07-02 7-06-14 f f T 12 12 IIM-4x4 10.90 7 3N 10.90 IlI1h \ /- o 0 0 - 0 M M-3x4 -3x4 9, DPRQe y y 15 oz 'i oo y GIN��g l�� 1-00 897- 82P-E. v- • JOB NAME : 3413-A REV. POLYGON NW - Al . -,....- Scale: 0.3404 MI WARNINGS: GENERAL NOTES, unless otherwise noted: CpREGDN '� 1.Builder and erection contractor should be advised of all General Notes 1.This design S based only upon the parameters shown and Is for an lndncdual 7!}- p Truss: Al and Warnings before construction commences balding component Applicability of design parameters and proper '-/f �j`/ A 2.7x4 compression web bracing mold be installed where shown incorporation of component is the responsibility of the building designer. " �,/��T r l 3 Additional temporary brat ng to Insure stability during construction 2.l 04. assumes10'the top and bottom bracedchords d t laterally braced at r'I r i is the responsibdts of the erector.Additional t bract f n s and atie'o n reuchc as Nely unlesseeth:ethroughouttheir length). v Pennanen g o continuous sheathing such as plywoo0 sheathhg(TC)antllor tlrywall(BC). �� ��.�� ��- DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. _ SEQ.: K15 60 7 7 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be led toa t and are for"dry condition"of use. EXPIRES: V p TRANS ID• LINK gn PPany component. 6 Design assumes full bearing at all supports shown.Shim or wedge if EXP�R 12/31/201e 5.CompuTrus has no control over and assumes no responsibility for the necessary. C/k C fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines cairode with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #168T R; LOAD DURATION INCREASE = 1.15 2x6 KDDF #165TR Ti 1- 3=(-724) 317 1- 8=(-421) 531 3- 9=(-412) 423 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 4-) 0) 0 8- 9-(-387) 534 4- 9=(-289) 490 3- 4-(-545) 308 9- 6=(-185) 448 9- 5=(-169) 138 WEBS: 2x9 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-566) 370 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 5- 6=(-716) 355 BC LATERAL SUPPORT <= 12"OC. UON. 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF NOTE: 204 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -750/ 622V -126/ 134H 153.50" 1.00 KDDF ( 625) O REQOIREMENTS OF IBC 2012 AND IAC 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. M-1.5x4 orequal at non-structural . 2: Design checked for net(-5 psf) uplift at 24 "or vertical members (uon). CONDg (- spacing. REFER TO COMPUTAUS STANDARD VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 Unbalanced live loads have been GABLE END DETAIL FOR COMPLETE MAX LL DEFL = 0.015" @ 19'- 11.0" Allowed = 0.712" 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 f f MAX HORIZ. LL DEFL = -0.007" @ 27'- 0.5" 14-09 2-06-05 3-07-11 3-08-09 3-10-07 MAX HORIZ. TL DEFL = 0.009" @ 27'- 0.5" T T T 12 -M-404+ `1111110100,":. 12 10.90 Design conforms to main windforce-resisting 7 N10.90 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=1.6, Truss designed for wind loads in the plane of the truss only. -4x6M-1.5x3 _ SII __ O 6� A 1111111 M-3x85 0.25" o M-3x4+ M-3x9 M-5x12(S) 4 t.0 Pf Q f.,,...06.; - b 1-00 19-11 y 7-07 y y (�� �. • GtN /2 27-06 1-00 09Q- (-•T '• JOB NAME : 3413-A REV. POLYGON NW - B1 -,�. "� 8411, Scale: 0.1890 /� (�� WARNINGS: GENERAL NOTES, unless otherwise noted p 4ae OREGON ** Truss: Bl 1.Builder and erection contract or should be advised of all General Notes This designs based only upon parameter:shown ands for anndwdual IF Q and Wam rigs before construction commences building component.Applicability of design parameters and proper .a'7 2.1c4 compression web bracing must be installed where shown+ incorporation of component Is the responsibility of the building designer. 7R� R T 'F v 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chards to be laterally braced al s the responsibility Is the erector.Additional permanent bracing of 2 o c.and at 10.o c.respectively as ely unless braced throughout their length by •���l� DATE: 11/30/2015 the overall structure Is responsibility of the building designer. continuous sheathing such as pywood sheath ng(TC)and/or drywall(BC). �,7 SEQ.: K1560776 4.Neload should be applied many cem 3.2xlmptlenofguesising or ateralbrecingrequiredwfiereshown++ component until after ad bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used In a noncorrosive environment, A c TRANS ID: LINK design bads be applied to any component. and are for"dry condition.of use. EXPIRES 12/31/2016/ 1/ 01 5.CompuTrus has no centro)over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If g fabrication.handling,shipment and Installation of components. ry' November 30,2015 6.This design 5 furnished subject to the limitations set forth by T.Design assumes adequate drainage is provided. TPIANICA in SCSI,copies8.Plates shad be located on both faces of truss,and placed so their center of which will be furnished upon request. lines coincide with point center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 70.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC 27-06-00 GIRDER SUPPORTING 40-02-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=(-13563) 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 TO: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -9054) 2199 6- 7=(-2136) 9795 2- 7=(-9539) 1203 BC: 2x4 KDDF ST&NDLOADING 3- 4-) -9054) 2199 7- 8=(-2136) 9795 7- 3=(-2814) 11598 WEBS: 2x6 KDDF STAND; 2x6 KDDF #2 A LL = 25 ?SF 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 PLF 0'- 0.0" TO 27'- 6.0" V 8- 4=(-1272) 6129 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 477.1)+01( 344.4)= 821.5 PLF 0'- 0.0" TO 27'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 FSE LIMITED 20ORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 0'- 0.0" -2759/ 12176V -314/ 314H 5.50" 19.48 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.48 KDDF ( 625) -1---- ( 3 ) complete trusses required. Join together 3 ply with 3"x.131 DIA GUN nails staggered at: \/�/�/ 9" oc in 2 row(s) throughout 2x6 top chords, CONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. /yv`/V�'\ 4" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, 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 = -0.184" @ 20'- 2.0" Allowed = 1.772" 13-09 13-09 MAX HORIZ. LL DEFL - 0.032" @ 27'- 0.5" f -1 < MAX HORIZ. TL DEFL - 0.053" @ 27'- 0.5" 7-05-12 6-03-04 6-03-04 7-05-12 < Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. V. M-4010 N10.90 10.90 Wind: 14D mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0" 3 4--n( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �y load duration factor-1.6, 411 Truss designed for wind loads 40_____All 11111. lit'A'L in the plane of the truss only. M-3x6 M-3x8 2 M-5x16 M-5x16 Og p 1 6 7M-4x10 =M-10x10 M-4x10 M-7x8(S) y y y y E 7-04 6-05 6-05 7-04 ; PRQFE ), y y 15-06 12-00 G1N / y y am . � -. .. 27-06 4 4:'91-82-PE. r-::,-: JOB NAME : 3413-A REV. POLYGON NW - B2 Scale: 0.1866 ':/ / 111011 WARNINGS: GENERAL NOTES, unless othersusia noted: OREGON1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an individuali w� Truss: B2 and Warnings before construction commences. building component Applicability of design parameters and proper y J� J� '` f}.�"" incorporation of components the responsibility of the bolding designer ( JG+ �4 2.2x4 compression web bracing must be Installed where shown* 2.Design assumes the lop and bottom chords to be laterally braced at _ +� 3.Additional temporary bracing to Insure stability during construction 2 o.c.and at 10 o c.respectively unless braced throughout their length by V is the responsibility of the erector.Addtonalpermanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). RAUL. DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2i Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K1560777 5.Desgnassumes trusses are 1obeused nanoncoosaenvironment, fasteners are complete and at notmeshouldanyloadsgreaterthan and are for"dry condition.of use. TRANS ID• LINK design loads asnocapplied toany uerandonent 6.Design assumes full bearing atall supports shown.SMeorwedge f EXPIRES: 121311261 S.CompuTrus has no control over and assumes no responsibility for the 6 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design N furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDSF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. LION. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSE' load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 8-00 8-00 T 12 HM-4x4 12 10.90 72pp 7j 10.90 ail iim121, o 11111111 . �, -M-4x4 =M-4x4 > y Q,,tD PR OxF 16-00 1-00 `Co 1.N , -1 r�-_ *T -v &9782PE JOB NAME : 3413-A REV. POLYGON NW - GGE • Scale: 0.3299 =-..., • WARNINGS: GENERAL NOTES, unless otherwise noted. / j`� 4J Truss GGE 1.Builder and erection contractor should beadvsedofall General Notes This design sbased only upon teparameters shown and Isfor anindividual •7 OREGON ', Q and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown 4. incorporation of component is the responsibility of the bulking designer. 2O. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��� A l-]y;A: +t �,yr/�`fy- s the responsibility of the erector.Additional permanent bracing of 2 o c.and at 10 o.c.respectively unless breed throughout then length by TT 7 7 V+' DATE: 11/30/2015 the overall structure's the responsibility of the building designer. continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC). f1 4.No load should be applied to an 3.2x Impact bridging or lateral bracing required where shown x 1.-A ii L SEQ.: K 15 6 0 7 7 6y component until after s0 bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non<orrosive environment, '- TRANS I D: LINK design bads be applied to any component. and are for dry conditionor use. Design S.CompuTrus has no control over and assumes no responsibility for the 6 necessary.assumes toll bearing at all supports shown.Shim or wedge i/ EXPIF E 12/ 1/ 01 fabrication,handling,shipment and installation of components. d. 6.This design is furnished subject to the limitations set forth b7.Peels"aalll belcated on drainage is truss,an November 30,2015 8.Plates incl be with on both faces of truss,and placed so their center TPIMTCA in BCSI,copies of which will be fumishetl upon request. lines coincide wdh joint centerlines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 40'— 0.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #15570 LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. Design conforms to main windforce—resisting BC: 2x9 ODDS'#1&BTR system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=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 M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-11-08 20-01 'f f T 13-03-01 6-08-07 6-08-07 13-04-09 T T 12 IIM-4x4 12 7.50 'Cl 7.50 OIIIIIIIIIIIIIIIIP M-3x5(S) M-3x5(S) 0. N o NSSS - 0 1 'I,I 1 LJ � YC o M-3x5(5) M-3x5(5) o M M-3x4 —3x4 �,V 0 PR OF�C,IS 15-09-08 8-04 15-11 60 GINk-• 07 40-00-08 '� „ 1-0g65782PE 'g*': JOB NAME : 3413-A REV. POLYGON NW - Cl Scale: 0.2000 `/A WARNINGS: GENERAL NOTES, unless otherwise noted: ' OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an inds dual �"s Truss: Cl and Warnings before construction commences. balding component.Applicability of design parameters and proper f. C �j 2 2x4 compression web bracing must be installed where shown+ nwrporat on of component is the responsibility of the building designer. Lf �,/ +� .y YF 3.Additional temporary bracing to nears stability during construction 2 Design assumes the top and bottom chords to be laterally braced a1 R.7' 1i_ Is the Ibl f the erector.addit Dost t brawn f 2 o c.and at 1 P o c respectsely unless braced throughout their length by respons lily o permacen g o continuous sheath ng such as plywood sheath ng(TC)and/or drywall(BC) PA U L DATE: 11/30/2015 the overall sbucture Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K15 60 7 7 9 fasteners are complete and al no time shoultl any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition of use. 5.CompuTrus has no control over and assumes no responsibility for the 8 nDecessaesign ssumestlibearinS talleupportsshoon.Shimorwedgeif 'EXPIRES: 12/31/2016 sponsi y ry. EXPIRES: fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter TPNNrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digtts indicate size of pate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 9=(-750) 2322 2- 9=(-277) 387 BC: 2x9 KDDF #1&BTA SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND2- 3=(-2520) 1212 9-10=(-471) 1952 9- 3=(-309) 550 3- 4=(-2032) 1105 10-11=(-195) 1440 3-10=(-679) 563 LOADING 4- 5=(-2035) 1088 11-12=(-504) 1816 10- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2540) 1157 12- 7=(-727) 2107 4-11=(-476) 1040 BC LATERAL SUPPORT <= 12"00. UOD. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2650) 1035 11- 5=(-686) 568 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" LL = 25 POE Ground Snow (Pg) 12- 6=(-297) 346 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1707V -313/ 303H 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "op spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.135" @ 26'- 7.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed = 2.608" MAX LL DEFL = -0.008" @ 41'- 5.0" Allowed = 0.138" MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" 19-11-08 20-01 6-10-05 T Design conforms to main windforce-resisting 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 system and components and cladding criteria. Wind: 140 mph, h=25.sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 7.50 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 7.50 load duration factor=l.6, 4.0" 4 'ft' End sial(s) are exposed to wind, �u Trusss designed for wind loads a,�\ in the plane of the truss only. M-5x6(S),,0000•••••„0.00000°°°°° )" 0.M-5x6(5) 0.2525" N -1 M-1.5x3 M-1.5x3 • \ / Ili 0 o �o ee 'ee ...iallillh'. 1 9 10 to -3x6 M-3x4 0.25" 0.25" lz ,6 0nr ft PR/1 y-c M-5x6(S) (S) M-5x6(S) M )' )•. o mac_ FTKVr I^1.V�J1 tf y y J .‘s. 0,.. rY 8-02 7-07-08 8-04 7-07-08 8-03-08 y 40-00-08 1-04-08 z 978G PE • JOB NAME : 3413-A REV. POLYGON NW - C2 . r Scale: 0.1655 . % WARNINGS: GENERAL NOTES, unless otherwise noted: • •REGON � Q„ Truss: C2 1.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an Individual i' - and Wam rigs before construction commences building component.Applicability of design parameters and proper ,1: { 2.2x4 compression web bracing must beinstalledwhere shown a. --- incorporation of component is the responsibility of the building designer. "I �R { �'rs 3.Additional temporary bracing to insure Stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of osn.c.and at 10 sheathing respectively as ely unless braced throughout their length by PAUL DATE: 11/30/2015 the overall structure s the responsibility of the building designer. thous such as plywood required sheathing(TC)and/or drywall(BC). 4.No load should be applied to component bracing a 3. Impact bridging or lateral bracing where shown++ S E Q. : K 15 6 0 7 8 0any com t until after all and 4.Installation of truss is the responsibility of the respectbe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive errvironmenl, p �r y/�.}/Jy(� TRANS ID: LINK deelgnloatlsbeepplistltaanycemponenL and are for-do/condition"of use. EXPIRES. 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Deecegassumes Nil bearing at all supports shown.Shim or wedge if ssa fabrication,handling,shipment and installation of components. "y' November 30,2015 5.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be famished upon request lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software+7.6.6-SP2(1 L)-E 9.Digits indicate sae of plate in Inches. 10.For basic connector plate design values see ESR-13f f,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF g15BTR LOAD DURATION INCREASE = 1.15 1- 2=(-9162) 1836 1-11=(-1958) 3621 11- 2=( -905) 1158 6-16=(-973) 1050 BC: 2x9 KDDF A1&BTR SPACED 29.0" O.C. 2- 3=(-2777) 1172 11-12=(-1311) 3229 2-12=( -791) 55.5 16- 7=(-686) 568 WEBS: 2x9 KDDF STAND 3- 9=(-2251) 1067 12-19=( -766) 2940 12- 3=( -28) 399 7-17=(-263) 573 LOADING 9- 5=(-2168) 1170 13-15=( -26) 69 3-19=( -618) 363 17- 8=1-297) 346 TC LATERAL SUPPORT <= 12"OC. EON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1929) 1166 15-16-) -196) 1380 13-14=( -87) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1969) 1088 16-17-) -509) 1759 14- 9=( -197) 180 TOTAL LOAD = 92.0 PSF 7- 8=(-2979) 1157 17- 9=( -728) 2080 19- 5=( -503) 1037 OVERHANGS: 8- 9=(-2607) 1035 14-15=) -358) 1722 0.0" 16.5" LL 25 PSF Ground Snow (Pg) 9-10=( 0) 83 5-16=(-1587) 733 15- 6=( -587) 996 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -269/ 1681V -312/ 303H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -326/ 1893V 0/ OH 5.50" 2.95 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 29 "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 = -0.394" @ 13'- 9.0" Allowed = 2.608" MAX LL DEFL = -0.008" @ 91'- 5.0" Allowed = 0.138" MAX TL CREEP DEFL = -0.010" @ 91'- 5.0" Allowed = 0.183" / 19-11-08 / 20-01 f MAX HORIZ. LL DEFL = 0.099" @ 39'- 7.0" 21-05-12 5-05 5-05 2-04 4-03-12 6-06-10 6-06-10 6-11-13 MAX HORIZ. TL DEFL = 0.159" @ 39'- 7.0" '( T T '( '( '( T T 12 12 Design conforms to main windforce-resisting M-4x6 Q 7.50 system and components and cladding criteria. 7.50 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, MWFRS(Dir), /- • M-3x5 L°�\ load duration factor=l.6, M-Sx6(S) M-5x6(5) Era vertical(s) a exposes to wing, Truss designed forwindloads .25" 6 p•25" in the plane of the truss only. M-3x4 N 3 M-1.5X3 c • M-3x5 IN 2 co o M-3x8 0 o t"i= /11111116-' o o1_ cc 1 , M-5x6 12 0 14.4"""......15 16 17 t''' o I I M-3x4+ M-3x4 I M-135x3 15 0.25" M-3x4 M- 6 I o o M-3x4+ M-5x8 a 3.75 M-4x10 M-5x6(S) cr R PR.QC 1z y -. 1��„LNk., /� b y y y b y y 2-05-12 5-05 5-05 y2-04 8-05-12 7-07-08 8-03-08 )- . . psi y2-04 10-10 26-10-08 1-04-08J4A:' .. :9782PE , 40-00-08 JOB NAME : 3413-A REV. POLYGON NW - C3 '111P7- r Scale: 0.1297 GENERAL NOTES, unless etherw se noted: =? o OREGON o. Q„ WARNINGS: 6 z 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and s for an individual .w? Lf�® A! �,y,Y4- - Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 9,'' e'F `:' 50. 2.204 compression web bracing must be installed where shown+. ircerporebon et component is the responsibility et the building tlesigner. ` 3.Additional temporary bracing to Insure stability during construction 2.Design and at l assumes the lop and bottom chords to be laterally braced enat AA'-f + };. 2'o.c.and at 1 e o.c.respectively unless braced throughout their length by -tel Is the responsitOty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - ' DATE: 11/30/2015 the overall structure Is the responsibibty of the building designer. 3.2e Impact bridging or lateral bracing required where shown++ SE K1560781 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. ��// (3 Y�JJ//�]q/2016 /f�(� g 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES: 2/J 1/L V 1 V design loads be applied to any component. and are assor umes condition.llari of use. TRANS ID LINK p� responsibility O.Designnayswmes ullbearingatallsuppo sshown.Shimorwedgeif November 30,2015 5.Com Trus has no control over end assumes no re bili far the fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.Tha design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIhVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits Indicate she of plate in Inches. MiTek USA,Ino./CompuTfus Software+7,6.6-SP2(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=(-4154) 1835 1-10=(-1458) 3603 10- 2=( -405) 1153 14- 6=(-586) 996 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2778) 1172 10-11=(-1311) 3212 2-11=( -787) 555 6-15=(-473) 1053 WEBS: 2x9 KDDF STAND 3- 9=(-2252) 1066 11-13=( -766) 2927 11- 3=( -28) 349 15- 7=(-688) 568 LOADING 9- 5=(-2169) 1170 12-19=( -26) 63 3-13=( -617) 363 7-16=(-322) 583 TC LATERAL SUPPORT <= 12"00. 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"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1972) 1106 15-16=( -503) 1748 13- 4=( -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=(-2485) 1229 16- 9=( -769) 2083 13- 5=( -503) 1033 *• For hanger specs. -.See approved plans LL = 25 PIE Ground Snow (Pg) 8- 9=(-2610) 1087 15-14=( -396) 1711 g 5-19=(-1100) 799 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -266/ 1682V -297/ 298H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -265/ 1682V 0/ OH 5.50" 2.69 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "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 = -0.393" @ 13'- 4.0" Allowed = 2.608" MAX HORIE. LL DEFL = 0.098" @ 39'- 7.0" 19-11-08 20-01 MAX HORIZ. TL DEFL = 0.158" @ 39'- 7.0" f 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 T 'I f f f f f f T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.50 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 IX load duration factor=1.6, End vertical(s) are exposed to wind, M-5x6(5)M-3x5 %\ M-5x6(S) Truss designed for wind loads in the plane of the truss only. 5 .25" 0. 5'• 9 ;c M-3x4 ill 3 M-1.5x3 ithhhh.. M-3x5 2 M-3x6 o `M 410,.. - o G r M-5x6 11 ro 13nt-.T _ p 1 M-3x9 I2 14 15 16 'i$ o M-3x4+M- I M-1.5x3 0.25" M-3x4 M-3x6 �i M-5x8 0 a 3.75 M-4x10 M-5x6(S) �� I 'wPrs 12 f y y y y > y `co �GIIV��c % y2-04y 5-05 5-06-12 y2-09 8-05-12 7-07-08 8-03-08 . . , 2-04 10-10 26-10-08 'T y 90-00-06 y e9OGr �•:.. JOB NAME : 3413-A REV. POLYGON NW - C4 Scale: 0.1347 �j C.+F . WARNINGS: GENERAL NOTES, unlessotherwlaeno[etl • • y OREGON �� 1.Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and Is taan ndh dual �� 1:4-,,,i,.&....-. � Truss: C4 and Warnings before construction commences building component.Applicabltty of design parameters and prof4 2.2x4 compression web bracing must be Installed where shown 5. incorporetlon of component Is the responslbdrty of the building designer. 3.Additional tem bracing to insure stabilityduring 2.Design assumes the top and bottom chortle to be laterally braced at NUL �` temporary p g conmruct on2'a.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheaMln TC tl/ortlrye(II BC DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown 5« )SEQ.: Ki5 6 0 7 8 2 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are cemplete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry aontlihon°meas. �y 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if - )� `" 12131/2016 fabrication,handling, Dnesign as November 30,2015 shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E B.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1688(MiTek) ir This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 8=(-750) 2311 2- 8=(-277) 387 11- 6=(-309) 399 BC: 2x9 KDDF #I&BTR SPACED 29.0" O.C. 2- 3=(-2520) 1212 8- 9=(-507) 1991 8- 3=(-309) 550 WEBS: 2x4 KDDF STAND 3- 4=(-2033) 1105 9-10=(-202) 1429 3- 9=(-674) 563 LOADING 4- 5=(-2036) 1107 10-11=(-503) 1805 9- 9=(-971) 1029 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2552) 1223 11- 7=(-769) 2122 9-10=(-476) 1043 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1087 10- 5=(-688) 567 TOTAL LOAD - 42.0 PSF 5-11=(-321) 583 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -267/ 1707V -298/ 298H 5.50" 2.73 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 90'- 0.5" -265/ 1706V 0/ OH 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (COND. 2: Design checked for net(-5 psf) uplift at 24 "or 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 19-11-08 20-01 system and components and cladding criteria. T Q T Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 (All Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), ff f f fload duration factor=1.6, 12 12 End vertical(s) are exposed to wind, M-4x6 no7 50 Truss designed for wind loads 7.50 7. in the plane of the truss only. 4.0" 4 .hl _It 1‘1..5x6(S) -Sx6(S) 0.25" )1101H11414\44,44,444ssiliiiiiii0/5 " , >l5x4A • N o l•^I M-3x6 M-3x4 3.25" 2.25" M-3x4 *M-3x6 I r �] . !r- M-5x6(5) M-5x6(S) , N,.-.---�p ori( 8-02 7-07-08 8-04 7-07-08 8-03-08 C9 E�E . .-- y 40-00-08 y :9782 JOB NAME : 3413-A REV. POLYGON NW - C5sale, 0.1533 ,- /� • • WARNINGS: GENERAL NOTES, unless otherwise noted: .y� }A " 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and Is for an individual ra OREGON Q a� Truss: C5 and Warnings before construction commences building component Applicability of design parameters and proper L f1 We bracing incorporation of component is the responsibility of the building designer. Lf `,I ` Cl i, 2x4 compressionweb must be Installed where shown+ .�R 7'". '� 1. ..:479:,.:-..- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to ba throughout ahem al i_: is the responsibly of the erector.Additional permanent bracing of 2o.c.and atl0o.c.respectvely unless braced throughout their length by `V theeresp structurestheres responsibility of boldin des continuous sheathing such as plywood sheathng(TC)and/or drywall(BC) 4' P.l7.U1 ' DATE: 11/30/2015pons tyo g designer. 3 2xl pact bridging or lateral b ng required where shown++ �"{�.+�{.• SEQ.: K15 60 7 8 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In anon-conoaiwe environment, TRANS ID: LINK design Dada be no Dan many component. andanassumes full iogf a at a.supports wedge 5.CompuTrus has no control over and assumes no re bilft for the 6.Design full bearing t all su da shown.Shim or wed I( EXPIRES: v P I R ES; 1 1/31/201 6 sponsi y necessary. �k F� !-[ �7 G J /GV fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces o(truss,and placed so their center TPI/MCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate siva of plate In inches. MiTek USA,Ino./ColnpuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0" TC: 2x9 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1091 1- 9=(-766) 2369 2- 9=(-303) 399 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-2560) 1227 9-10=(-977) 1968 9- 3=(-321) 582 3- 9=(-2097) 1110 10-11=(-198) 1449 3-10=(-688) 568 LOADING 9- 5=(-2095) 1092 11-12=(-507) 1829 10- 4=(-476) 1043 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2549) 1160 12- 7=(-730) 2114 9-11=(-476) 1090 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PDF 6- 7=(-2659) 1038 11- 5=(-686) 568 OVERHANGS: 0.0" 16.5" TOTAL LOAD = 42.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 12- 6=(-296) 396 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA -'-', For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. D'- 0.0" -264/ 1711V -313/ 309H 5.50" 2.74 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 2.0" -327/ 1899V 0/ OH 5.50" 2.96 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 = 0.137" @ 26'- 8.5" Allowed = 1.963" MAX TL CREEP DEFL = -0.255" @ 15'- 11.0" Allowed = 2.617" MAX LL DEFT. = -0.008" @ 91'- 6.5" Allowed = 0.137" MAX TL CREEP DEFT. = -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 f 20-01 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Design conforms to main windforce-resisting T f f T T f f system and components and cladding criteria. 12 7.50 M-9x6 12 Wind: 140 mph, h=25.Sft, TCDL=9.2,BCDL=6.0, ASCE 7-10, iibb& Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 9 ,0-‘ End vertical(s) are exposed to wind, as Truss designed for wind loads in the plane of the truss only. M-5x6.(S)" 0.2M-Sx65 (S) 025 " • ,007/ ' 3 \ , 1 M-1.5x3 M-1.5x3 • 0 1 1�),• .. 6e eo 09 e _ I M-3x6 M-3x4 b0.25" b11.25" 12 M-5x6(S) M-5x6(S) M-3x4 M- 6 io o t,D PROE y 8-03-08 7-07-08 8-04 7-07-08 8-03-08 y "'J ��G`�N E� � 40-02 1-04-08 8 9'782PE fir'"' JOB NAME : 3413-A REV. POLYGON NW - C6 • Scale: 0.1516 _J WARNINGS: GENERAL NOTES, unless otherwise noted / Truss' C6 Builder and erection con[roctorshould beadvised atall General Notes This design Isbased sntyupon the parametereshown and sfor enmdrvdual s' OREGON and Warnings before construction commences building component.Applicability of design parameters and proper 7/1- Q 2.2x4 compression web bracing must De Installed where shown+. incorporation of component s the responsibility of the building designer. �-/f 3.Additional temporary bracing to insure stability during construct on 2 Design ad f I T Me top and bottom chords b n be laterally braced at is the responsibility of the erector.Addilonal permanent bracing of 2o.c and at t0 oc respectively unless braced throughout theirlenglh by • /� `J DATE: 11/30/2015 the overall structure Is the responsibility of the balding designer. 2x Impact sheathing suchasptyvrootlsheathhere sown+drywall(6c(. :: 3.2x Impact britlgmg or lateral bracing required where shown++ 1"' SEQ.: K15 60 7 8 4 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are fat"dry csndition'of usa. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 'EXPIRES: 2ry/3 /Y'y(� �s fabrication,handing shipment and installation of components. 7es ry' �.G13`1/2018 6.This design is fumished subject to the limitations set forth by 5.Plaa°"s hall belcated located onate oth face is provided. Novernber 30,2015 TPIMRCA In SCSI,copies of which will be tura shed u L S linesecoincideawith joint center hl nes.s of truss,and placed so their center pesupon request. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate size of plate in Inches. 10.For basic connector plate design values see ESR-t311,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 40'— 2.0" (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KCDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)051( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD — 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 POE 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 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 '1 f T 13-04-09 6-08-07 6-08-07 13-04-09 T T 12 1M-4x4 12 2Q 7.50 7.50 70.. M-3x5(S) 7M3x5(5) 411111111010h11111111111111 ko 4 ii M-3x5(S) M-3x5(S) oM-3x4 M-3x4 J, b y C „�] p�{QF • 15-11 8-04 15-11 ,C:a t4G(NEE� _Si 7 y 40-02 _: 1—O:82 E •1.. JOB NAME : 3413-A REV. POLYGON NW - C7 Scale: 0.1993 WARNINGS: GENERAL NOTES, unless otherwise noted Iiir -"��a OREGON 1.Builder and erect on contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual A f O Truss: C7 and Warnings before construction commences. building component Applicability of design parameters and proper {�, 2.2x4 compression web bracing must be installed where shown e. Design Incorporation of component s the m chords of the buildingbraced designer. •v j� A - 3 Additional temporary bracing to mute stability during conshucton 2.Desgn assumes the top and bottom chortle to be laterally braced at �jy� sT th by is the responsibility f the erector.Additional permanent of 2 continuous and at sheathing rsuch as ply codsnlessheathing(TC) eacodthrou and/orghout herlmgBC). ♦ Q pone: ry o permanen continuous sheaM ng such as plywood sheaM n8(TC)and/or tlrywell(BC). A,cj.�L 1'� DATE: 11/30/2015 the overall structure is the responsibility of the bmlding designer. 3.2x impact bridging or lateral bracing required where shown 4. SEQ.: K15 6 0 7 8 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design tootle be applied to any component. and are br"dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibildy for the 6.Design assumes full bearing et all supports shown.Shim or wedge if -EXPIRES: 12/3'1/2018 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,20/41€5"EXPIRES: 'C J /L`V 1iJ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bath feces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,IRC./ColnpuTrlls Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC . LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" CONS. 2: Design checked for net(-5 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 9 (- psf) uplift at 29 "oc spacing. BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"00. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, M-1.5x4 or equal at non-structural vertical members (acre). End sial(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Trusss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, bearing wall for entire span UON. 12-06-08 T 12 4.00 r— 2 0 i f l o f 0 3 M-3x4 4 b b 1-00 11-06-08 y b y 12-06-08 � e,�D I'R p- s �`o t4GIIV��c . icy `4 ` 89782PE 2r-, JOB NAME : 3413—A REV. POLYGON NW — D1 Scale: 0.4606 -=J / WARNINGS: GENERAL NOTES, unless otherwise noted: —` Truss' D1 Builder and erection con actor should be,dv:sed of all Gerard Notes This design is based only upon the parameters showe and s for an individual OREGON and Warnings before construcibn commences building component.Applicability of design parameters and proper (� 2.204 compression web bracing must be installed where shown.. incorporation of component s the responsibility of the building designer. '74--.- .ry 2d P 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 7� }i—A yam. s the responsibility of the erector.Additional permanent bracing of 2o.c and at 10 oc respect very unless braced throughout the length by T DATE: 11/30/2015 the overall structure is the responsibilitycont nueus sheathing such as plywood sheathing(TC)and/or drywall(BC). ir�A v L 1� of the building ng tles'gnar. 3 20 Impact bridging or lateral bracing required where shown(-t SEQ.: K15 6 0 7 8 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is me responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and ere for`dry condition.'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.De necessary.assumes full bearing at all supports shown.Shim or wedge If y/!y(� fabrication,handling,shipment and installation of components. ' "� "�'2� 1/'G V 1 d. 6.This design is furnished subject to the rmietbns set forth by T.Designassumesbesaded onate facesge oftrusis,an November 30,2015 e.Ales c mall a located ce both laces of truss,and placed so their center TPIhVECA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,InalCompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-721) 169 1-5=(-235) 630 5-2=( 0) 234 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-106) 98 5-6=(-238) 626 2-6=(-686) 208 3-4=( -7) 3 6-3=(-165) 128 WEBS: 2x4 KDDF STAND; 2x4 DI STAND A LONDIOG 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 4- 12"00. 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 PSI 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 ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.008" @ 0'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.020" @ 6'- 8.1" Allowed - 0.531" MAX TL CREEP DEFL = -0.042" @ 6'- 8.1" Allowed - 0.708" 6-09-14 5-04-14 0-03-Al2 MAX HORIZ. LL DEFL - -0.005" @ 12'- 1.0" MAX HORIZ. TL DEFL - 0.009" @ 12'- 1.0" 12 M-1.5x3 4.00 D 4 Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. I Wind: 140 mph, 1,21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x9 in the plane of the truss only. 2 N oI O ill M 1�'• li I�* -, s� 6 6 o M-3x8 M-1.5x3 M-3x4 y y k 6-08-02 5-10-06 > y 11-06-08 b 1 00 12-06-08 y �.9". � NSk,• c/ 0. $9782PE JOB NAME : 3413-A REV. POLYGON NW - D2 -1 f/ . Scale: 0.4181 / WARNINGS: GENERAL NOTES, unless otherwise noted: y OREGON a..,�. t Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q �(_ Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper �/t� 2.2v4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. +') �Ejk.;� ,t �' 3.Additional temporary baring tonsure stability during construction 2.Design assumes the top and bottom chobr to be laterally bated at a'1 r { ` . Is the responsibility of erector.Additionalpermanentbracnof 2 oc.and at IS 00hin respectively unless braced throughout ther length by v p ty o g continuous sheathing such as plywood sheathing(TC)and/or drywell(BC) PA.UL �.. DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*I. SE4.No load should be applied to any component until after ell bracing and 4.Installation of truss is the responsibility of the respective contractor. Q• K15 60 7 8 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, deal loads beapplied to an L and are for dry condition'.of use. TRANS ID: LINK designany 8.Design assumes full bearing at all supports shown Shim or wedge if CVl7��E A A/�J'��+S IS S.CompuTrus has no control over and assumes no responsibility for the necessary. CAF-IRES: G c7 G V 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 limtations set forth by 8.Plates shag be boated on both faces of truss,and placed so their center TPIAITCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=(-997) 176 1-5=(-220) 392 2-5=(-932) 199 BC: 2x4 KDDF #19BTR SPACED 24.0" O-C. 2-3=( -83) 77 5-3=(-129) 111 WEBS: 2x4 KDDF STAND; 3-9=( 0) 0 2x9 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <- 12"OC. CON. 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/ 119H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 8.5" -48/ 376V 0/ OH 5.50" 0.60 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP *+ For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - -0.006" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.014" @ 5'- 2.6" Allowed = 0.390" MAX TL CREEP DEFL - 0.021" @ 5'- 2.6" Allowed = 0.519" 5-03-02 4-01-10 0-03-12 T 'r < ' MAX HORIZ. LL DEFL = -0.003" @ 9'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 4.00 M-1.5x3 Design conforms to main windforce-resisting 3 9 -/ 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 2 in the plane of the truss only. el' ft, o oI 03 LO ti 1 �'. llIllIlIllIllIlIllIllIllIllIllh,Il f- ol O 5 M-3x8 M-3x4 y Y b 9-03 0-05-08 b b 3. 1-00 8-08-08 y y 9-08-08 �,)rs. PRpFF ki • ' :9782PE '. JOB NAME : 3413-A REV. POLYGON NW - D3 Ao, .,, Scale: 0.4704 - WARNINGS: GENERAL NOTES, unless otherwise noted:1 '�i �'y� �A/'}A� 2.^ r Truss: D3 Builder and erection contractor should be advised of all General Notes This design is based only upon the parametershown and Is for an Intl idual OREGON A1V and Warnings before construction commences building component Applicability of design parameters and proper () 2.2v4 compression web bracing must be Installed where shown+ incorporation of component s the responsibility of the building designer. 2~ I.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to belateral�y braced at �A0 =R t \ is the responsibility of the erector Additional permanent bracing of 2o.c.and at to oc respect very unless braced throughout their length by - DATE: 11/30/2015 the overall structure is the responsibility of the building designer continuous sheathing or such as acing rpNwoodsheathing(TC)airedreshown +tlrywall(BC). PAUL �` 3.2x Impact bridging or lateral bracing required where shown++ -----'-'•1 SEQ.: K1560788 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design a es trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and aretonsry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the S.Designsssumestull bearing at all supports shown.Shim or wedge it 'EXPIRES: c I��//��.}/ry(� fabrication,handling,shipment and installation of components. necessary. P�� J; �GfJ I/GV 1 6.This design is furnished subject to the limitations set forth bT.Designassumesbe boated oateduoneothifae is trusis,an ded. November 30,2015 Y e.Plates shall be local on both faces of truss,and placed so their center TPIANrCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,InciCompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UOS. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, M-1.5x4 or equal at non—structural vertical members (uon). LL = 25 PSF Ground Snow (Pg) inuth dplaneeo fth wtrd soons in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous ** For hanger specs. — See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 9-08-08 1' ' 12 4.00 2 N tti O M , ,_ i ,„iiiiiiilli , _.____,______._._M . , I A -/ o 3 4 M-3x4 b b 1 1-00 8-08-08 b .1 9-08-08 ,�__D I'RQ/ tt 89782PE �`' JOB NAME : 3413—A REV. POLYGON NW — D4Sale: 0.5079 NW WARNINGS: GENERAL NOTES, unless otherwise noted K.en` 7 Builder and erection contractor should beadvsedofall General Notes 1.This design lsbased only upon the parameters shown and isfor anindividual '7 OREGON Q �„ Truss: D4 and Warnings before construction commences building component.Applicability of design parameters and proper //���� 2 2x4 compress an web brat ng must be nstalled where shown+, incorporation of component k the responsibility of the building designer. 1'9 �+q { .y„ 3.Atldtonal tem brawn to nsure stablt durin truction 2.Des tin assumes the top and bottom chorda to be laterally braced at -ilr - S _i js temporary g y g cons 2 o.c.and at 10 e.c.respectively unless braced throughout their length by �+.� V s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL L ,- DATE: 11/30/2015 the overall structure s the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown°* -1,� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : K15 607 8 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and for condition"ossa. 5.CompuTrus has no control over and assumes no responsibility for the 6'Design m°pari^gat°"v.'pp°^a shown.Shim or wedge if EXPIRES: 12/31/2016 r/31 fr"}/S16 necessary. C{4 E— fl J L! /GV V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/W1CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size o/plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x4 KDDF #16BTR TRUSS SPAN 1'- 0.0" BC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 1-2=(-15) 36 2-4=(02-4-)oF/Cq=1.00 SPACED 29.0'• O.C. ) 0 TC LATERAL SUPPORT <= 12"00. TON. 2-3=(-27) 19 BC LATERAL SUPPORT <= 12"00. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 0.0^ LOCATIONS REACTIONS REACTIONS SIZE S 0. IN. TOTAL LOAD = 92.0 PSF 0'- 0.0" -73/ IONS 0 Q. (SPECIES) 0'- 11.2" -15/ 28V 0/ IOH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 9.00 D 1'- 0.0" -39/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 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 29 floc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HOOTS. 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), 3 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 2 'n in the plane of the truss only. 0 L 1 11111111111111111.1 ,-1 n o o Mai CD l o �/ 119 --/ M-3 x5 ), y 1 1-00 1-00 •�,�.Q PROF (PROVIDE FULL BEARING;Jts:2,4,9 I (;� at.N . �i JOB NAME : 3413-A REV. POLYGON NW - E1 e9'?82PE ` Scale: 1.1020 • WARNINGS: GENERAL NOTES, r Truss• El Builder and erection contractor should be advised of all General Notesunlesso th parameters noted j and Warnings before construction commences. 1.This design is based only upon the shown and Is for an'ntlry dually. 2.2x4 coin bracing building component.Appbceblh ofsps,anparametersandproper -VA ARE ON compression web braGn must be installed where shown.. incorporation of component is the responsibility of the budding designer. `-(1` • C'/� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at r11 !/�� DATE: 11/30/2015 emeresponsmltyohneerecterAtldtanalparmanenbra of 2ocandat10oc.respectivelyunlessbracedthroughouttheirlengthby I t20- '-- Ihe overall structure is the responsibility of the building designer. continuous sheathing such es plywood sheathing(TC)ereshown and/or drywall(BC). • ` SEQ.: K1560790 4.No bad should beapplied toany component until aflerall brecn 3.2xImpactb dgingorlateralbracingrequredwhereshown++ � � fasteners are complete and at no time should an loses gena 4 Installation of truss is the responsibility of the respective contractor. TRANS I D: LINK design mads be applied m an v areolar than s.Design assumes bosses are to be used m a non-corrosive environment, y component. and are for dry condition"of use. 5.CompuTius has no control over and assumes no responsibility for thesa 8.Design assumes full bearing at all supports shown.Shim or wedge;f fabrication,handing shipment and installation ._- by 7 Design assumes adequate dranage is provided. TPIANTCA in BCSI,copies of which will be furnished u B.Plates snail be located on both(aces of trues,and placed so their center November 30,2015 Pon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 6-4-8 dimensions shown in ft-in-sixteenths 1 3/4 Center plate on joint unless x,y I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. EN Dimensions are in ft-in-sixteenths. 6.44‘ 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 c1_2 a2� 2. Truss bracing must be designed by an engineer.For ,intal braces mselv O 1/I 6' may retrussquirespacing IIIIIIIIIE bracin g,or alterInativeerTor I p bracing should be considered. !qi 3. wideNeverexceedthedesignloadingshownandnever stack materials on i■_ � nadequatelydividual labracedracetrusses.thees 4. Provide copies of this truss design to the building OLI1114:. 0 designer,erection supervisor,property owner and For 4 x orientation,locate BOall other interested parties. plates 0 truss. ra from outside TTOM CHORDS edge of t8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint �� This symbol indicates the locations are regulated by ANSI/TPI 1. _ 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 the environment in accord with ANSI/TPI 1. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT *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 use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General practice is to 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 camber bot dead loadeflection. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: inspaall llrrespects,equal to or better than that SYP represents values as published ,,, Indicated by symbol shown and/or by AWC in the 2005/2012 NDSbe must Top 13. chords or purlins provided at by text in the bracing section of the SP represents ALSC approved/new values spacing indicated sheathed design. output. Use T or I bracing with effective date of June 1,2013 if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. �-- Indicates location where bearings 16.Do not cut or alter truss member or plate without prior approval of an engineer. (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved reaction section indicates joint 17.Install and load vertically unless indicated otherwise. r ( number where bearings occur. MINIM111118.Use of green or treated lumber may pose unacceptable Min size shown is for crushing only. ' environmental,health or performance risks.Consult with ® project engineer before use. Industry Standards: 19.Review all nthis design words Plate Connected Wood Truss Construction. ANSI/TPI1: National Design Specification for Metal env picturesportio)beforesof use.Reviewing(frontpicturesback,alone is not sufficient. DSS-89: Design Standard for Bracing. 1mi iTk BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013