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Plans (140) /YlsTzoI8-002o4.' /64,3i 6,t/ / C Ste Immo MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-398_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45996168 thru R45996176 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ti_c o PROFFS co ANG I N EFR sio � 87022PE 9f N -7 SAT OREGON 4ti ER ' �O EX"1'1 :06/30/ / November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45996168 PL15-398 UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:55 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-C2lotXC6_hwKV 1 DU3AVpf6uLN?l8tNiI8mFYHYyEz2 1 1-8-12 I I 1-4-10 1 2-0-0 1 1 1-2-0 II 1-1-10 1 1 1-3-8 1 1-3-0 1 Scale=1:37.2 3x5 = 1.5x3 II 4x8 = 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 FP= 3x4 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 ee e _ a e _ e e TIII N 24 23 22 21 20 19 18 17 16 15 4x5= 3x6 = 3x6 FP= 3x5= 1.5x3 I I 1.5x3 II 3x6= 3x8= 3x4= 3x8= 13-0-6 1 1-11-12 1 11-10-62-5-61I 18-6-8 1 21-4-0 1 1-11-12 9-10-10 -7-0 b-7-01 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,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 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 Uplift 15=-480(LC 6),24=-844(LC 6) Max Gray 23=1697(LC 3),16=1349(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1551,3-4=-444/0,45=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 PR0FFss co�� G, ANG]N FR 1029 87022PE r' 7 <Aj, OREGO 15 44/ AO AMBER \1 \O �S A- H e?`\-\A EXPIRES:06/30/2017 November 30,2015 i b WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. fill. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication.storage.delivery,erection and bracing of trusses and truss systems,see ANSI/OPll Quality Criteria,DSB-89 and SCSI 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 R45996169 PL15-398_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:57 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y1211 yA1g??-8RtYIDEMWJA2kLNsBaXHkXzecpMrLNVbc4keMRyEzrO 11-0-0 I 1 1-1-10 II 1-2-0 1 r 7-21i 1-2-0 1 1-2-0 ii 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 • •, o e a o 0 0 ®. a o e 40/ N11411444, \ Ics 0- e o e o ee a 'e s 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5- 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4 = • • 14-2-2 I 13-0-2 13-7-21 I 19-0-4 I 13-0-2 0-7-0 0-7-0 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/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) • Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1588/0,3-4=1588/0,4-5=-2786/0,5-6=-2786/0,6-7=3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=-4122/0,11-12=4122/0,12-13=3586/0, 13-14=3586/0,14-15=3053/0,15-16=-3053/0,16-17=1806/0,17-18=-1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=-1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=-367/0,12-24=-662/7,18-20=-1271/0,18-21=0/1096,16-21=-919/0, 16-22=0/716,15-22=-31/252,14-22=-1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <CY' PRoFFSS QwG\. ANGINEER X029 87022PE11. r' N CAj, OREGO r],� 4N 9O AMBER 11 \p OS A. H ec\ EXPIRES:06/30/2017 November 30,2015 1 / ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSI/T911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Infotion available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Suite 109 rm Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 1445996170 PL15-398_UPPER R13 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:58 2015 Page 1 ID:zs2ygYHMYIt1_Z1 p9y12t1yAg??cdRxWZF_GclvMVy2112WHIWp2Dne4k9lgkTCutyEzr? 1 1-6-0 1 1-3-4 1 1 1-1-10 1 1-0-o 1 1 1-2-0 110-8-61 Scale=1:38.1 3x4 = 4x8 = 3x4 II 4x4= 3x5= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 "1 �_ A\ n 7\n ,.No/.'e/ o/.moo/.'e/ 'a/.'o Iry IPC O O e- O O G 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5 = 3x8= 4x6=3x6 FP=4x5= 3s5= 3x5= 3x4= 3x5= 3x5 = 3x5= 3x4 = 14-0-14 I 3-0-4 I 12-10-14 1?-5-14 1 22-4-12 I 3-0-4 9-10-10 0-7-010-7-0 9-3-14 Plate Offsets(X,Y)- [12:0-1-8,Edge],[27:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.16 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.25 27 >941 360 BCLL 0.0 Rep Stress Inc( YES WB 0.91 Horz(TL) 0.02 23 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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 Uplift 35=-984(LC 4) Max Grav23=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. �t•D PR OPE 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. c.:' ' [N� t..) 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 �� .,..\.-4G F9 Oe be attached to walls at their outer ends or restrained by other means. 9 6)CAUTION,Do not erect truss backwards. 87022 P E r-- // NN "4, c<`�- OREGON r <v 9O �cM8ER \\ 4O OS A. HE?' EXPIRES:06/30/2017 November 30,2015 ti i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIt-7473 rev.10/0312015 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 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/OPI1 Quality Cdterta,058-89 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 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:zs2ygYHMYItI_Z1 p9y12t1 yAg??-4a_JjvGd1 wQmzfXFl?ZIpy3?Cc7vpDxu3ODIQJyEzr_ 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 I,o-^ 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= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 T a la NI 61 .II. \ 0 9 \a / \ -123 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6 = 1.5x3 II 3x4= 3x6= 3x4= 1 2-11-0 I 21-3-0 1 2-11-0 18-4-0 Plate Offsets(X,Y)— [8:0-1-8,Edge],[17:0-1-8,Edge],[23:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (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 Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=-1993/0, 8-9=-2337/0,9-10=2337/0,10-11=1912/0,11-12=1912/0,12-13=1912/0 BOT CHORD 22-23=1154/0,21-22=1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=-1729/0,8-19=-553/0,6-19=0/810,6-20=-1172/0,4-20=0/1608, 4-22=-1567/0,13-15=-1276/0,13-16=0/866,10-16=-427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. \AGP FF,q`/o, Qw 870 2PE r9r y ' N -'0>, OREGON ti� ,_,41./9on ‘,1/BER 1' C, SA. HE ` EXPIRES:06/30/2017 November 30,2015 t t WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with 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 Mile( ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria.DSB-89 and SCSI Building Component Safety Infomratlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996172 PL15-398_UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:56:01 2015 Page 1 ID.zs2ygYHMYItl_Z1 p9y1211 yAg??-0C638bHtZXgTDygdQQbDuN8HVQikHAIB W isUCyEzgy 1 7-0.0 1 Ott -2-01 p-7-,11 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:36.4 454= 4x4= 3x4= 354= 354= 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 a • e a ,- o o ,� o c o o -e oc e 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6 = 3x6-3x6 FP= 355= 3x5= 355= 355= 454= 355= 456= 354= 1.5x4 SP= 15-6-14 I 14-4-14 14-11-14 I 21-4-0 1 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[27:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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 ��0q P R OFF-, attached to walls at their outer ends or restrained by other means. �\�<�NG I NFFR 020 �� 87022PE 9r N yCC‘4>, OREG•N c, 4N 9O AMBER r1 O OS A. H0\ EXPIRES:06/30/2017 November 30,2015 1 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. 1 Design valid for use only with MRek®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 M'Tek' 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 ANSWTPl1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Infonnaton 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 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:02 2015 Page 1 ID:z52ygYHMYIt1 Z1p9y12tlyAg??-UPgRIxIVKroKg6Fq_87SRbhVvg7KOYoKIMRPOeyEzgx 1 1.6-0 1 1-3-4 1 1 1-1-10 11-0-0 I 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 C. •_A, •a 0i§ e e e ° e a--11.- e a ' 1,,,T, I, N- i \ iN ��N / N /_ / N / \ /�\ / N MP e e e e °- e e , 0PET_ C 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 I 12-10-14 1 1, I 22-7-8 I 3-0-4 9-10-10 0-7-0 0-6-10 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge],[27:0-1-8,Edgel,(35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.17 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.26 26-27 >899 360 BCLL 0.0 Rep Stress Ines YES WB 0.94 Horz(TL) 0.03 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:113 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=701/0-2-12,34=2195/0-7-0,35=917/0-2-4 Max UpIift35=1009(LC 4) Max Gray 23=702(LC 4),34=2195(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2915,3-4=0/2915,4-5=0/915,5-6=0/915,6-7=-555/0,7-8=-555/0,8-9=1636/0, 9-10=1636/0,10-11=2324/0,11-12=2324/0,12-13=-2618/0,13-14=-2618/0, 14-15=2578/0,15-16=2578/0,16-17=2578/0,17-18=2096/0,18-19=2096/0, 19-20=-1244/0,20-21=1244/0 BOT CHORD 34-35=1534/0,33-34=1790/0,30-31=0/1141,29-30=0/2031,28-29=0/2618, 27-28=0/2618,26-27=0/2665,25-26=0/2384,24-25=0/1715,23-24=0/671 WEBS 2-35=0/1844,2-34=1820/0,12-29=579/0,10-29=0/411,10-30=553/0,8-30=0/694, 8-31=821/0,6-31=0/963,6-33=-1086/0,4-33=0/1225,4-34=1464/0,21-23=-940/0, 21-24=0/801,19-24=-661/0,19-25=0/534,17-25=-402/0,17-26=0/273,14-27=-268/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)23,35. �0D P R OFFs 4)This truss has large uplift reaction(s)from gravity bad case(s).Proper connection is required to secure truss against upward movement �� GIN -,. �'/ at the bearings.Building designer must provide for uplift reactions indicated. �,\ �N R O)9 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 be attached to walls at their outer ends or restrained by other means. 4 . 870 2 P E r 6)CAUTION,Do not erect truss backwards. N >cV - �'Oj, OREG N rye0 41 9O AM O `\ BER '' S A. H e?'\-•4P EXPIRES:06/30/2017 November 30,2015 1 _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ABI-7473 rev.10/03/2015 BEFORE USE MI! Design valid for use only with Wield?,connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.defNery.erection and bracing of trusses and truss systems.see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informafon available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996174 PL15-398_UPPER F07 Floor 2 1 Job Reference(Optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:04 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-RnoCm cJIsS224Q P C5Z9wWOmgUdkyUYzdDfwW5XyEzgv 10-10-0 11 1-2-0 I I I0-9-0 10-9-0 110-9-0 10-9-0 110-9-0 10-9-0 I Scale=1:34.3 3x4= 4x4= 4x4= 3x4 = 3x4 = 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 e 11cciO 9 1 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 1B-9-141 1 20-2-0 I 13-2-14 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress lncr 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 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=-1379/0,4-5=2483/0,5-6=-2483/0,6-7=-3317/0,7-8=-3317/0, 8-9=-3881/0,9-10=3881/0,10-11=4177/0,11-12=-4177/0,12-13=4200/0, 13-14=4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=-3617/0, 18-19=3075/0,19-20=3075/0,20-21=2299/0,21-22=-2299/0,22-23=-1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=-412/0,18-30=0/367,2-40=1112/0,2-39=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. �vp PRQFE 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. ' - 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 �'. .„, G I NEF9 �Q2 be attached to walls at their outer ends or restrained by other means. ( 870 2PE r CO CV -y SATOREG N tic Z0 gOAMBER .\1 �O i. On A. Hec\ EXPIRES:06/30/2017 November 30,2015 1 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall !. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualtty 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 R45996175 PL15-398_UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:05 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12tlyAg??-v_Ma_yKNdmAvia_PfGg93DJ2719nCzgmRJg4dzyEzqu 1 1-6-0 1 1-3-4 11 1-4-10 I 2-0-0 1 1 1-2-0 II 1-1-10 1 1 1-3-11 1 1-3-0 1 Scale=1:39.1 1.5x3 II 1.5x3 II 3x5= 3x6= 1.5x3 II 1.5x3 II 3x6 FP= 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e T 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 1 3-0-4 12-10-14 1 -5-11 I 19-7-0 1 22-4-11 3-0-4 9-10-10 b-7-0 5-6-2 2811 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 Incr YES WB 0.61 Horz(TL) 0.01 17 n/a n/a • BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=-371/0-3-12,24=1523/0-7-0,25=-504/0-4-4,17=1310/0-5-8 Max Uplift 16=-458(LC 6),25=-596(LC 6) Max Gray 24=1524(LC 3),17=1312(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1761,3-4=0/1762,4-5=298/0,5-6=-298/0,6-7=-1358/0,7-8=-1358/0, 8-9=-1201/0,9-10=749/0,10-11=-749/0,11-12=749/0,12-13=0/1257,13-14=0/1254 BOT CHORD 24-25=917/0,23-24=-779/0,22-23=-779/0,21-22=0/979,20-21=0/1201,19-20=0/1201, 18-19=0/1201,16-17=597/0 WEBS 2-25=0/1103,2-24=1148/0,8-21=-122/284,6-21=0/426,6-22=-764/0,4-22=0/1198, 12-17=-1333/0,12-18=0/910,4-24=-1200/0,9-18=634/0,14-16=0/762,14-17=892/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. •\(REO PCp .4G1 R OFFSS Q 87022PE 444 9r' N cV �- , OREGON (19 O<VV 7 j 9O F,tlBER .\1 \ On A. HE?' EXPIRES:06/30/2017 November 30,2015 i 1 ....- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery.erection and bracing of trusses and truss systems,see ANSI/T911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Intormation available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type aty 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:zs2ygYHMYItI_Z1 p9y1211 yAg??-rMTKPeMe9NQdxt8nmhid8eOLYrlYguc3vd9AiryEzgs 10-10-0 1 l0=84.i 1 1-2-0 'FAD's 10.0.0 10.9-D 1 10.9-0 I0-9-0 1 FM-0 10-0-0 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 • VeH - T� - e e e w - - -• ! e a 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x5= 3x6 FP=3x5= 3x5= 3x5= 3x5= 4x5= 3x5= 4x5= 4x5= 3x4= 1.5x3 SP= 3x6= 14-7-12 1 13-5-12 1121 1 20-4-13 1 13-5-12 7-0 0-7-0 5-8-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (bc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=2518/0,5-6=2518/0,6-7=3371/0,7-8=-3371/0, 8-9=-3953/0,9-10=3953/0,10-11=4267/0,11-12=4267/0,12-13=4306/0, 13-14=-4306/0,14-15=4116/0,15-16=4116/0,16-17=4116/0,17-18=-3686/0, 18-19=3121/0,19-20=3121/0,20-21=2331/0,21-22=2331/0,22-23=-1277/0, 23-24=-1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,4-39=910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=496/0,8-35=0/396,10-35=291/0,16-32=281/0, 17-32=0/823,24-26=1086/0,24-27=0/990,22-27=-904/0,22-28=0/812,20-28=-713/0, 20-29=0/570,18-29=1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��D PR 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 s be attached to walls at their outer ends or restrained by other means. �NGj ANG 1 N FSR /O� cc 870 2PE vc-- CP CV y �'oj, OR EG N (7 <C// -pon FMB E R •\-\ O os A. H -C's EXPIRES:06/30/2017 November 30,2015 t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AM-7473 rev.1003/2015 BEFORE USE hill- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building coponent,not a truss system.Before use.the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1811 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 NUT sixteentns shown in ft-in- �a tem,e.g• dimensions sho no scale) for truss system,See SCSI. 6-q-g dim (prawing t to bracing a s required. afy` 1 Additional stability in9 is alw Y i V Center ORIENTATION dia9°n°I or X engineer'Foelves N AN 3 e designed by an ces iherns t�TE LOCATIO late AT joint unless x,Y must bindividual laieralbra p 2. Truss bracing alive Tor 1 2 wide truss bracing,or.alternative_ 13�a offsets are indicated. � .IOP CHORDS may. considered• s are moth sides of truss should be and never Dimensions bracing ding shown Apply plates to b 0 design loading braced trusses. r andubed teeth• O 3' Nacmaterials ontela building _ property owner and taifirA* 4, Provide copies of this tervisoesig�/Ty O designer:erection suarfies.all other Interested p against each other. • U ~ hte embers ttbear tte each _ CHORDS 5 5. Cut m on each lace of truss of otnt BOTTOM b ane at i 6. Place plates fully.Knots an TPI 1. Irillp regulated by ANSI( tate 7 joint and are reg protected from For A x 2 orientation,to g CLOCKWISE locations Ube suitably plates 0 outside LETTERED assumes trusses will with ANSI/IPI 1. r hr from O UMBEREDI FARTHEST TO pesign , ent in act RE GENERALLY NUMBERED/LETTERED G AT THE JOINT FA the envlronm content of lumber edge re truss. JOINTS A TRUSS STARTING se noted,moisture fabrication. AROUND THE i9%at time of BY END JOINT B. Unless of exceed applicable for ber. indicates the E LEFT. IDENTIFIED shall n est n ° teen symbol t5 In D WEBS ARE 1DEN expressly noted,theservaiivie treated,or 9 tum INS sy d direction Of slots TGHORDR AN q, Unless exp ani,P and is the UtfB Tates• NUMBERS/LETTERS. use with fire retard ogn is ation r icabl Is rt required p non-structural r General p ..� con in MITek20120 to. espo is a non CODE APPROVALS responsibility°t truss fabrdleflection• tion details available PRODUCT camber for dead load dimensions *Plate location on request. and location ents. are or uP ICC-ES Reports: uirem software size,orientation req ESR1988 11.Plate type, minimum Plating 1397, indicated are m of the species and size,and TE SIZE is the plate ESR 1311.ESR-1352, ESR- ESR-3282 shah nt PLA first dimension perpendicular ER_3907,ESR 12 cumber used equal to or better than that The in all respects, width measured perension isspecified. purlins provided at L� to slots.Second dim of the lane 13•Top chords must be sheathed or 4 x the length parallel to slots. in the p Indicated on design• acing. spacing of 10 ft. noted. I designed for wind loads chords require lateral bracing BRACING LOCATION Trusses are oth grwise shown• SIITPI 1 14.Bottom is installed,unless otherwise of others I truss unless with AN or less,if no ceiNn9 °nsibin+y LATERAL and/or lumber values are the resp b symbol shown of the are in accordance not shown section 15.Connections plate without prior Indicated y bracing ber design values designs rely on member or//� by text in the LUrrl truss Do not cut or alter t rose emb T or 1 bracln9 section 6.3 These 16 output• Use b OthefS• approval of an eng unless indicated otherwise. ted. established Y vertically table if indica his Reserved i 7 Install and load ose unaccep iTek®All Rig (umber may P Consult with ©2012 M 1B•Use of green or treatedlumbera risks. health performance BEARING re bearings ental,h efore use. i 1611111110111E pro ect e ineer b ords fes location whe voNbUproject engineer n front,bock w Indicates Icons Oini onions of this design icture5 alone (supports)OCCUr. Reviewing P section indicates 1 19.Review before use. reaction peartngs occur. and P l II I �� number nSwhere is for crushing is not sufficient. manufacture in accordance with 20.Design assumes riteria. �� Min size shown hAll'eV � ANSI/IPI 1 Quality ._ 1•ary Stand . _ nosian Specifi�Ialr�ss Consir action. Standards: .,,�n�1901 MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-A REVISED 11-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1560775 thru K1560790 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ` \-•iG EFS sig � 2v 89782PE y OREGON ,40 �gRY15,� �QQ k pA U L rE9F : 2 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 ANSI/TPI 1. v S�TZON S 2• 0" 0•c• ySF bi 2 0 o ComPu£ioations a2.°11::2 x LpA° gyACEO 32.0 ygF yfer t s s4eoi d'pAp1NOy pNOR D> 42 Q y5F ont4lst T OR LL\ 25,01 pL T 1 25 ySF G1o`�t'd y ::2012.70s1 0 6E N NE1. N° Ayp C2 TO 12°C p00 S'1Ni1R RENTRA OF CS 20EORpN S AC1,10 R 14014- ,,,,D ON coNCURR£N1LY. REQUI p CHECK ISE S,pAD CNpR pR0 L s�D 8 zT°N c8 1,p6,19 12 <A 30 g0 1,01,02 \\W9 q 12 10.90 a O 0,440440044004400 ,�0/"",,,��"", 'fie`��,,N E Efi 4 1 ‘ fffffffffffffff 30 1-00 'e/��,,, 34p4 '—/A.`'-717.724:, LI VARY 1 o a2 Scale, 9'`?K PAVE .......... 15' 0 xq NyDe1 N,.3 emlet� Al Dass'°�m.W1e�°up+.mly°�dtM�;se E i �� ^`Notes' 0 onN D°6q o1 des.W\NY°l clenWY:ro q 1erAlhbY cr OENSEttl de mob°^en oon �lto ��dlMe y rnbe\30;2.015 1,00 ^r\S YrjO� yddM6lb0olW^eloD•^dNeuMd•met^M9 TeeryoW^�ryedM NOVe owotP°_wm•• ..eoed _wood ,.d w^• aws°° _o-°nm•^. 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 816BTR; LOAD DURATION INCREASE = 1.15 1- 3=(-724) 317 1- 8=(-421) 531 3- 9=(-412) 423 2x6 KDDF 816BTR T1 SPACED 24.0" O.C. 2- 4=( 0) 0 8- 9=(-387) 534 4- 9=(-284) 490 BC: 2x4 KDDF #1&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. VON. 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 VON. 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/ 1348 153.50" 1.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 9.5" 0/ 318V 0/ OH 153.50" 0.51 KDDF ( 625) 27'- 6.0" -269/ 778V 0/ OH 5.50. 1.24 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 T 1 MAX HORIZ. LL DEFL = -0.007" @ 27'- 0.5" 14-09 2-06-05 3-07-11 3-08-09 3 10-07 MAX HORIZ. TL DEFL - 0.009^ @ 27'- 0.5" • T f 1 1 1 1' 12 -M-4X9+ .. 12 Design conforms to main windforce-resisting '.; 10.90 1:77 N1 0.90 system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), • load duration factor=1.6, • Truss designed for wind loads in the plane of the truss only. • :-4X6 ,M-1.5x3 111111100, A AL L.4) I�' N o M-3x4+ . M-3xe5 M-5x12 M-3x9 +` . ��V PfIOF�[`S,s y 19-11 y 7 07 y �,�N� ON GIN a "0 1-00 27-06 1-00 89782PE r' ,,,0,,,.' n JOB NAME : 3413-A REV. POLYGON NW - B1 r p Scale: 0.1890 WARNINGS: GENERAL NOTES, unless otherwise nted Y,� OREGON o~ Cr 1.Builder end erection contractor should be advised oral General Notes I.Pis design Is based only upon the parameters shown and Is for an individual �. Lq R Y 1 e V Truss: B1 and Warnings before construction commences. building component.Applicability or design parameters and proper [> Jt` 2.2a4 compression web bracing must be installed where shown.. incorporation of component is the responstbiey of the buibirp tlesipner. - 4- {'� 3.Additional temporary brecing to insure stability during construction 2.Design assumes me top and bottom chords to be aterally brand al BA U l a\ Is the responsibility of the erector.Additional permanent bracing of c os.and at 1st o.c.respectively unless braced throughout their length by !- DATE: 11/30/2015 the overall structure Is mare. rain of buildingdesl continuous sheathing such as plywood required where s ownand/4r 4ryrnN(Bq. responsibility o finer. 3.za Impact bridging or lateral bracing regtlred sellers mown.. S E K15 60 7 7 6 4,No Toad should be applied to any component until ager all bracing end 4.Installation of truss Is the responsibility of the respective contractor. Q fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID LINK deaenbads beappn.am any mmponeM. andarefor"dry ssmesndiion"of use. EXPIRES: 12/31/2016 6.CompuTrus has m control over and assumes no responsibility for the 6.Deattig auea NII bearing ell supports ehovm.Shim or wedge H November 30,2015 fabrication.hendnng,shipment and Installation of components. ry 7.Passumes adequateoth face Is provided. 8.Thisla furnished design rnfurnished subject to the limitations sal font,by 8.Plates shat be betted on both faces of truss,end placed so their center TPIrWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate alae of plate In Inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-Z to.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 #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13563) 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 BC: 2x8 KDDF #1&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) -4- ( 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: \/ / 9" oc in 2 row(s) throughout 2x6 top chords, /X\/X\/X\ 9" oc in 2 row(s) throughout 2x8 bottom chords, 'COND. 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 T T 1' . T 12 12 Design conforms to main windforce-resisting M-4x10 system and components and cladding criteria. 10.90 V N1 0.90 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,h( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ,A Truss designed for wind loads in the plane of the truss only. M-3x8 Ai ,lNM3xS M-5x16 M-5x16 ,r, *falll IN 1-EMI 1111111.=MMIII1 . 1 M-4x10 -M-10x10 M-4x10 M-7x8(S) 1 7 04 1 6 os y 6 05 1 • 7-04 1 � .0 PROk:to 15-06 1 12-00 l �.(c.„ E& , �r�.•�� 27-06 t97$2PE �'e JOB NAME : 3413-A REV. POLYGON NW - B2 - ► _dor Scale: 0.1866 -,/x WARNINGS) GENERAL NOTES, unlessomerwlae noted. 7� OREGON �4 1.Bulkier and erection contractor should be advised of all General Roles 1.This design is based only upon the parameter.shown and is for an individual lJ L i Vn Oy Truss: 52 and Warnings before construction commences. building component.Applicability of design parameters and proper f,�• V 2.2x4 compression web bracing mud be Installed where shown+. Incorporation of component lathe responsibility of the building designer. ��I V Lj` C.1 3.Additions!temporary bracing to Insure stability during construction z.Design assumes me top and bottom chords to be laterally brace.at 7 ' r l�/ :J Is the rcspon.IblFry of the erector.Adtllllonal permanent bracing of 2'o.c,end at 10'o.c.re ol,ee plywoodly unless braced throughout their length by rJ��s ,... DATE: 11/30/2015 the overall structure la the res onaibiA of buildingcontinuous sheathing or a ter l b c ng rsheathing(TC)uirwheresown.r drywell(BC). /+��1 1 l` p No designer. 3.zxlmpactbddgingorlateralbrad�ragetredwhere.now„++ V SEQ. : K1560777 4.Noload should beapplied toany component until after ail bracing and 5. net tion oftru,sisthe reelo siullty of the sedInation.roe!entractenvironmeni, feslenera are complete and at no time should any loads greater man Design assumes TRANS ID: LINK design toad,50 applied to any component G and Desigare for n "dry condition" mno,rmf ataisupports shown.smmorwea wedge 5.CompuTrus has no control over and assumes no responsibility Mr the necessary.assumes g eg EXPIRES: R E S 1 2/31!201 6 L//�� li-S Gr.7 G a7 /G V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design Is furnished subject to the limitations,at forth by 8.Plates shall be located on both faces of truss,and placed so theft center TPIA TCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(10}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IROSS °� °277-°.C. NCR�'�✓�C. end ttV1tYPlcabyeen°V le LOAD 00 RACE pAD1N0 ORO 10 QeSF ab x2 to C°cl£cat°ns l' N IOQ C pR0' 92.0 `'omQlete spe O1 \ ON g0 TpT y SAO' 1 +Dy yyt 25. Oy 25 RSF Gx°und SLYWOUg92 ND B£ING M8I' yy$ NpI Ae4D IRC 20 Io WO tf: O 00t1. RE AXINOROOCH KIVE L 02 05 ACI Np C CURR£N'LyY. RORION CON CHORD D 90II AN g-00 12 "‹ ,10.90 4 8'�� 2 12 01‘111\444400 10.90 a �o p�OFEi 7/gE r,,,,I t VA $ZP� 4,1'11144��'/"",//////'/,/ Scale' 0 32g8 o', 16,00 �f( PAvi �rv�e\ Q f ----14-4i4 m�roYeero N`°wr e�V�ofpe' „e,. {'� �i�� ` GGE �5 Urb 4mej.;10 Qsror`Ime Wd� dsY , VXT `;� i p�NO �d onH cryo yHM°p�e�s\YY Ory w— 0iV2p15 S' N\N oeNEnred°wr`v°re rove"°'adbottomcr0�e,cwdm%°�ne' \Uel 3 _f,S.`�G w0 . a v: rw,„ N vem oo�aYwestt`°wv Kctt+eNOd�,esm ero eh._wrirodo�mefd. 0 This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 90'— 0.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. 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.a, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-152 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 T 13-03-01 6-08-07 6-08-07 13-04-09 T T 1 T T 12 IIM-4x4 12 7.50 • I 7.50 M-3x5(5) M-3x5(5) 4111111111111111111111111411111111sssN yr ornI I ©11.11.1.11.111111.11111111111°.111.1.11'1177 n u1 o M-3x5(S) M-3x5(S) o M-3x4 M-3x4 �� p PROP 15-09-08 y 8-04 y 15-11 ,C� T`NAGINE-,,,1/4#6;i0 40-00-084 . 1-0t5§8782PE -- ,', • JOB NAME : 3413—A REV. POLYGON NW — ClSale: 0.2000 • .~,'`i"' 'snr' • AIRIF WARNINGS: GENERAL NOTES, unless otherwise noted: (/ � 1.Builder and erection contractor should beadvised ofall General Notes 1.This design Is based only upon the parameters shown and is for an individual -5!A OREGON e.,", ,�„ Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper r� fl 2.2a4 compression web bracing instal be Installed where shown•. incorporation of component M the responsibility of the bulking designer. .17_41, �4q, revs (j { V. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be lateralty braced at f lir. 1. Is the responsibility of the erector.additional permanent bracing of 7 c.c.and at 17 o.c.respedNely unless braced throughout their length by //`��s continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f�/1( i l Ck DATE: 11/30/2015 the overall structure Is the responsibility of the bWlding designer. 3.2s Impact bridging or lateral bracing required wTere shown•• V Ir SEQ.: K1560779 4.No load should beapplied toany component until after all bracing and 4. Matron oftruss Isthherrspo siupxdInethe noncctive non-corrosive environment, fasteners are complete and at no time should any b 4.ads greater than Design assumes design beds be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment andinstallation of components. 7. assumes adequate drainage Is provided. November 30,2015 8.This design is furnished subject to the limitations set brth by S.Plates shall be located on both feces of truss,and placed so their center TP W,'lCA In BC SI,copies of whkh will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 0.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 9=(-750) 2322 2- 9=(-277) 387 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-2520) 1212 9-10=(-971) 1952 9- 3=(-309) 550 WEBS: 2x9 KDDF STAND 3- 4=(-2032) 1105 10-11=(-195) 1990 3-10=(-674) 563 LOADING 4- 5=(-2035) 1088 11-12=(-509) 1816 10- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2540) 1157 12- 7=(-727) 2107 9-11=(-976) 1040 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2650) 1035 11- 5=(-686) 566 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" -269/ 1707V -313/ 303H 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "00 spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.135" @ 26'- 7.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed = 2.608" MAX LL DEFL = -0.008" @ 41'- 5.0" Allowed = 0.138" MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" 19-11-08 20-01 Design conforms to main windforce-resisting 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 system and components and cladding criteria. Wind: 190 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 177 M-9x6 ,7:1 7.50 load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, /- 4 4`( Truss designed for wind loads N% rn the plane of the truss only. M-5x6(6) IIIIM-5x6(s) 0.25" 0.25" 407 N '-' M-1.5x3 M-1.5x3 l' • Aggiak ..•N O o 0 1r^ 9 10 11 12 -3x6 M-3x4 0.25" 0.25" M-3x4 6 M-5x6(S) M-5x6(S) O ,,`Co GIN E - . f'o y8-02 y 7-07-08 y 8-04 y 7-07-08 y 8-03-08 y y ..,„_-•44 -.172,...:9 78 2 P E �� 40-00-08 1-04-08 JOB NAME : 3413-A REV. POLYGON NW - C2 ' ' il Scale: 0.1555 �,. N ...... WARNINGS: GENERAL NOTES, unless otherwise noted: �/ti * EGO"- , ST 1.Builder and erect on contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual v�I l �,. l Truss: C2 and Warnings before construction commences. bulMing component.Applicability of design parameters and proper Ai 6 2.204 compression web bracing must be Installed where shown+. Incorporation or component is the responsibility of the building designer. ,( 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at ,` f`s a1 Ie the responsibility of the erector.Additional permanent bracing of continuous o.c.antl at 10'o.c.respeces ply unless braced throughout their length by !"AUL. ;` DATE: 11/30/2015 the overall stmcture la the res biN l the xImridgingior sucherlbac plywood required where shown) ortlrywell(BC). responsibility o building desIgner. 3.20 Impact bridging or lateral bracing required where shown 0. SEQ.: Ki5 6 0 7 8 0 a.No bed should be applied to any component unlit after be 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 busses are to be used In a non-corrosive environment, EXPIRES: � / 1 Go TRANS ID• LINK design bade be applied to any component. and are for"dry condition of use. 5.CompuTrus has no control over end assumes no responsibility for the 81 Design assumes lull bearing al aN supports shown.Shim or wedge if November 30,2015 fabrication,handling, eery. shipment and installation 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 boded on both feces of truss,and planed so their center TPUWICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate In Inches. MiTek USA,Inc.JCompoTrus Software+7.6.6SP2 1L E( )- 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC 1 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=(-4162) 1836 1-11=(-1458) 3621 11- 2=( -405) 1158 6-16=(-473) 1050 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2777) 1172 11-12=(-1311) 3229 2-12=( -791) 555 16- 7=(-686) 568 WEBS: 2x4 KDDF STAND 3- 4=(-2251) 1067 12-14=) -766) 2440 12- 3=( -28) 349 7-17=(-263) 573 LOADING 4- 5=(-2168) 1170 13-15=( -26) 64 3-14=( -618) 363 17- 8=(-297) 346 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1929) 1166 15-16=( -196) 1380 13-14=( -87) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1969) 1088 16-17=) -504) 1759 14- 4=( -197) 180 TOTAL LOAD = 42.0 POE 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=( 0) 83 5-15=(-1103) 733 15- 6=( -587) 996 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -264/ 1681V -312/ 303H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.344" @ 13'- 4.0" Allowed = 2.608" MAX LL DEFL = -0.008" @ 41'- 5.0" Allowed = 0.138" MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed = 0.183" 19-11-08 20-01 1' ' f MAX HORIZ. LL DEFL = 0.099" @ 39'- 7.0" 2-05-12 5-05 5-05 2-04 4-03-12 6-06-10 6-06-10 6-11-13 MAX HORIZ. TL DEFL = 0.159" @ 39'- 7.0" 12 12 Design conforms to main windforce-resisting 7.50 [7. 14-4x6 .S17.50 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 6 `\ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x6(S) M-5x6(3) End vertical(s) are exposed to wind, Truss designed for wind loads .25" 0.25" in the plane of the truss only. "s i M-3x9 1 CS.-• 3 M-1.5x3 M-3x5 2 co M-3x8 � k0 o i,.. o , M- x, 12 14.-.-- •" vl, 0 0 1 M-3x9 0 13 15 16 17 . 0 0 I M-1.5x3 0.25" M-3x9 6 1 0 0 M-3x4+ 0 0 M-5x8 d 3.75 M-9x10 M-5x6(5)12 �� p PR0FE0 y l l l l 1 y �� .9 p� GINEF > 2-05-12C?5-05 5-05 2-04 6-05-12 7-07-08 8-03-08 �� l l 1 l Y y2-04 10-10 26-10-08 1-04-08 :9782PE 9" 40-00-08 JOB NAME : 3413-A REV. POLYGON NW - C3 �� IRO Scale: 0.1297 too oy OREGON 4) WARNINGS: GENERAL NOTES, unlaes otherwise noted: A 7�I/- ��/R E G V N /tih 1.Builder and erection contractor should be advised of all General Note. 1.This design Is based only upon the parameters shown and Is for an Individual 9,5, VARY 1`� 2 �Q Truss: C3 and Warnings before construction commences. building component.Applicability of design ammeters end proper AI 2.1s4 empreaabn web er.dnp must be installed where shown+. Inearporatbn of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes me by and bottom chords to be kterory ease a pA U L R; is the responsibtiry of(M ars or.Addilbnet permanent bracing of 2'0.c.end et 1 ff o.c.eonh sly unless based throughout their length by Continuous sheathing such as plywood sheathing(,.s and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the reepnnsibaty ohne building Scanner. 3.2.Impact bridging or lateral bracing required where shown++ SEQ.: K1560781 4.Nobed should beapplied to any component until after all bredngand 4.Inaelktbmthe oftherespp.akecontractor. fasteners are complete and al no time should any bads greater than 5.Design assumes 6aaaes are to be used in a non-comoave environment. EXPIRES: 12/31/2016 TRANS I D. LINK design loads be applied to any component. and are kr"dry condition•of use. 5.Comporrue has no control over and assumes no reeponsibiloy kr the 8.Ds eel��saunas full bearing et all wppode shown.Shim or wedge If November 30,2015 febrkallon,handling,shipment end installation or components. ry' T.Design assumes c ted on bdoth Pepe is truss,an 8.This design is furnished subba to the limitations is:forth by B.Plates snap be located on both feet of truss,end pieced to melt center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. El Digits Indicate ales of plata In inches. MiTek USA,Inc./CompuTrus Software+7.6.6SP2OL)-E 10.For basic connector plate design values see ESR-1371,ESR-1908(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 0160TR LOAD DURATION INCREASE = 1.15 1- 2=(-4159) 1835 1-10=(-1458) 3603 10- 2=1 -405) 1153 19- 6=(-586) 996 BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. 2- 3=(-2778) 1172 10-11=1-1311) 3212 2-11=1 -787) 555 6-15=1-473) 1053 WEBS: 2x9 KDDF STAND 3- 9=(-2252) 1066 11-13=1 -766) 2427 11- 3=1 -28) 349 15- 7=(-688) 568 LOADING 4- 5=(-2169) 1170 12-14=1 -26) 63 3-13=1 -617) 363 7-16=(-322) 583 TC LATERAL SUPPORT <= 12"OC. TON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=(-1929) 1165 14-15=1 -202) 1369 12-13=1 -87) 0 16- 8=1-306) 399 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1972) 1106 15-16=1 -503) 1748 13- 4=1 -197) 180 TOTAL LOAD = 92.0 PSF 7- 8=(-2485) 1224 16- 9=1 -769) 2083 13- 5=1 -503) 1033 8- 9=(-2610) 1087 13-14=1 -396) 1711 For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 5-14=(-1100) 744 BOTTOM CHORD CHECKED FOR A 20 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/ 1662V -297/ 298H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -265/ 1682V 0/ OH 5.50" 2.69 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.343" @ 13'- 9.0" Allowed = 2.608" MAX HORIZ. LL DEFL = 0.098" @ 39'- 7.0" 19-11-08 20-01 MAX HORIZ. TL DEFL = 0.158" @ 39'- 7.0" 2-07-08 5-05 5-03-09 2-02-09 4-05-08 6-06-10 6-06-10 6-11-13 1' f f f j' 1 f T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.50 V M=4x6 Q 7.50 Wind: 190 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 4e load duration factor=1.6, \ End vertical(s) are exposed to wind, M-5x6(S)M-3x55 Truss designed for wind loads in the plane of the truss only. .(S):4-3x55, " 0M-5x6(S) M-3x4 M-1,5x3 M-3x5 2 N M-3x8 -__ `/`�: ,4. O 1 ��'�' M-5x6 M-3x4 0 1312 14 15 16 eS p M-3x9+ I M-1.5x3 0.25" M-3x4 M-3x6 t o M-3x9+ o o M-5x8 f� a 3.75 M 9x10 19-5x6(S) � PR f pE, 12 l l l 1 1 1 y ‹g NGI NEF" /O 2-09 5-05 5-06-12 2-09 8-05-12 7-07-08 8-03-08 y �. 1 l l y2-09 10-10 26-10-08 y ' :9 78 2 P E �c 90-00-08 JOB NAME : 3413-A REV. POLYGON NW - C4 ''/ Scale: 0.1347 WARNINGS: GENERAL NOTES, unless otherwise noted' . `OREGON (V:)^��` I.Builder and erection contractor should be advised of all General Notes 1.This design b bawd only upon the parameters shown and le le &r an Individual G Truss: C4and Warnings before conYmctioncommences. building component.Applicability of design parameters and proper .A 5 4f`.Y :7 �\ 2.204 compression web bracing must be Inalelbtl where shown+. incorporation of component is the responsibility of the bulling designer. V 3.Additional temporary bracing to insure stability during construction 2.Design assume'the lop and bottom unless ba c be laterally traced et PA U I- ` Is the responsibility of the erector.Additional permanent bracing of 2'ntin end c1 ea hin.respectively ply wos braced throughout melt length) r1 continuous sheathing such as plywood sheathing(TC)enNor tlrywall(BC). DATE: 11/30/2015 the overall studure is the respunsibiny 011he building designer. 3.2e Impact bridging or lateral bracing required where shown e+ 4.SEQ. No bed should be applied to any component unt8 after el bracing and 4.Installation of truss is the responenlllry of the reapedhre contactor. p �'+ 12/31/2016 TRAM I D LINKfast g l are complete and al no firth should any beds greater man 5.Design assumes trusses are to be used In a non-corrosive environment, EXPIRES. design!eerie be appose to any component. end are for"dry condition"of use. TRANS ID: B.Design assumes full bearing atall supports shown.Shim orwedge if November 30,2015 5.CompuTrus has no control over end assumes no responsibility for the cssry, fabrication,handing,shipment end Inherit/Alen of componenh. 7.Design assumes edequele drainage is prodded. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be buried on both fads of truss,and placed so their center TPLWTCA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. H.Digits Indicate she of plate In Inches. MiTek USA,lnc./CompuTros Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1H8e(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 8=(-750) 2311 2- 8=(-277) 367 11- 6=(-304) 399 BC: 2x4 KDDF #1&BTR 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=1-674) 563 LOADING 4- 5=(-2038) 1107 10-11=(-503) 1805 9- 4=1-471) 1029 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2552) 1223 11- 7=(-769) 2122 4-10=1-476) 1043 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7=(-2659) 1067 10- 5=(-688) 567 TOTAL LOAD = 42.0 PSF 5-11=1-321) 583 .. For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -267/ 1707V -298/ 298H 5.50" 2.73 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 40'- 0.5" -265/ 1706V 0/ OH 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.135" @ 26'- 7.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed = 2.608" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" Design conforms to main windforce-resisting 19-11-08 20-01 system and components and cladding criteria. T 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, MWFRS(Dir), '' '' ' 'I' f f 4' load duration factor-l.6, 12 12 End vertical(s) are exposed to wind, 7.50 M-4x6 Q 7 50 Truss designed for wind loads 9 0" in the plane of the truss only. 4 ¢w( i)\ M-5x6(5)" 0.2M-5x6(5) 0.255" 3 >15X3jAYAYx3 z 0 .aI0 o 1'M-3x6 M-3x4 13.25" be.25" M-3x4 M-3x6 l 1 M-5x6(S) (s) M sx)'(s) 1 k `c,,,ti�l�N.yG NE .-vc, 8-02 7-07-08 8-04 7-07-08 8-03-08 vii) ./.. y 40-00-08 1 tt- 9782PE JOB NAME : 3413-A REV. POLYGON NW - C5 ,,1' • . Scale: 0.1533 //�� -- IV WARNINGS: GENERAL NOTES, unless otherwise noted: Co,�.y ('fi n[�y'�/'� 4) 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is tot an individual 7 V R EGON c.,:-. s..-, Truss: C 5 end Warnings before construction commence.. building component.Applicability of design parameters and proper / q, �( 2.2x4 compression web bracing must be installed where shown.. incorporation of component Is the responsibility or the building designer. �,("3 lJ,rt s,� G ...Y . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords lo be laterally braced at 7,r Ai R :J Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at in'o.c.respectively unleu braced throughout their length by �� DATE: 11/30/2015 the overall structure is the res onsiblI f the building deal continuousxIpactsheathing such lateral b Ptywoodsheathing(TC)airederes antlror drywelllec). AA U L P N o g pier. 3.2x Inspect bsheath or suchbracing rd tl where shown.. SEQ.: K15 60 7 8 3 4.No mad should be applied to any component until leiter all racing and 4.Installation of trues is the responsibility of the respedne contractor. fasteners are complete and el no time should any bads greater then S.Design assumes busses are to be used m a noncorrosive environment, TRANS ID• LINK design loads be applied to anycomponent. and are for%try condition"of use. B.CompuTrus has no control over and assumes no responsibility for the e.Design assumes tun bearing et all supports shown.Shim or wedge If EXPIRES: 12/3112016 ssry. fabrmalmn,handling,shipment and installation of components. 7.Desn assumes adequate drainage is provided. November 30,201 5 6.TNs design is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,and placed so their center TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. B.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1091 1- 9=(-766) 2364 2- 9=(-303) 399 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2560) 1227 9-10=(-477) 1968 9- 3=(-321) 582 WEBS: 2x4 KDDF STAND 3- 4=1-2097) 1110 10-11=1-198) 1949 3-10=1-688) 568 LOADING 4- 5=1-2045) 1092 11-12=1-507) 1829 10- 4=1-476) 1093 TC LATERAL SUPPORT <= 12"0C. UON. LLI 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2549) 1160 12- 7=1-730) 2114 4-11=1-476) 1090 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1-2659) 1038 11- 5=1-686) 568 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 83 5-12=1-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=1-296) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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. 90'- 2.0" -327/ 1849V 0/ OH 5.50" 2.96 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.137" @ 26'- 8.5" Allowed = 1.963" MAX TL CREEP DEFL = -0.255^ @ 15'- 11.0" Allowed = 2.617" MAX LL DEFL = -0.008" @ 41'- 6.5" Allowed = 0.137^ MAX TL CREEP DEFL = -0.010" @ 41'- 6.5" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.061" @ 39'- 8.5" MAX HORIZ. TL DEFL - 0.096" @ 39'- 8.5" 20-01 20-01 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Design conforms to main windforce-resisting 1 1 I T I I I system and components and cladding criteria. 12 12 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 17 M-4x6 Q 7,50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, End vertical(s) are exposed to wind, 4 (1' Truss designed for wind loads in the plane of the truss only. M-5x6(5) VM-5x6(S) 0.25" 0.25" 3 .4 + M-1.5x3 M-1.5x3 .1e/ \IIr \ \/ / . . ,0 0 0 l0 o 1~M-3x6 M-3x4 bo•25" b1.25" M-3x9` 6 0 p PRQf�+�1 M-5x6(S) M-5x6(S) '`�` S Vtr y J' J. y J. y %5 ��yGINEE ,/O 8-03-08 7-07-08 8-04 7-07-08 8-03-08 l 1 ,Co ?i9 y 89782PE 40-02 1-04-08 � � JOB NAME : 3413-A REV. POLYGON NW - C6 Scale: 0.1516 v /'�pr77 hh WARNINGS: GENERAL NOTES, unless otherwise noted. "9'OF EGON Q, I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual O Truss: C6 and Warnings before construction commences. building component.Applicability ofdesgnparametersrindproper Q { -1... Q 2.2s4 compression web bra ung must be installed where shown.. Incorporation of component k the responsibility of the buiklrg designee �� +R Y ` 3.Addtllonal temporary bracing to Insure stability during construction 2.Design ss the lop and bottom Grohs to be throughoutaterally braid alir is the responsibility of me erector.Additional permanent bracing of 7'o.c.and al 10'o.c.respectively unless braced their length by el DATE: 11/30/2015 the Overall structure le the responsibilityf the buildin dee continuous riiginglor such l b plywoodcinre aired where send/or drywall(BC). ��1 1{ 1�"s o g Igner. 3.7a Impact bridging or lateral bracing required where Mown.. l,J s.. SEQ.: K1560784 4.No load should be applied to any component until after all bracing and 4.�sllstIonoftry sistheresarepobaulwtlinty of tserespective nonconiec nmectn,.est, fasteners are complete end at no One should any loads greeter than Design assumes for*dry condition.'of osa. TRANS ID: LINK design bass be apples toany mrnponem. B.De are ass ides full bearing at al supports shown.Shim or wedge if S.CompuTruahas no control over and assumes noresponslbllltyfor the spry," EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Dealgn assumes adequate drainage Is provided. November 30,201 5 B.This design is furnished subject to the limitations set forth by 8.Plates shag be boated on both faces of truss.and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide wkh Joint anter lines. 9.Digits Indicate sine of pate in inches. MITek USA,InciCofnpsTrus Software 7.6.7(11)-E 10.For beak connector plate design values sees ES12-1371,ESR-LBBB(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 92.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PIP 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. 20-01 20-01 '( T T 13-04-09 6-08-07 6-08-07 13-09-09 T 1 4 1 T 12 IIM-4x4 12 7.50 2 ' 7,50 M-3x5(S) M-3x5(5) 4719 1IiIiIlIIIIIho Cr io '' M-3x5(S) M-3x5 M-3x4 M-3x4 VO PRQFEs 15-11 8-04 15-11 „So N�'INC ,,�, u/o J• 90-02 �� 1- \-DB_ fpr° JOB NAME : 3413-A REV. POLYGON NW - C7 ,,- '° ,,,,/� ' • Scale: 0.1993 lir WARNINGS: GENERAL NOTES, unless otherwise noted: C✓s.� /'gyp /''� ^4 I.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and Is for an indNldusl Ti}- OREGON l7ON s Truss: C7 and Warnings before construction commences. building component.Applbabilny of design parameters and proper 4Y`- • AV tr 2.2t4 oompresebn web bracing must be Installed where shown v. incorporationof component k the responsibility of the building designer. '1� '"1 RY . c •G^ 3.Adtlitbnal tem bracing to insure stability Buri construction 2.Design assumes the top and bottom chords to be lateralo braced at �- 'lel - temporary g y nB con 2'0.5.and at 10'o.c.respecsNely unless braced throughout their length by / h ` V Is the r structure lbr ur of the erector.Additional permanent bracing of continuous sheathing such es ph/wood sheathing(TC)Nuke c bywall(BC). "i Piet U L v` DATE: 11/30/2015 the overall structure is me responsibility of the bidding designer. 3.2s Impact bridging or lateral bracing required where shown i 4 SEQ.: K1560785 4.No bad should be applied to any component until after all bracing and 4. stllation of truesIs the responsibility E.ulletyyaithnon-corrosiveluecntraactor. fasteners are complete end at no time should any bads greater than Design assumes TRANS ID: LINK desI nbadsbeappliedtoanycomponent. 6.and are for"dry condbion"Muse. rtasnawn.smmorwe n 5.CompuTrue hes no control over and assumes no responsibility for the ;;�°°°m°° g° p� °�° EXPIRES: 12/31/2016 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 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 center TP WJTCA In SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompUTfas Software 7.6.7(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"01. UON. LOADING . BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 12.0 PSF Wind: 190 mph, h=21.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), TOTAL LOAD = 42.0 PIE load duration factor=1.6, M-1.5x9 or equal at non—structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 12-06-08 1 1' 12 9.00 2 0 I 0 c N 1 Iliad. '' IIIIIIIIIIIIIIIIIIIIII APR 0 3 4 14-3x4 1 1 1 1-00 11-06-08 1 1 12-06-08 '< 0,g_ <�� PROre„. ca <dyCa1N A 1� �9 89782PE r' JOB NAME : 3413—A REV. POLYGON NW — D1 Scale: 0.9806 WARNINGS: GENERAL NOTES, unless otherwise noted: G,/s.� //''��p�--ya(-/^��'} �4) 1.Builder end erection contractor should be advised of so General Notes 1.This design is based only upon the parameters shown and is for an individual T V R EGON Truss: D1 and Warnings before construction commences. building component.Applkabillty of design parameters and proper 1' �/' 2© 2.2d4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 9,�, 5./A a..,. G 4. 3.Additional temporary bracing to Insure stability during consiructkn 2.Design assumes the top and bottom chords to be laterally traced at 7 '-1 J�' .,7 Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at is n.c.respectiveN unless braced throughout their length by i DATE: 11/30/2015 the overall structure Is the responsibility f the building deal continuous sheathing such as plywood re uir ething(T s and/or tlrywell(8C). f S 1 P N o g goer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K 15 60 7 8 6 4.No toad should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compote and at no time should any loads greater than E Design assumes trusses are to be used In a non-corrosive environment, TRANS ID' LINK design bads be applied to any component. and are fo Udry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the e.Design a assumes NII bearing at ell support shown.Shim or wedge If EXPIRES: 12/3112016 fabrication,handling,shipment end installation of components. as 7.Design abeessaedoneothaces5!tage is russ,a November 30,2015 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both aces of trues,and placed so their center TPW,'ICA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits IMkate size of plate In Inches, MiTek USA,Inc./Compares Software 7.6.7(1 L)-E to,For bask connector pate design values see ESR-1311,ES12-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF)t1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-721) 169 1-5=(-235) 630 5-2=( 0) 234 BC: 2x9 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-106) 98 5-6=(-238) 626 2-6=(-686) 208 WEBS: 2x9 KDDF STAND; 3-4=( -7) 3 6-3=(-165) 128 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" -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 '"e 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" A / I 1 1 ` MAX HORIZ. TL DEFL = 0.009" @ 12'- 1.0" 12 9.00 v M-1.5x3 4 Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria- Wind: 190 mph, h=21.3f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), load duration factor=1.6, End veztical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. N o ,o 0 0 7►i.1 I 6 6 -/ I o M-3x8 M-1.5x3 M-3x4 ,Jr .Jr y 6-08-02 5-10-06 l 1 l 1-00 11-06-08 b 12-06-08 1 �S��NOp EF �s`r/O 89782PE 1-' JOB NAME : 3413-A REV. POLYGON NW - D2 • • • Scale: 0.4181 "�wir WARNINGS: GENERAL NOTES, unless otherwise noted'. V 4)� I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an bidlldual 15! 174/4/ 9,L,1OREGON © ,�„ Truss: D2 and warnings before construction commences. building component.Applicability of design parameters and proper � 2 2.2v4 compression web bracing must be Installed where shown.. incorporation of component is the responsibility of the building designer. -9,9 `+�[_j`S {�1 �¢ 3.Additional temporary bracing to Insure etebilay during construction 2.Design assumes the lop and bottom chords to be laterally braced at f l Y _` Is me responsibility of the erector.Additional permanent bracing of 7 c.c.and at la o.c,respectNely unless braced throughout their length by (z��ss ail DATE: 11/30/2015 the overall structure le the responsibility of building des continuous0Impact eheslgior lateruch as al duired there soe*tlrywelllBC). /•-��1 it j-1 o g finer. 3.2s ImpsU bridging or lateral bracing required where shown.. lJ l.- SEQ.: K1560787 4.No load should be applied to any component until alter all bracing and 4.Inallationoftruss lathhe,esspo sibiEbe ytllilthe hnrosped!.vantraconrmenl, fasteners me complete and at no time should any loads greater than Design assumes are design beds be applied to any component. and are ler"dry condition of use. TRANS ID: LINK 5.CompoTroehas nocontrol over and eswmeanoresponsibilityfor the 8.Walg ryumas1u86eedngataltsupponaMoest Shim orwedge il EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design Is furnished sub)ed to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which 8411 be furnished upon request. lines coincide with Joint center lines. 0.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTTus Software 7.6.7(1 L)-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 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: 2x9 KDDF#16BTR SPACED 29.0" O.C. 2-3-( -B3) 77 5-3=(-129) 111 WEBS: 2x9 ROOF STAND; 3-4=( 0) 0 2x9 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"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- 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -52/ 990V -43/ 119H 5.50" 0.66 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 9'- 8.5" -48/ 376V 0/ OH 5.50" 0.60 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner - 5.25" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP e" 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 = -0.019" @ 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 f 4' 4' ,f MAX HORIZ. LL DEFL - -0.003" @ 9'- 3.0" MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 12 4.00 17 M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria- 3 Y 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=l.6, End verticals) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. N rut O M 0 11"-- 6 PEZEI 5 I o M-3x8 M-3x4 y ). )' 9-03 0-05-08 y l l 1-00 8-08-08 y 9-08-08 401,0) PR°Ffie, ca tyGiNESR /C, :9782PE r JOB NAME: 3413-A REV. POLYGON NW - D3 .0► Scale: 0.4704 WARNINGS: GENERAL NOTES, unless otherwise noted' p-"" �"') I.Builder and erection contractor should be advised of all General Notes I.This design la based only upon the parameters shown and Is for an Individual �r 'Y4 O R E GO N © Q, Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper `9 !. 2 2.2s4 compression web bracing must be lnstaled where shown o. incorporation o1 component k the responsibility o1 the building designer. '-'Al A ?<" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� R Y } _ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 we.respedsply unless braced throughout their length by }� V DATE: 11/30/2015 the overall structure Is the roe onsibif f the buildingdes continuous sheathing such as plywood sheething(TC)and/or drywell(BC). PA 1 1 1 CION N (' ly o designer. 3.20 Impact bridging or lateral bracing required where shown c c l./l.- SEQ. : K1560788 4.No load should be applied to eny component until after ell bracing end 54.. llationoftru,sIsthereespo respective fasteners are complete and at no time should any beds greater than Design assumes design loads be applied to any component. and are kr"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control oder end assumes no responsibility for B.Design e�aumea call bearing at all supports shownShim or wedge It EXPIRES: 12/31/2016 fabrication,handing,shipment and inelellatbn of components. 7.Design assumes adequate drainage Is prodded. November 30,2015 6.Thla design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPVWTCA 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.ICompuTrws Software 7.6.7(1L)-E no.For bask connector plate design values see ESR-13t 1,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #10815 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=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD- 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, 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 ie For hanger specs. — See approved plans BOTTOM CHORD CHECKED FOR 1SPSF 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 10 c, r .-1 rn M-3x4 3 4 l 1 l 1-00 8-08-08 l y Grit 9-08-08 ,sit, a PROFESS 31: c'.4../(;.5 � 89782PE 7r JOB NAME : 3413—A REV. POLYGON NW — D4 • Scale: 0.5079 410". \<:: :r • r. MAW WARNINGS: GENERAL NOTES, unless otherwise noted: -" QREGC7N a,,,,,, before1.Builder and erection contractor should be etivised of all General Notes 1.This design b w besed only upon the parameters shovel end Is for en IndNldual © `( Truss: D4 and Warnings before construction commences. budding component Applicability of design parameters end proper ft,, 2.274 compression web bracing must be Installed where shown+, L Design assumes the too and eonom chords to de laterally braced at incorporation of component k the responsibility of the building designer. +9 Lq RY 15 �,Q 3.Additional temporary bracing to Insure stability during construction is the responsk8ly of the erector.Additional t bracing of Zoo.and a1 10'n.c,reachpipely unless braced throughout their length by (��s (k` permanent continuous sheathing such es plywood sheathing(TC)and/or drywall(8C). Pq I 1{ j'a" DATE: 11/30/2015 the overall structure Is me responsibility of the building designer. 3.27 impact bridging or letereh bracing required where shown•• V a+ SE Ki5 6 0 7 8 9 4.No load shouts be applied to any component until after e8 bracing ash 4.Installation of truss Is the responsibility of the reapectNe contractor. 4' fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a non-conoeive environment, TRANS ID: LINK design loads be implied to any component. 8 endDDesire krgn rysMlb bearing ateA supports shown.Shim or we if 5.CompuTrus hes no control over and assumes no responsibility for the ggµsewmse p e ppo riga EXPIRES: 12/31/2016 ry fabrication.handling,ehipmenc endhsstalbtbn of components. 7.Design assumes adequate drainage is provided November 30,2015 8.This design is furnished subpct to the limitations set brlh by 8.Plates Nal be located on both faces of truss,and placed so their center TPVWTCA In SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate she of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design virtues see ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"OC. DON. 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/ 2BV 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 G- 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 lOPSF 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-1.6, 3 -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ti to M0 iiiIIIIIIIIIII!lllII a o M M-3x5 y1-00 1-00 y .<(<51'°) . °Qn PROFR.„, 'PROVIDE FULL BEARING;Jts:2,4,9 I /,.,�,,,r �1i3'NE. �219 ' '�1./ :9782PE JOB NAME : 3413-A REV. POLYGON NW - El Scale: 1.1020 �r 46 AEI �`! WARNINGS: GENERAL NOTES, unless otherwise noteto" d. / I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "$7 • E GON b �. Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper I. A 2.254 compression web bracing must M installed where shown a, incorporation of component is the responsibility of the building designer, /,,, t' R s/ A 5 V �� 3.Additional temporary bracing to insure stability tludng construction 2.Design assumes the lop and bottom chords to M laterally braced at 9,q I r Is the rcaponsibRty of the erector.Additional permanent bracing of 7 so.and at ICCas a.c.rcepectNety unless bated throughout their length by / (� okt DATE: 11/30/2015 the overall structure Is Me responsibility of the building deal continuous such ssacing requirede where shown PA UL N � pons ty B gnar� 3.2s Impact bridging or lateral bracing where shown•v V SEQ.: K1560790 4.No bed should be applied toenycomponent until after actbreGngand 54..Installation oftruign assumes1sIsthe ree�babueyoftheIn anon�rtNecontmaronrosive ment, fasteners are complete and at no lime should any bads greater than end are for"dry condition"or use. TRANS I D: LINK design bads be appliedon to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.Cempunas hes no control over and assumes no responsibility for the ,„ry. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installetfen of components. 7.Design assumes edaquale drainage is provided. November 30,2015 S.This design is rumbhed subject to the Imitation set forth by B.Plates shall be located on both faces of truss,and placed so their anter TPUWTCA in BCSI,copies of wash will be furnished upon request. lines coincide with joint anter lines. 0.Digits indkete See of plate in inches. MITek USA,Inc./CorllpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1088(MITak) N [i>t�✓ �, Damage shown in ft-in-sixteenths stem,e•g• b"4"8 :ime? le) ting SeeMb requird.1. Additional saabn9 nt ORiag°n°tor X ned by°n a Clves �OG1OH pN lae on joinunless x, edesig2. Trusscin9. ateralba Center p idcated. f rus wide truss to racing,or for s Tor 1 ll offsets are 5ixtee ORDS may require b e considered. es are i are in ette sides Of truss 1 TOP CH ri 4 sh°uldb and never pimbever adesign loading shoed trusses. IatesiOp �- Apply embed teeth. 3. Never exceed the inadequately brat �� stack materials on ina to the building copies of chis truss design property owner and a 4. Provide supervisor, designer,erection sup 0-1/1g: Aar O all ocher interested parties. other. ben to bear tightly against each ORDS 5 5 Place p fully. anf uss at wa e atthe BOTTOM CHORDS 6 plates on each d wane joint b. ANSII locate 7 Dint and embed ulated by ore reg roiected from For 4 x 2 orientation, S CKydISE Ijocations 11 be suitably PI 1. tt from Outside LETTERED CLO es trusses wi with ANSIIT BEREDI RTHEST 10 7 Design assum accord pihis ss 0" ALLY NU G AT THE JOINT FA the Environment in of lumber edge of trdSS. RE GENER STARTIN oted,mast /1 concent p,RIOUND THE TRUSS a of fabrication• O%NT 8. Unless otherwise 19�o at tim tes the THE LEFT. gY END shall not Exceed est n is not aPPficableen lumber. OI Indica AND WEBS ARE IDENTIFIED ach 9. Unless expressly noted,thtuortet treated,or 9 This ed direction Of slots in CHORDSand is the required use ss a fire retardant,preservative tOrplate5. NUMBERS/LEVIERS. consideration is to ens connector 20 structural c General practice iT ek 20 10 Camber is a of truss fabricator. available In M CODE APPRDV ALS responsibility deflection. details aresp er for dead load dimensions location uefir PRODUCT comb encs. "Plate or upon req ES Reports: requirements. software ICC t size,orientation and req ESR1988 11.Plate YP6 are minimum plating 1397,ESR- indicated of the species and size,and or is the pate ESR-1311,ESR-1352, ESR 3282 that PLATE SIZE efension ular ER"3907,ESR" 12•lumber used shalUia6lo or better than The first dimension easured p in all respects,6q width m dimension Is specified. purlins provided at 4 x 4 to slots.Second slots. as follows: must be sheathed p the length parallel to lumber designations are 13. P Chords m design• ft.spacing, Spacing indicated on at 10 noted. n Pine tum published, require lateral orracrn9 Souther is valuesoso12 unless otherwise resen chords req G LocpT10N SYP rep AWC in th C aPProvedlne p13 ues 14.Bottom o ceiling is installed, of others. TERAL f3Rp`CIN SP is ALS of June 1,2 or less,if n responsibility pal sh n andlor rePreSen date 15. of shown ore the rior LA ndicat Y S m ec of the vrith effective Connections n er or plate without P Ind b bracing section e of cut or ager truss m6rr'b I //� by text in th Tor 1 bracrn9 1 b,Don an en91n6ef' othErwise. OUtext• Use opprovaiot dicated dicated d load vert ss m unless in table if in hts Reserved unaccep 118k®Ail Rig 17.Install an per maY pg risks.Consult with c 012 M or treated lu erformanc 2 18.Use of gr ental,health or P gEpRING where bearings Environm Efore use. k aids �� project engineer b w Indicates location vary but S , n(front: alone occur. Icons d cotes joint all onions of this desig l (supports before use.Reviewing pictures lsuPp• Section s occot. 19.Review reaction Baring and pictures) �� number where b Only• is not sufficient accordance With Is for crushing manufacture in l Ain size shown 2D•Design suaety Criteria. rt ANSIITPII I r nPsian ecifica�t�o ConM�taliOn. � �..��ry Standards: Sr .,.,a r1n13