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Plans (10) m5T1or7 c7o l3 S 13 227 Au bTh- Mu MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-398 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. co nEQ P R‘AGI sNEF9 /c2 'kJ 87022PE c‘i CC‘Aj, OREGON eP Q44/ bSMBER 4Q- A. Hip` EX' ' ` :061301 I' 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 ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R4599616B 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:zs2ygYHMYItI_Z1 p9y12t1 yAg??-C2lotXC6_hwKV1 DU3AVpf6uLN?I8tNil8mFYHYyEzr2 1 1-8-12 I I 1-4-10 I 2-0-0 I 1 1-2-0 IF 1-1-10 1 1 1-3-8 } 1-3-0 i Scale=1:37.2 3x5 = 1.5x3 ll 4x8 — 3x6 — 1.5x3 II 3x4 = 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 FP= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 cl - '' n „,•01 - 41441 .4., 40/ NI\ 9_ e e �e e e -v806 24 23 22 21 20 19 18 17 16 15 4x5 = 3x6 = 3x6 FP= 3x5= 1.5x3 I I 1.5x3 II 3x6= 3x8= 3x4= 3x8 = 13-0-5 I 1-11-12 1 11-10-62-5-0 I 18-6-8 I 21-4-0 1-11-12 9-10-10 17-0 0.7-0 5-6-2 2-9-8 Plate Offsets(X,Y)— (2:0-3-0,Edge],]7:0-1-8,Edge],[8:0-1-8,Edge],(24:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft lid 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. <<-\\ - 0.0 PRpF�sS ��co �NGiN'EF.9 /O 2 `r 87022PE 91--- r'' -'frI-4.-7:-7 '0j,OREGO Opti OnBER '\��P� q- HER EXPIRES:06/30/2017 November 30,2015 ....- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 11111. 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 MTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria.051-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996169 PL15-398_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc. Fri Nov 27 10:55:57 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-8RtYIDEM WJA2kLNsBaXHkXzecpMrLNVbc4keM RyEzrO 1 1-0-0 1 1 1-1-10 if 1-2-0 111.7,2_1 I 1-2-0 1 1-2-0 11 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x4 = 3x4= 4x4=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e o- o a - a a e a e':z 'a 4,41\ / Noik. cc:, /'" 9 cv e N/ ' / "s/ N/ N 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4 = 14-2-2 1 13-0-2 13-7-21 I 19-11-4 I 13-0-2 0-7-0 b-7-0 5-9-2 Plate Offsets(X,Y)-- (14:0-1-8,Edge],(24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Ina- YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,4-5=2786/0,5-6=-2786/0,6-7=-3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=4122/0,11-12=-4122/0,12-13=3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=367/0,12-24=662/7,18-20=1271/0,18-21=0/1096,16-21=919/0, 16-22=0/716,15-22=-31/252,14-22=-1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '\<<-`,0 PRoF .,„ 87022PE r" (161/1-("1-4-1 cv .7 %, oREGo �o Zti �C'nk..) 4•1 8 E R c�P A. H EPS EXPIRES:06/30/2017 November 30,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MT- Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall [� 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/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996170 PL15-398_UPPER F03 Floor 2 1 _ Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc. Fri Nov 27 10:55:58 2015 Page 1 I D:zs2y gYHMYItl_Z1 p9y 12t1 yAg??-cdRxWZF_GclvMVy2112 WHI Wp2Dne4k9lgkTCutyEzr? 1 1-6-0 1 1-3-4 1 1 1-1-10 1 1-0-0 1 1 1-2-0 '10-8-6 I Scale=1:38.1 3x4 = 4x8 = 3x4 I I 4x4= 3x5= 3x4= 3x4 = 3x4 = 3x4 = 3x6 FP= 3x4 = 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 .146.. ` °° °: e c s �� e_ /a a �. E a e rs1`7 1 N-410./ \ / \ / N / .\ iN / N ZN / N 9 •o mil 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 I 3-0-4 I 12-10-14 15-11 22+12 I 3-0-4 9-10-10 b-7-010-7-0 8-3-14 Plate Offsets(X,Y)- [12:0-1-8,Edge],[27:0-1-8,Edgel,[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.16 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.25 27 >941 360 BCLL 0.0 Rep Stress 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. 3)Refer to girder(s)for truss to truss connections. _ \-) P R OFF 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. <C - i NE u.o 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 F,Q 0 be attached to walls at their outer ends or restrained by other means. 'V 6)CAUTION,Do not erect truss backwards. ' 87022 PE f -y "Cj, OREGON (P AP '',14.BER 1.\SPP S A. HE-?` EXPIRES:06/30/2017 November 30,2015 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Mi. Design valid for use only with MiTek0 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 Wel( 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/7811 Quality Criteria.DSB-89 and BCSt 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 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 p9y12t1yAg??-4q_JjvGd1wQmzfXFl?ZIpy3?Cc7vpDxu3ODIQJyEzr_ 1 1-3-0 i 1-5-0 11 1-5-6 1 2-0-0 1 1 1-2-0 IFD-1 Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6 FP= 1.553 II 3x4 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 o ° m e e 23 22 21 20 19 18 17 16 15 4x5= 3x8 = 3x6 FP= 3x10 = 3x6 = 1.5x3 II 3x4 = 3x6= 3x4= I 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— [8:0-1-8,Edgel,j17:0-1-8,Edgel,j23:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d i PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr. YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift 23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=1993/0, 8-9=-2337/0.9-10=-2337/0,10-11=1912/0,11-12=1912/0,12-13=1912/0 BOT CHORD 22-23=1154/0,21-22=1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=1729/0,8-19=553/0,6-19=0/810,6-20=-1172/0,4-20=0/1608, 4-22=-1567/0,13-15=-1276/0,13-16=0/866,10-16=-427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. '\<<- PRpF�ss �cC�\cJ `GNGINBF9 /O2 cc 870 2PE -9r r / u' ,, � 7 '0,')1,/ OREGON (9 OCU COQ 41B E R \°" kJ A. HEF\. EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. III 11 ' Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent brocing 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/1'P11 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 R45996172 PL15-398_UPPER F05 Floor 8 1 Job Reference(optional) Parc Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:56:01 2015 Page 1 ID:zs2ygYHMYIU_Z1 p9y12t1 yAg??-0C638bHtZXgTDygdQQbDuN8HVQikHAIBWiisUCyEzgy 1 1-0-0 1 0�14� 1�4LH F__7,2.jI 1-2-0 1 1-2-0 I I 1-2-0 1 1-2-0 1 Scale=1:36.4 404= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4 = 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 E o e o . " e o e o e- e_ 2 ■ N /..\ / 'N / .-/� '�/-N�/ \-/�N _\ z•iii\ N. ni e -1 O 9 O e - - 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 - 4x6 = 3x6=3x6 FP= 3x5 = 3x5= 3x5 = 3x5= 4x4= 3x5= 4x6 = 3x4 = 1.5x4 SP= 15-6-14 I 14-4-14 11-11-1f 1 21-4-0 1 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edge],f27:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=3036/0,5-6=-3036/0,6-7=3981/0,7-8=3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=4727/0,11-12=-4727/0,12-13=4554/0, 13-14=4554/0,14-15=4554/0,15-16=3935/0,16-17=3935/0,17-18=3339/0, 18-19=-3339/0,19-20=1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=460/0,8-30=0/334,12-28=255/55,15-28=0/498, 15-27=885/0,21-23=-1366/0,21-24=0/1190,19-24=1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be ��D P P QF.s attached to walls at their outer ends or restrained by other means. �CD�C�\GI N ET Wo 2 87022PE yr • r ti 7 "0j, QREG•N (19' W -p or, BER '\)\ \-4 SA. HES EXPIRES:06/30/2017 November 30,2015 I ...- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. 111111. Design valid for use only with MiTek0 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 8 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeV 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/P11 Quality Criteria,DSS-89 and SCSI building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 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 Industnes,Inc.Fri Nov 27 10:56:02 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y 12t1 yAg??-UPgRLxIVKroKg6Fq_87SRbhVvg7K0YoKlMRPOeyEzgx 1 1-6-0 1 1-3-4 111-1-10 1 1-0-0 1 1 1-2-0 110-11-2 1 Scale=1:38.5 3x4 = 4x8= 3x4 II 4x5= 4x4 = 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 c9i' le. ' ' - r \ / \ / .\ /-\ / /-.\ / N 9/ N / N 9 NIP _ -� o e se e o o be- 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5 = 3x8 = 3x6 FP= 4x5 = 3x5= 3x5 = 3x4 = 3x5= 3x5 = 3x5= 3x4 = 4x6 = 14-0-14 I 3-0-4 1 12-10-14 1t5-7_011 1 22-7-8 3-0-4 9-10-10 -7-0 8-6-10 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge],[27:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl 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 Inca- YES WB 0.94 Horz(TL) 0.03 23 n/a n/a BCDL 5.0 Code 18C2012/TP12007 (Matrix) Weight:113 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=701/0-2-12,34=2195/0-7-0,35=-917/0-2-4 Max Uplift35=-1009(LC 4) Max Grav 23=702(LC 4),34=2195(LC 1) FORCES. (lb)-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. 9` D P R OFFS 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �',�- G]N s/ at the bearings.Building designer must provide for uplift reactions indicated. ��\ ,N FiQ 02 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to .9 be attached to walls at their outer ends or restrained by other means. CC. 870 2P E (-- 6) 6)CAUTION,Do not erect truss backwards. CC\"C) GREG N `]9 O X00 BER 1'\�Q� A. HES EXPIRES:06/3012017 November 30,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. MI! Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Milek° 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/Mil Qualify Criteria,058-89 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 R45996174 PL15-398_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:04 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-RnoCmcJIsS224QPC5Z9wWOmgUdkyUYzdDfwW5XyEzgv 10-10-0 I (.5,€11 1-2-0 1 1:LZ1q 10-9-0 I0-9-0 110-9-0 10-9-0 110-9-0 10-9-0 1 Scale=1:34.3 3x4= 4x4= 4x4= 3x4 = 3x4 = 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 \:) ) 0 212 23 24 25 a '2 o a n o -� " o • o I� /\ / /\ / / � /..� 9 v- '� • lmi o o a- v a •o• : e 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 l 9-141 1 20-2-0 1 13-2-14 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- f 17:0-1-8,Edgej,[18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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=014221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=-412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,4-39=897/0,4-38=0/796, 6-38=690/0,6-37=0/590,8-37=-483/0,8-35=0/383,10-35=277/0,24-26=-1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,14-32=-268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. PR OF� 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. (176 �I NE SS 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to (GN FR 0 be attached to walls at their outer ends or restrained by other means. .,9 870 2PE >" ��"c>,OR EG N ti�Q� O BER ,\�p�- H - EXPIRES:06/30/2017 November 30,2015 9 a AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. MI. Design valid for use only with M7ek®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 fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TMQuality 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 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:zs2ygYH MYltl_Z 1 p9y 12t1 yAg??-v_MayKNdmAvia_PfGg93DJ2719nCzgm RJg4dzyEzqu 1 1-6-0 1 1-3-4 1 1 1.4-10 1 2-0-0 1 1 12-0 Il 1-1-10 1 1 1-3-11 1 1-3-0 I Scale=1,39.1 1.5x3 II 1.5x3 II 3x5= 3x6= 1.5x3 I I 1.5x3 II 3x6 FP= 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 II N. N N e m 9 B 9 8 25 24 23 22 21 20 19 18 17 16 3x6= 3x6 FP= 3x8= 3x5 = 1.5x3 II 1.5x3 II 3x6= 3x8 = 14-0-14 I 3-0-4 I 12-10-14 1$-5-11 1 19-7-0 I 22-4-11 I 3-0-4 9-10-10 ()-7-0 5-6-2 2-9-11 0-7-0 Plate Offsets(X,Y)- [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.09 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.14 20-21 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.61 Horz(TL) 0.01 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=-371/0-3-12,24=1523/0-7-0,25=504/0-4-4,17=1310/0-5-8 Max Uplift16=-458(LC 6),25=-596(LC 6) Max Gray 24=1524(LC 3),17=1312(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1761,3-4=0/1762,4-5=-298/0,5-6=-298/0,6-7=-1358/0,7-8=1358/0, 8-9=-1201/0,9-10=-749/0,10-11=-749/0,11-12=-749/0,12-13=0/1257,13-14=0/1254 BOT CHORD 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. -\�� o PROrFss �,\� �NO�N�FR /p2 87022PE �r / S.-y HA2, OREGON r15)OAU 1' s.4,/ BER -\\ ‘)\-\ A. HEkJ S EXPIRES:06/30/2017 November 30,2015 e 0 ®WARNING-Verily 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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall ,F 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/P11 Quably 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 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 p9y 12t1 yAg??-rMTKPeMe9NQdxt8nmhid8eOLYriYguc3vd9AiryEzgs 10-10-o f Io-8-4 I I 1-2-0 19°I0-9-0 10-9-0 110-9-0 10-9-0 I10-9-°10-9-0 1 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 a o . e e e o er �o a a o a A a i o ,' ■ \ /\ /\ /\ /\ /\ ,T\ i ./\ t� \ t� \ - 0 MEC o e o 0 o ,;._\_ _ 40 39 38 37 36 35 34 33 32 31 30 29 28 27 6 3x4 = 4x5= 3x6 FP=3x5 = 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6- 14-7-12 I 13-5-12 1r-9 I 20-4-13 I 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge],]18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 I CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Ina- 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.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4--0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,45=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=910/0,438=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. _v) P R OFFS 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 -\ ,,v`'G]N� R .0 be attached to walls at their outer ends or restrained by other means. (- Q2 870 2 PE �c- A3/,�OAEG N rP4 14/ or, BER 1\\-\p� EXPIRES:06130/2017 November 30,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mill. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding 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 CrHeria,OSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury rallDimensions are in ft-in-sixteenths. wilbh, 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 1 �� 2. Truss bracing must be designed by an engineer.For 0'/16 4 wide truss spacing,individual lateral braces themselves o 11 WEBS may require bracing,or alternative Tor I 0 o bracing should be considered. iiiiip 11.111.114110 O 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 0 D_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�-8 C6-7 cs-e O- designer,erection supervisor,property owner and plates 0-' 6' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ? Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. •=d0 reaction section indicates joint Ellamimin 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 project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. iviiiirekt) BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 M iTe k� 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. \NO PROre eco NG1 N � 2 c" 89782PE pr 9,L OREGON 4° Q o, 17,9 'qRY �A UL /EXP(Frj /3 1/2016 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 ANSUTPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD- 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PIP 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 T ' 1' 12 I IM-4x4 12 10.90 17 3 N 10.90 AL AIlllIlhIIh ,ll 0 M-3x4 M-3x4 '<<- �o P R 0,c ss 1-00 15-02 1-00 ��<004GINEF� . Q 89782PE �f" JOB NAME : 3413—A REV. POLYGON NW — Al ,� --+mo-" Scale: 0.3404 mit WARNINGS: GENERAL NOTES, unless otherwise noted. V1;4, .�r ,1'� /� (0 1.Bulder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shovm and Is for an Individual 7A-OREGON O� Truss: Al and Warnings before oonsfruclon commences. buldlrrg component.Applicability of da I Y/� sign parameters and proper /� tz2 2.2r4 compression web bracing must be installed where shown n. incorporation of component Is the responsibility of the buldirq designer. (/ v+ 9.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be lakes ly braced at r r Y }b _` Is the responsibllity of the erector.Additional permanent bracing of 7 c.c.end al t d o.c.respectively as plywoodly s braced throughout r dryeir length by //may ` v DATE: 11/30/2015 the overal structure Is the responsibility continuous sheathing such as required sheathing(TC)and/or drywal(BC). " A U L CA` sponsiblity of the buldbrg designer. 3.2<Impact bridging or literal bracing where shovm o SEQ.: K 15 6 0 7 7 5 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fastens are complete and at no time should any loads greater than 5.Design sesames tenses ere to be used in a non-corrosive environment. and are for"dry condition"of use. T RAN 5 I D: LINK design bade be applied to any component, 6.Design assumes full bearing at sl supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November 30,201 5 6.This design Is furnished subject to the lineations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI WTCA M SCSI,copies of which oil be furnished upon request. tines coincide with Joint center lines. 9.Digits indicate size of pieta In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E t0.For basic connector plate design values see ESR-1711,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: 2x4 KDDF #i&BTR; LOAD DURATION INCREASE = 1.15 1- 3=(-724) 317 1- 8=(-421) 531 3- 9=(-412) 423 2x6 KDDF #1&BTR Ti SPACED 24.0" O.C. 2- 4=( 0) 0 8- 9=(-387) 534 4- 9=(-284) 490 BC: 2x4 KDDF iii&BTR 3- 4=(-545) 308 9- 6=(-185) 448 9- 5=(-164) 138 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-566) 370 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-716) 355 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -750/ 622V -126/ 134H 153.50" 1.00 KDDF ( 625) = REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 9.5" 0/ 318V 0/ OH 153,50" 0.51 KDDF ( 625) 27'- 6.0" -269/ 778V 0/ OH 5.50" 1.24 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 M-1.5x4 or equal at non-structural vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.015" @ 19'- 11.0" Allowed= 0.712" Unbalanced live loads have been GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.020" @ 19'- 11.0" Allowed= 0.950" considered for this design. SPECIFICATIONS. MAX LL DEFL = -0.002" @ 28'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 28'- 6.0" Allowed = 0.133" 1-00 27-06 ,r ,r ,. MAX HORIZ. LL DEFL - -0.007" @ 27'- 0.5" 14-09 2-06-05 3-07-11 3-08-09 3-10-07 MAX HORIZ. TL DEFL 0.009" @ 27'- 0.5" '1 1 1' 1 ' 1' 12 -M-4x9+ .' 12 Design conforms to main windforce-resisting 10.90 10.90 system and components and cladding criteria. /1/111 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, ,4IliillIiII1153 . . 6 o M-3x5 9 0.25" M-3x4 o ic,0 PRQFc M-3x9+ M-5x12(S) ,�(� tC�ss y 19-11 y 7-07 y �C.... IN€ ,T /dyi y ), 1, ct" 89782PE -sr" 1-00 27-06 1-00 • ',VOW . JOB NAME : 3413-A REV. POLYGON NW - Bl Aim Scale: 0.1890 174Z, .fir ►^� 4, WARNINGS: GENERAL NOTES, unless otherwise noted: i/.OREGON cl.O� I.Bolder end erection contractor should be advised of al General Notes 1.This deelge M based only upon the parameters shown and to for en Indvldual �j�-j�/ y r Truss: B 1 and Wimings before conefructbn commence.. building component.Appboablllty of design parameters and proper 7 ,1.17 b < _ 2.204 compression web bracing must be inete(td where shown•. Incorporation of component le the responsibility of the balding designer. `,V 3.Additional temporary bradrg to Insure stability during construction 2 Design assume.the lop end bottom dards to be laterally braced al PA U L 00,0(#. � v Is ties responsibility of lit erector.Additional pennenent bee continuous 9 of 7 o.e.and at 1 O o.c.reach..ply unless braced throughout their length by lywo DATE: 11/30/2 015 the overaoverallstructure is tit reeponslbley of the building designer. 3.2asheathing Impact bridging of Mtersl bracing required where shown••d• ryweA(BC). SEQ.: K 15 6 0 7 7 6 4.No load should be appled to any component untl after el bracing and 4.Installation of tens le the responsibility of the r.spectNe contractor. fasteners are complete and at no time should any baa ads greeter than 5.Design MUM.trusser are to be used in a noncorrosive environment and are for"dry condition"of use. EXPIRES: 1 Z/+Jr� 1 `201 design bade be applied to any component. TRANS I D: LINK 6 B.Design assumes Ail bearing et el supports shown.Shim or wedge If 5.CompuTnn has no control over and'pumas no responsibility for the necessary. November 30,201 5 fabrication,handling,etbpmerd and Installation of components. 7.Deeign assumes adequate drainage Is provided. 6.This design la Aanlehed subject to the limitations set forth by B.Plates.hag be located on both faces of tons,and placed so their center TPIANTCA In BCSI,copies of which MI be furnished upon request. Ines coincide will joint center%nee. 9.Digits Indicate sire of piste In Inches. Mick USA,Inc.ICompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 27-06-00 GIRDER SUPPORTING 40-02-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13563) 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 BC: 2x8 KDDF #1f:BTR 2- 3=( -9054) 2199 6- 7=(-2136) 9795 2- 7=(-4539) 1203 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -9054) 2199 7- 8=(-2136) 9795 7- 3=(-2814) 11598 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-13563) 3066 8- 5=(-2136) 9789 7- 4-(-4539) 1203 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 27'- 6.0" V 8- 4=(-1272) 6129 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 477.1)+DL( 344.4)= 821.5 PLF 0'- 0.0" TO 27'- 6.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -2759/ 12176V -314/ 314H 5.50" 19.48 KDDF ( 625) 'l' ( 3 ) complete trusses required. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.48 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN nails staggered at: AAA. 9" oc in 2 row(s) throughout 2x6 top chords, ALALAk 4" oc in 2 row(s) throughout 2x8 bottom chords, IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.091" @ 20'- 2.0" Allowed - 1.329" MAX TL CREEP DEFL = -0.184" @ 20'- 2.0" Allowed = 1.772" 13-09 13-09 MAX HORIZ. LL DEFL = 0.032" @ 27'- 0.5" f f ' MAX HORIZ. TL DEFL - 0.053" @ 27'- 0.5" 7-05-12 6-03-04 6-03-04 7-05-12 f I - I- I - - -( 12 12 Design conforms to main windforce-resisting M-4x10 system and components and cladding criteria. 10.90 7' N 10.90 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4`r( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), II load duration factor=l.6, iI. Truss designed for wind loads in the plane of the truss only. M-3x8 M-3x8 M-5x16 ` -5x16 in 1 fii f 7► ci flillE=IIIMMI IMMINE=Mal111111.11=11MONIMINIIIMMIII.O. o 1 6 7 8 . M-4x10 =M-10x10 M-4x10 M-7x8(5) 7-04 y 6-05 y 6-05 l 7-09 y ,��Q` d P R OF�ScS' y 15-06 12-00 C �.GNGIN 4-. %,/,,, �p 27-06 CC :9782 P E-44 z'r' JOB NAME : 3413-A REV. POLYGON NW - B2 er Scale: 0.1866 NMI WARNINGS: GENERAL NOTES, unless otherwise noted: ,/ C., / /'� 1) 1.BuIder and erection contractor should be advised of ala General Notes 1.This design is based only upon the parameters shown and Is for an Individual OR E GO N '� Truss: B 2 and Warnings before constriction commences. building component.Applicability of design parameters and proper �,//� (0 4` 2.2x4 compression web bracing must be installed where shown•. Incorporation of component Is the responsibility of the building designer. -T' "-,Ry G <¢ 3.Additional temporary bracing to Insure stability during construction 2.Son.Desigassumes the top and bottom 1. choBul braced to throughout aterally braced at 7 f_ '-7 R J Is the responsibility of the sudor.Addlbnal permanent bracing of 7 o.c.and at usI 0'o.c.such is plywoodly a their length by it- `J continuous sheathing such as sheathing(TC)and/or drywal(8C). 11 hA U L CZ DATE: 11/30/2015 the overal structure Is the responsibility of the bolding designer. 3.24 Impact bridging or lateral bracing required where shown•. SEQ. : K1560777 4.No bad should be applied to any component well after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes lenses are to be used Ina noncorrosive environment, design loads be applied to any component. end are for'dry condition"of use. TRANS I D: LINK m6.Design assumes full bearing at al supports shown.Shim or wedge It EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components, 7.Design assumes adequate drainage Is provided. November m be r 30 2015 6.This design h famished subject to the Nmeations set forth by 6.Plates shal be bated on both faces of truss,and placed so their anter I`I LJ , TPUWICA kt BCSI.cophs of which oil be furnished upon request. Ines coincide with joint center lines. 9.MiTek USA,Inc./Com Trus Software 7.6.6(11_)-E 0 ForDiga Indicate ecstr.of plats In Inches. W10.For baste connector plats design values sea ESR-1317,ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. l TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.0ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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. 8-00 8-00 T T T 12 IIM-4x4 12 10.90 2 10.90 AL or A1111111h1111L EMMO o =M-4x4 =M-4x4 y 16-00 y1-00 y \��� GINEk-6�% 4-4/ 2 89782PE 1'r JOB NAME : 3413—A REV. POLYGON NW — GGE 4.!.';rA ' Scale: 0.3299 "j WARNINGS: GENERAL NOTES, unless otherwise noted: („�' ''- Truss: __^ 1.Balder and erection contractor should be advised of al General Notes 1.This design h based only upon the parameters'herrn and la for an Individual A A_OREGON Q'�w,.. Truss: GGE and Warnings before construction commences. building component.Applicability of design parameters and proper • �V ,, Y 2.Dot compreabn web bracing must M Installed where shown+. Incorporation of component Is the nsponelbillty of the building designer. '9,9 A y A b ��Q'+ 3.Additional temporary bracing to Insure stability during construction 2 Design sesames the top and bottom chords to los Merely braced el 7 '1 is the reeponslWlity of the erector.Additional permanent bracing of S e.c.end el 10'o.e.respectively unless breed throughout(heir length by DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheething(TC)andlor drywall(BC). p/�U t 0 ng 9 3.2i Impact bridging or lateral bracing required where shown.+ �"1 L. SEQ.: K 1 5 6 0 7 7 8 4,No load should be applied to any component until after al bracing and 4.Installation of tons Is the resposalblty of the respective contractor. fasteners erg complete and at no time should any bads greater than 5.Design SWIMS trusses are to be used h a noncorrosive environment. design loads be applied to any component. and are for"dry condition"of use. 12/31/2016 TRANS I D: LINK6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 5.CompuTnra has no control over End assumes no responsibility for the necessary fabrication,handling,shipment end 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 teas of buss,and placed so their center November 30,2lJ 15 TPIIWl'CA in SCSI,copies of which will be famished upon request. Ines coincide with joint center lines. 9.M7ek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For lbasic connectorts platee size de gnde In oat sign values sae ESR-1311,ESR-1988(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: 2x4 KDDF #1ISTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-11-08 20-01 T T 1' 13-03-01 6-08-07 6-08-07 13-04-09 1' 1' T T T 12 IIM-4x4 12 7.50 7 all 7.50 M-3IlIlI1I111!IIiIIIIIIII M-3x5(S) ,1` OI O MM IIM ..� o o M-3x5(S) M-3x5(S) o M-3x4 M-3x4 �p PROF y 15-09-08 8-04 15-11 ,r,o.\ \.,yG,INL -fissr'o ; 40-00-08 ' 1-°69aj82PE ,i JOB NAME : 3413-A REV. POLYGON NW - Cl .<_ <. --low . • Scale: 0.2000 , 41111 WARNINGS: GENERAL NOTES, unless otherwise noted'. (./ 4) 1.guilder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual .1:1t, 9 O R E G O N O Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper :1 frP 2.214 compression web bracing must be Installed where shown+, in of component is the responsibility of me building designer. �� V/N f: �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at "1 J Is the responsibility of the erector.Additional permanent bracing of NI 7 o.c.and et 10'o.c.respectively unless braced Throughout their length by ir ,` continuous eheathing such as plywood sheathing(TC)and/or drywall(BC). J(' f` " DATE: 11/30/2015 the overall structure Is the responsibility a the building designer. 3.2s Impact bridging or lateral bracing required where shown++ /S u 1.� SEQ.: El5 6 0 7 7 9 4.No load should be applied to any component until atter all bracing and 4.InslaNallon of truss Is the responsibiNty 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, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full hearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary, fabrication,handling.shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations eel forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30 22 0 5 TPWVTCA 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(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) 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 ll1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 9=(-750) 2322 2- 9=(-277) 387 BC: 2x4 KDDF $1&BTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 9-10=(-471) 1952 9- 3=(-309) 550 WEBS: 2x4 KDDF STAND 3- 4=(-2032) 1105 10-11=(-195) 1440 3-10=(-674) 563 LOADING 4- 5=1-2035) 1088 11-12=(-504) 1816 10- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2540) 1157 12- 7=(-727) 2107 4-11=(-476) 1040 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2650) 1035 11- 5=(-686) 568 TOTAL LOAD= 42.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-297) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1707V -313/ 303H 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) '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 = 0.135" @ 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" 8 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" 19-11-08 20-01 / ' ,( Design conforms to main windforce-resisting 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 7' M-4x 6 "S:17.50 load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, /- 4 i("( Truss designed for wind loads )\ in the plane of the truss only. M-5x6(5) M-5x6(5) 0.25" ..7 .-1 CA '-n >15x3jAV M-1.5x3 • 4n 0 0 or- � ` 0 1 9 �o � 12 1 p PRD en11 -3x6 M-3x4 0.25" 0.25" M-3x4 `6 �<� M-5x6(S) M-5x6(S) `Cp ENGINE -, f, 8-02 y 7-07-08 y 8-04 y 7-07-08 y 8-03-08 l y 4 I •97g2PET �-v�.. 40-00-08 1-04-08 • JOB NAME: 3413-A REV. POLYGON NW - C2 VIMF Scale: 0.1555 v�.r / WARNINGS: OENERALNOTES, unless otherwise noted: 7 �REGO�NI(�o'v 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters dawn and Is for an Individual �,�y �� V (� Truss: C 2 and Wsmkps before construction commences. building component.Applicability of design parameters and proper 7tiy `. 2.244 compression web tracing must be installed where shown+. Incorporation of component Is the rospansPolNry of the buldlrq designer. �•^ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom sheds to be laterally braced el '1 h �, A U L Is the responsibility of lin erector.Additional permanent bracing of T ex.and at 15 oats respectively unless braced throughout their length by P DATE: 11/30/2015 the overall stricture Is the responsibility of the building designer. continuous act sheathing such I b plywood airedsheathere s and/or drywel(BC). 3.D<Impact bridging or level bracing required where ehovm«+ SEQ. : K1560780 4.No bad should be'pulled to any component anti after al bracing end 4.Installation of tons is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes treses are to be used In a non-corrosive environment. TRANS ID: LINK design bads be applled to any component. and are for"dry condition of use. EXPIRES: 12/31/2016 5.CompuTnn has no control over and assumes no responsibility for the e.Design assumes full bearing at al supports show.Shim or wedge If necessary. November 30,2015 fabrication,handling,shipment and installetlon of components. 7.Design assumes adequate drainage is provided. 8.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 anter TPIIWrCA In BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate she of plate in Inches. MITek USA,Inc.iCornpuTrus Software+7.6.6SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1980(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 k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4162) 1836 1-11=(-1458) 3621 11- 2=1 -405) 1158 6-16=(-473) 1050 BC: 2x4 KDDF filiBTR SPACED 24.0" O,C. 2- 3=(-2777) 1172 11-12=(-1311) 3229 2-12=1 -791) 555 16- 7=(-686) 568 WEBS: 2x4 KDDF STAND 3- 4=(-2251) 1067 12-14=1 -766) 2440 12- 3=1 -28) 349 7-17=(-263) 573 LOADING 4- 5=(-2168) 1170 13-15=1 -26) 64 3-14=1 -618) 363 17- 8=(-297) 346 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1929) 1166 15-16=1 -196) 1380 13-14=1 -87) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1969) 1088 16-17=1 -504) 1759 14- 4=1 -197) 180 TOTAL LOAD= 42.0 PSF 7- 8=(-2474) 1157 17- 9=( -728) 2080 14- 5=( -503) 1037 OVERHANGS: 0.0" 16.5" 8- 9=(-2607) 1035 14-15-) -358) 1722 LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 83 5-15=(-1103) 733 15- 6=1 -587) 996 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -264/ 1681V -312/ 303H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.197" 9 13'- 4.0" Allowed = 1.956" MAX TL CREEP DEFL - -0.344" 8 13'- 4.0" Allowed - 2.608" MAX LL DEFL = -0.008" 9 41'- 5.0" Allowed = 0.138" MAX TL CREEP DEFL- -0.010" 9 41'- 5.0" Allowed = 0.183" 19-11-08 20-01 1 1 '( MAX HORIZ. LL DEFL - 0.099" 9 39'- 7.0" 2-05-12 5-05 5-05 2-04 4-03-12 6-06-10 6-06-10 6-11-13 MAX HORIZ. TL DEFL - 0.159" 8 39'- 7.0" T T T 1' T T T T 1' 12 12 Design conforms to main windforce-resisting 7 50 M-4x6 Q 7 50 system and components and cladding criteria. 9.0„ Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 6 44( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x6(S) M-5x6(S) End vertical(s) are exposed to wind, Truss designed for wind loads 0.25" 0.25,. in the plane of the truss only, M-3x4 '1011111 M-1.5x3 M-3x5 2 m 11.1 M-3x8 ��� m 0 0 ``�c 1.- .g. 0 I .`�� M- x. 12 4 �`-� ;. - I M-3x4+ n r v\ •0 1 M-3x9+ M-3x4 Q M-13 5x3 15 06.25" M-3x4 9 6 0 M-5x8 43.75 M-4x10 M-5x6(S) ��0 PnOFes, 12 2-05-12 5-05 5-05 2-04 8-05-12 7-07-08 8-03-08 � . �`v C� 0.0,y2-04 10-10 26-10-08 14-08 �" :9782PE fir" 40-00-08 ./ JOB NAME: 3413-A REV. POLYGON NW - C3 Scale: 0.1297 WARNINGS: GENERAL NOTES, unless otherwise noted. . 14Z,OREGON '"h I.Balder and erection contractor should be advised ofd General Notes I.This sign based only upon the penmalen shown I end is for an Individual Truss: C 3 Generalcois G�Y y 1 q.9 44 .r. and Weminge before oonstmdicn commences. building component.Applicability of design parameter'and proper R . 2.2x4 compression web bracing must be entailed when shown.. Incorporation of component is fin rerpondbllty of the buildingdesigner. , �`.\ ( 4T„r 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the lop and bottom chords to be laterally braced al lir p V Is the rasp bIlty of Ms erector.Additional permanent bracing of continuous 0.0.and at 10'o,c.respectively unless braced throughout their length by Iq U�,,,, DATE: 11/3 0/2 015 the overall structure N to responslblky of Ihe building designer. 3.So t mpel bridgingsheathing Ice enl bodch as ing required vA nC �dryrwl(ec). SEQ.: K1560781 4.No bad should be applied to any component until oder all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non.corroelve environment, �/ �l design bade be applied to any component. and are for"dry condition"of use, EXPIRES" 1 2/3 1/201 6 TRANS I D: LINK 8.Design assumes fast bearing st sl supports shown.Shim or wedge If November 30,2015 5.CompuTrus has no control over and assumes no reepomibilky for the fabrication, 7.Desistgn cation,handling,ehipment and installation of components, ne gn maims adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by N.Plates shall be bated on both faces of truss,and placed so their center TPWYTCA In SCSI,copies of Mach will be furnished upon request. Ines coincide with joint anter lines. 9. scoloectofie.tInches. MITek USA,Inc./CompuTrusSoftware+7.6.6-SP2(1L)-E to ForbIndicate coputdesignvalues see ESR•1311,ESR-1 988(herd) 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 H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4154) 1835 1-10=(-I458) 3603 10- 2=( -405) 1153 14- 6=(-586) 996 BC: 2x9 KDDF H1&BTR SPACED 24.0" O.C. 2- 3=(-2778) 1172 10-11-(-1311) 3212 2-11=( -787) 555 6-15=(-473) 1053 WEBS: 2x9 KDDF STAND 3- 4=1-2252) 1066 11-13-( -766) 2427 11- 3=( -28) 349 15- 7=(-688) 568 LOADING 4- 5=(-2169) 1170 12-14-) -26) 63 3-13=( -617) 363 7-16=(-322) 583 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-1-1929) 1165 14-15=) -202) 1369 12-13-( -87) 0 16- 8=(-306) 399 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1972) 1106 15-16-) -503) 1748 13- 4=( -197) 180 TOTAL LOAD- 42.0 PSF 7- 8=(-2485) 1224 16- 9=( -769) 2083 13- 5=) -503) 1033 8- 9=(-2610) 1087 13-14=) -396) 1711 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 5-14=1-1100) 744 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -266/ 1682V -297/ 298H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -265/ 1682V 0/ OH 5.50" 2.69 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.343" 8 13'- 4.0" Allowed - 2.608" MAX HORIZ. LL DEFL = 0.098" 8 39'- 7.0" 19-11-08 20-01 MAX HORIZ. TL DEFL = 0.158" @ 39'- 7.0" 1 ' 1' 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 1' ,( 1' ' ' ' ' 'f ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 7.50 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 ,6( load duration factor=1.6, )\ End vertical(s) are exposed to wind, Truss designed for wind loads M-5x6(8)M-3x55 M-6X6(S) in the plane of the truss only. .25" 0.25" If/ T4 M-3x4 M-1,5x3 M-3x5 z M-3x8 �`Lr: .� o 1� 1 l ui 1 M-5x6 M-3x4 0 1312 14 15 16 *e 1 M-3x4+ I M-1.5x3 0.25" M-3x4 M-3x6 0t o M-3x4+ 0 0 M-5x8 . 3.75 M-4x10 M-5x6(S) 12 :c-9,0) PR pyres y y y y >y ), ), y '� �NG,I N E R sib y2-04� 5-05 5-06-12 y2-04 8-05-12 7-07-08 8-03-08 y y2-04 10-10 26-10-08 y �144 :9782PE ter" 40-00-08 JOB NAME: 3413-A REV. POLYGON NW - C4 Scale: 0.1347 WARNINGS: GENERAL NOTES, ,adsss otherwise rated: /�/ �' OREGON O" 1.Balder and erection conlrador should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual r,ry�(J^ rt�� Truss: C 4 end Warnings before constriction commences. building component.Appllcadlity of design parameters and proper 7 'l 2.2x4 compression web bracing must be Metalled where shown•. incorporation of component is the responsibility of the bolding designer. 3.Additional temporary bracing to Insure sled11V during construction 2.Design assumes the top and bottom chords to be leteraly braced at hA U L 'i ` 7 o.c.and at la o.c.raspectNe)y unless braced throughout their length by /" `` Is Me responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(8C). DATE: 11/30/2015 the overall structure Is the respondbility of the building designer. 3.2x Impact bridging or lateral bracing required where shown• S E K 15 6 0 7 8 2 4.No bed should be applied to any component until after al brsdng end 4.Instillation of truss s the responsibility of the respectNe contractor. Q' fasteners are complete and at no time should any loads greater than 5.Design assumes busses era to be used In a noncorrosive environment, EXPIRES: 12/31/2016 TRANS I D: LINK design bads be applied to any component, and are for"dry condition"of use. 8.Design assumes lull bearing st ell supports shown.Shim or wedge if L 5.CompuTrus has no control over and assumes no responsibility for the necessary. November 30,2015 fabrication.handling,ahipment 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 Mal be bested on both face.of truss,and placed so their center TPI WICA In SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MTek USA,Inc./CompuTrus Software 7.6.7(1L)-E t0.For bulb 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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 8=(-750) 2311 2- 8=(-277) 387 11- 6=(-304) 399 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 8- 9=(-507) 1941 8- 3=(-309) 550 WEBS: 2x4 KDDF STAND 3- 4=(-2033) 1105 9-10=(-202) 1429 3- 9=(-674) 563 LOADING 4- 5=(-2038) 1107 10-11=(-503) 1805 9- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2552) 1223 11- 7=(-769) 2122 4-10=(-476) 1043 BC LATERAL SUPPORT <= 12"OC. 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. 40'- 0.5" 7265/ 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 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.135" 9 26'- 7.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.250" 9 15'- 9.5" Allowed = 2.608" MAX HORIZ. LL DEFL = 0.060" 8 39'- 7.0" MAX HORIZ. TL DEFL - 0.095" 0 39'- 7.0" Design conforms to main windforce-resisting 19-11-08 20-01 system and components and cladding criteria. f f f 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.B, MweRs(Dir), 1' 1 1 't' ' f '1 load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, in ko M-4x6Truss designed for wind loads 7.50 Q 7.50 4.0" in the plane of the truss only. 4 q4( ii\ M-5x6(5) /00// M-5x6(5) 0.25" 0. 5" 3 et 1'e )411t M-1.5x3 M-1.5x3 z • Ali \ 0 0 ,niF ri i c 11 1 M-3x6 M-3x4 3.25" b'.25" M-3x4 •M-3x6 I ,,0P R r- M-5x6(5) M-5x6(S) j 8-02 y 7-07-08 4 8-04 y 7-07-08 8-03-08 l �`�� "C' 4-- s/ y l �i 40-00-08 1.<" :9782PE 9c JOB NAME : 3413-A REV. POLYGON NW - C5 ,�✓,��� Scale: 0.1533 ' WARNINGS: GENERAL NOTES, unless otherwise noted: C...+�'r sit} 1.Builder and erection contractor should be advised of a1 General Notes 1.TN.design Is based only upon the parameters shown and Is for an individual J OREGON o� Truss: C5 and Warnings before construction commences. building component.Applicability of design parameters and proper /� 2.2s4 compression web bracing must be installed mbars shown o. Incorporation of component Is the rosponstbNlty of the building designer. �� "4 3.Additional temporary bracing to Insure stability during construction 2.Oesign andattassumes the top end bottom dohs to be rough}braced et Is the responsib*y of the erector.Additional permanent bracing of 2 continuous st f Q o.c.sash..sly unless braced throughout that length by sheathing such as plywood sheaming(TC)and/or drywa/(BC). p/(1 U L �` DATE: 11/30/2015 the overall structure Is the responsibility of the building designer, 3.24 Impact bridging or lateral bracing required where shown 4, �`1 SEQ. : K15 6 0 7 8 3 4.No bad should be applied to any component until ager al bracing and 4.Installation of truce Is the responsibility of the respective contractor. listeners are complete and at no time should any bads greater than 5.Deeign assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and cera for"dry condition"of use. 5.CompuTrua hes no control over and assumes no responsibility for the 8.Design assumes full bearing at aN supports shown.Shim or wedge If EXPIRES: 12/31/2016 1 necesary. Imbrication,herding.aMpnent and Installation of components. 7.Design assumes adequate drainage Is provided. 6.Tina design la furnished sub)ad to the limitations set forth by 8.Plates shah be bated on both feces of truss,and placed so their center November 30,2015 TPW4TCA In BCSI,copies of which all be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For bask connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1091 1- 9=(-766) 2364 2- 9=(-303) 399 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2560) 1227 9-10=(-477) 1968 9- 3=(-321) 582 WEBS: 2x9 KDDF STAND 3- 4=(-2047) 1110 10-11=(-198) 1449 3-10=(-688) 568 LOADING 4- 5=(-2045) 1092 11-12=(-507) 1824 10- 4=(-476) 1043 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2549) 1160 12- 7=(-730) 2114 4-11=(-476) 1040 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1038 11- 5=(-686) 568 TOTAL LOAD - 42.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-296) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1711V -313/ 304H 5.50" 2.74 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 2.0" ^327/ 1849V 0/ OH 5.50" 2.96 KDDF ( 625) '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 DEFL = -0.008" @ 41'- 6.5" Allowed = 0.137" MAX TL CREEP DEFL = -0.010" @ 41'- 6.5" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.061" @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.096" @ 39'- 8.5" 20-01 20-01 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Design conforms to main windforce-resisting f f f f f f f system and components and cladding criteria. 12 12 Wind: 140 mph, h=25.Sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 (7 M-4x6 Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 End vertical(s) are exposed to wind, (�\ Truss designed for wind loads in the plane of the truss only. M-5x6(5) M-5x6(5) .25" 0.25" 3 >5x3flYAV1 .5x3 iiiii O O QED P R OFF 0 l*M-3x6 M-3x4 f.25" b1.25" M-3x4 +y M-'''6 p o M-5x6(5) M-5x6(S) o ; J' J. J' .6 J. ti��� NG I N .1�s�f0 8-03-08 7-07-08 8-04 7-07-08 8-03-08 J. J ,� 'T . , 40-02 1-04-08 4' 89782PE .1":v- JOB NAME : 3413-A REV. POLYGON NW - C6 • • Scale: 0.1516 1 / WARNINGS: GENERAL NOTES, unless otherwise noted: V.�r 40 I.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en Individual JA-OREGON o' Truss: C 6 and Warnings before construction commences. building component.Applicability of design parameters and proper I J//', r 2.2c4 compression web brsdrg must be Installed where shown«, incorporation of component Is the maponslbllry of the building designer. .A, Gil^y A G V l 3.Additional temporary bracing to insure shbility during constructionir 2 Design assumes the tap end bottom chords to be laterally breCed at 77 /� J �vv. Is me responsibility of the erector.Additional permanent Madng of 7 o.c.and at 1t7 o.c.respectively unless braced throughout their length by ` continuous sheathing such as plywood sheathing(TC)and.drywall(BC). P, Ut P DATE: 11/30/2015 the avers'structure is the responsibility of the binding designer. 3,24 Impact bridging or lateral bracing required where shown«« 1 L SEQ.: Vi5 6 0 7 8 4 4.Na bad should be spelled to any component untl after a'bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used M a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition'of use. 5.CompuTrus has no control over end assumes n o responsibility ler the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end InstalNtbn of components. 7.Design assumes adequate drainage Is provided. November 1 OVem be r 3n 8.This design is furnished eubJect to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center I U V 2 1 5 TPUWTCA In BCSI,copies of which all be furnished upon request. Anes coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MTek USA,Inc.ICompuTrus Software 7.6.7(1 L)_E 10.For basic connector plata design values see ESR-1311.ESR-19e8(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP N-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 20-01 20-01 T 'f 'f 13-04-09 6-08-07 6-08-07 13-04-09 1 T T T '1 12 HM-4x4 12 7.50 11 Q 7.50 M-3x5(S) M-3x5(S) O 111iiiiii1l1flhiiiiii1111 up '` o 4, Ii MM MM d, i 4 0 o M-3x5(5) M-3x5(S) o M-3x4 M-304 �p PROp y 15-11 8-04 y 15-11 �ç \(' .. N�� 15>0 y _ -)-- 1::,, 40-021-°;,7,2.1, 82 P E C JOB NAME : 3413-A REV. POLYGON NW - C7 Scale: 0.1993 4) WARNINGS: GENERAL design is unless of the parameters -"4! OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters Mown and is for an individual ,L O� Truss: C7 and Warnings before nnsiructlon commences. building component.Applicability of design parameters and proper A 2.Dr4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. '9:9 Al R y A r t. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced et 7 J is the responsibility of the erector,Additional permanent bracing of 2'o.n.and et 10's.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheething(TC)endfor drywel(BC). p/l U L DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2.4 Impact bridging or lateral bracing required where shown.. SEQ. : K1560785 4.No bad 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 al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design bads be applied to any component and are far"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at et supports Mown.Shim or wedge If EXPIRES: 12/31/2016 necessary, fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by B.Plates shall be located on bath faces of truss,and placed so their center N flue m be r 3"/� ,2 TPINYlCA In SCSI,copies of which will be furnished upon request. Nnes coincide with Joint center lines. 9,Digits indicate size of plate In Inches. MiTek USA,Inc./CornpuTrus Software 7.6,7(1L)-E 10.For basic connector plate design values see ESR-1311 ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" '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 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, M-1.5x4 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12-06-08 T 1' 12 4.00 v 2 1.0 1 I l///////////////////////////7/////////////////////7///!I////7///7///1//////////./////////7/// O 3 4 M-3x4 1-00 11-06-08 12-06-08 ��O PRp fis 04,GINEL- (S/, if? t4 89782P E • JOB NAME : 3413-A REV. POLYGON NW - Dl • Scale: 0.4806 WARNINGS: GENERAL NOTES, unlessatherelse noted. CI...(� �vJ 1.Bolder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and ie for an individual 7j4. OREGON o Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper (/ 2.2)4 compression web bracing must be Installed where shorn+. Incorporation of component Is the responsibility of the building designer. .t1� it l G �V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at 77 "1 Y J �G Is the responsibility of the erector.Additional permanent bracing of o.c.end et 10'o.c.respectively unless braced throughout their length by V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p/1 1 I i DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ /}t J 1. 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 1 rJ 6 7 e 6 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design bads be applied to any component. and ere for"dry condition"of use. TRANS I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12!31!2016 5.CompuTrus hes no control over end assumes no responsibility for the necessary. fabrication,handling,shipment and Instalktion 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 November 30,2015 TPWJTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digit,indicate size of plate In inches. MiTek USA,Inc.ICompuTrus Software 7.6.7(10-E 10.For basic connector plate design values see ESR-1311.ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&HTR 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 WEBS: 2x4 KDDF STAND; 3-4=( -7) 3 6-3=(-165) 128 2x4 OF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) 1'- 0.0" -66/ 559V -56/ 152H 5.50" 0.84 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12'- 6.5" -66/ 495V 0/ OH 5.50" 0.79 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP "* For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.008" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.020" @ 6'- 8.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.042" @ 6'- 8.1" Allowed = 0.708" ♦ 6-09-14 5-04-14 0-03-12 MAX HORIZ. LL DEFL = -0.005" @ 12'- 1.0" f ,r f MAX HORIZ. TL DEFL = 0.009" @ 12'- 1.0" 12 17,- M-1.5x3 4.00 4 Design conforms to main windforce-resisting 3 -{ system and components and cladding criteria- f Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. N o O I 1 001111.44111111111111 . lil 01 7 5 6 O M-3x8 M-1.5x3 M-3x4 y y 6-08-02 5-10-06 .1, .1, 1-00 11-06-08 y 0p P R O�e12-06-08 , (G� `19rte` ' � , 0 '''''R d.-`Lv"tzt' 89782PE ,-- JOB NAME : 3413-A REV. POLYGON NW - D2 • . Scale: 0.4181 •"' WARNINGS: GENERAL NOTES, unless otherwise noted. C., r 40 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual '7 OREGON Q" Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be Installed where ()shown+. incorporation of component is the responsibility of the building designer. ,T,9 ( dq R y .\f V 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced al 77 'l J Is the responsibility of the erector.Additional permanent bracing of T o.c.and et 10'o.c.respectively unless braced throughout their length by continuous sheathing such es plywood sheathing(TC)and/or drywaI(BC). r-/1 U L 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. : K1560787 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end et no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D: LINK design loads be applied to any component. and are for"dry condttion"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. EXPIRES: 12/31/201fi fabrication,handling.shipment end 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 November 30,201 5 TPWITCA in BCSI,copies of which will be Nmished upon request. lines coincide with Joint center lines. 9.Digit.Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-447) 176 1-5=(-220) 392 2-5=(-432) 199 BC: 2x4 KDDF #10BTR SPACED 24.0" O.C. 2-3=( -83) 77 5-3=(-129) 111 WEBS: 2x4 KDDF STAND; 3-4=( 0) 0 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -52/ 440V -43/ 1149 5.50" 0.66 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 9'- 8.5" -48/ 376V 0/ OH 5.50" 0.60 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 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/ / ,r ' I MAX HORIZ. LL DEFL = -0.003" @ 9'- 3.0" MAX HORIZ. TL DEFL - 0.004" @ 9'- 3.0" 12 4.00 M-1.5x3 Design conforms to main windforce-resisting 4 3 -/ system and components and cladding criteria- Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. ni 0 l r1 u-, io0011.dgidglldIIIIIIIIIIIIIIIIIIIIIIIallil 71 E 01IdgIIIMMIMIIIIIIIIIII.M11M1111=IIIIMIIIIIMMIIaSA rn of 6�� .. 5 -/ in M-3x8 M-3x4 y 0. ) 9-03 0-05-08 L ), y 1-00 8-08-08 y 9-08-08 y �� „p PR open 061 ' 19782PE ter' JOB NAME : 3413-A REV. POLYGON NW - D3 Aar - Scale: 0.4704_ f NMI WARNINGS: -- GENERAL NOTES, unless otherwise noted: ,/ V / h 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual -�rjf.OREGON o'er ems,,, Truss: D3 and Wamings before construction commences. building component.Applicability of design parameters and proper 7 j////,,�,, ry �(_ 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component 4 the responsibility to of the building designer. 1;9 <I^y 1 G ,V (� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom dabs to W laterally braced at 7 '7 1`�( _1 J Is the responsibility of the erector.Additional pemanent bracing of co7 o.c.and at sheathinguous IS o.c.rsepedNety unless brad throughout their larglh by DATE: 11/30/2 015 tit overall structure is the responsiblity of the building designer. 3.Zx Impact bridging oor lateral bras acing required h�('C�wn 4 drywaA(BC). pitr /� 1 SEQ.: K1560788 4.No bad should be applied to any component until after aI bracing and 4.Installation of truss b the respondbllty of the respective contractor. �`1 1=. fasteners are complete and at no rima should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design bads be applied to any component, end ars for"dry condition"of use. TRANS I D: LINK 8.Design assumes fug bearing at ail supports shown.Shim or wedge If EXPIRES: 121'3112016 5.CompuTrva has no control over and assumes no responsibility for the necesNry fabkatbn,handling,aMpment end installation of components. 7.Design assumes adequate drainage Is provided. November 30,2O 1 5 6.This design is furnished subject to the Imitations set forth by S.Plates shall be bated on both faces of truss,and placed so their center TPVWICA In BCSI,copies of which oil be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CornpuTrus Software 7.6.7(1 L)-E 1o.For basic connector plate design values sea ESR-1311.ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PUP 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=1.6, M-1.5x4 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous •• For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-08-08 T T 12 4.00 17 r-1 LP, -r I MO WO I" PM PAPA P FARFAIMAIWAPTIF JAI /0" AP% Aar ArIPAI 3 4 M-3x4 1-00 8-08-08 ,k 9-08-08 <�� 9 PR p/Ess rte 04GINE�'4 'd2 89782PE v JOB NAME : 3413-A REV. POLYGON NW - D4 • Scale: 0.5079 WARNINGS: GENERAL NOTES, unless o the parameters noted � O R E G O N ,r 1.Budder and erection contractor should be advised of all General Notes 1,This design la based only upon the para melera shovm and is for an Individual Truss: D 4 and Warnings before construction commences, building component,Applicability of design parameters and proper �y //', n 2.2x4 compression web bracing must be Installed where shown+. Incorparatlon of component Is the responsibility of the building designer. 7�(� V� V �+Or 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to De laterally braced et 7�r� J Is the responsiblldy of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectNely unless braced throughout their length by continuous sheathing such es plywood sheathing(TC)and/or dryvnN(BC). PA I 't DATE: 11/30/2015 the overall structure Is the responsibility of the budding designer, 3,2x Impact bridging or lateral bracing required where shown++ 1 S J 1 SEQ. : El5 6 0 7 8 9 4.No load should be applied to any component until after all bradng and 4,Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should arty bads greater than 5.Design assumes Trusses are to be wed In a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTnts hes no control over and assumes no responsibility for the 8.Design assumes full bearing al a6 supporta shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limdatlans set forth by B.Plates shall be located on both faces of truss,and placed so their center N Quem be r 30,201 5 TPVWTCA In BCSI,copies of which will be furnished upon request. Knee coincide with joint center lines, 9.Digits Indicate size of plate in Inches. MITek USA,Inc.ICompuTrus Software 7.6.7(1L)-E 1o,For basic connector plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <= 12^OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 248V 0/ 24H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -34/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 4.00 " LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. al0 iooll'IIIIIII m `•� l I , o .allirdilli M o f114 -/ M-3x5 1-00 y 1-00 y ���,�D P^R pFFss 'PROVIDE FULL BEARING;Jts:2,4,4 j ``� ONGINE 9 >O V J�+ I/ �� :9782PE �<" JOB NAME : 3413-A REV. POLYGON NW - El if Scale: 1.1020 NI WARNINGS: GENERAL NOTES, unless otherwise noted: V / 1.Bolder and erection contractor should be advised of all General Notes 1.This dedgn Is based only upon the parameters shown and Is for an Individual 174/&.S R E G ON o Truss: El and Warnings before construccon commences, building component.Applicability of design parameters and proper 2.2x4 comprowbn web bracing must be Installed where shown 0. Incorporation of component Is the responsibility of the building dealgnsr. 17 4 y 4 G ; 4,N 3.Additional temporary bracing to Insure stability during constructionir 2.Design assumes the lop and vett'bottunless chob,to be laterally breed st 7 '1 1 J Is the responsibility or the erector.Additional permanent bracing of c o.c.and at 10'o.e.respectively.. bawd throughout their length by continuo.sheathing such ea plywood sheething(TC)andror dryw ll(BC). /I UL f t n DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or latent bracing required where shown«r �`1 l j L SEQ.: K 1 5 6 0 7 9 0 • 4.No bad ehadd be applied to any component until alter 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 assumes trusses ere to be used Ina non-corroelve environment, T RAN S I D• LINK design loads be applied to any component. and aro for"dry common"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes h41 bearing at IN supports shown.Shim or wedge if EXPIRES: 12/31/2016 ...eery. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 30,2O.t t 5 B.This design Is furnished subject to the limitations set forth by 8.Plates shah be located on both faros of truss,and placed so their center TPIIWfCA In BCS),copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Mdlwte size of plate In Inches. MiTek USA.Inc.ICompuTrus Software 7.6.7(1L)-E 10.For baric connector plate design value.see ESR-1311,ESR-198B(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury WMDimensions are in ft-in-sixteenths. Ink Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See SCSI. TOP CHORDS 01/ „ 2. Truss bracing must be designed by an engineer.For ' 16 4 wide truss spacing,individual lateral braces themselves 0 WEBS may require bracing,or alternative Tor I lj .. Obracing should be considered. ■_� = 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building C 7-8 C 6-7 C 5-6 For 4 x 2 orientation,.locate designer,erection supervisor,property owner and plates 0 "i x' 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 MI 1•11 required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that "4" Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the $P represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. #MEMI, reaction section indicates joint 1111111111111 Ell 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 .11111111111 Industry Standards: 111 ANSI/TPII: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. m.ire ko is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013