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Plans (397) 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. `��Ep PR OFFS, � \AGI NEE9 /,y 87022PE c- o N y %,>. OREGON ti9 0� 90 �MsEa �` r' OS A. H W , EX` ' :06130/ I November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45996168 PL15-398_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:55 2015 Page 1 ID:zs2ygYHMYItiZ1p9y12tlyAg??-C2lotXC6 hwKV1DU3AVpf6uLN?I8tNil8mFYHYyEzr2 1 1-8-12 I I 1-4-10 1 9.0-0 1 1 1-2-0 II 1-1-10 I 1 1-3-8 1 1-3-0 1 Scale=1:37.2 3x5 = 1.5x3 II 4x8 = 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 FP= 3x4 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 • • e 9 !L7,-, ...or, ,..................... ! .... - o 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 1-11-12 I 11-10-61246I I 1e-6-e I 21-4-0 I 1-11-12 9-10-10 0.7-011-7-0 5-6-2 2-9-8 Plate Offsets(X,Y)— (2:0-3-0,Edge),17:0-1-8,Edge),18:0-1-8,Edgel,124:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud 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 BOLL 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 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 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=-444/0,4-5=-444/0,5-6=-1444/0,6-7=-1444/0,7-8=-1245/0, 8-9=-761/0,9-10=-761/0,10-11=761/0,11-12=0/1306,12-13=0/1302 BOT CHORD 23-24=1551/0,22-23=598/0,21-22=-598/0,20-21=0/1094,19-20=0/1245, 18-19=0/1245,17-18=0/1245,15-16=-624/0 WEBS 2-23=-1010/0,2-24=0/1766,7-20=-101/330,5-20=0/393,5-21=-728/0,3-21=0/1165, 3-23=1168/0,11-16=-1367/0,11-17=0/942,8-17=-673/0,13-15=0/796,13-16=921/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. c:;\ ,... T WO kJ 2 2 87022PE 9r" y SAT OREGO co�ti �o ‘,1,/ or, �Q OS A. HE:�P EXPIRES:06/30/2017 November 30,2015 r, 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 MirekO connectors.This design is based only upon parameters shown,and is for an individual building coponent,not111111-111 a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate thb design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord mernbers only.Additional temporary and permanent bracing - MiTek- is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the -- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informa8on available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996169 PL15-398 UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:57 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-8RtYIDEM WJA2kLNsBaXHkXzecpMrLNVbc4keMRyEzrO 1 1-0-0 I 1 1-1-10 II 1-2-0 I P"7-9I 11-2-0 1 1-2-0 I I 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 354= 3x4= 3x4= 3x4= 354= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 • - e • 0 B O a ®' a tl IN / \ rI///`aN / N / N /v\ 4/ N ` /0„,,. ..\\ ../...N\ N •_ o a o • -e p o - e 30 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 355= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4= 14-2-2 I 13-0-2 13-7-21I I 19-114 I 13-0-2 0-7-0 b-7-05-9-2 Plate Offsets(X,Y)- (14:0-1-8,Edge),124:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. C��S� ‘..),GINE- -"? % -2_ 9 87022PE r" jij, -7 �A�, OREGO ti� tv 9O 'it,/ �1 4O �S A. HEc),C4P EXPIRES:06/30/2017 November 30,2015 I ®WARNING-Verily 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 Weir®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not - a truss system.Before use,the buid'mg designer must verify the appiicabTity of design parameters and property incorporate tha designminto the overall ■�it building design. Bracing indicated u to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing .. MiT ek" ... - _. is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPII Quality Criteria,DS6-89 and 6051 Bonding Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996170 PL15-398_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:55:58 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-cdRxWZF_GGvMVy21l2WHIWp2Dne4k9lgkTCutyEzr? 1 1-6-0 1 1-3-4 11 1-1-10 1 1-0-0 1 1 1_340 Ilii Scale=1:36.1 3x4= 4x8 = 3x4 II 4x4= 3x5= 3x4= 344= 3x4= 344= 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 e ........... 9 e e -o 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5 = 3x8= 4x6=3x6 FP=4x5= 3x5= 3x5= 3x4= 3x5= 3x5= 3x5= 3x4= 14-0-14 3-0-4 I 12-10-14 1}-5-14 1 22-4-12 I 3-0-4 9-10-10 9-7-0 7-0 8-3-14 Plate Offsets(X,Y)- 112:0-1-8,Edge),(27:0-1-8,Edge),(35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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 Ina YES WB 0.91 Horz(TL) 0.02 23 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) - - . BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing, Except . - - 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=693/Mechanical,34=2158/0-7-0,35=-893/0-2-4 Max Uplift35=984(LC 4) Max Gray 23=693(LC 4),34=2158(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2846,3-4=0/2846,4-5=0/872,5-6=0/872,6-7=574/0,7-8=-574/0,8-9=-1631/0, 9-10=-1631/0,10-11=-2296/0,11-12=-2296/0,12-13=-2565/0,13-14=-2565/0, 14-15=2528/0,15-16=2528/0,16-17=2528/0,17-18=2064/0,18-19=2064/0, 19-20=1227/0,20-21=-1227/0 BOT CHORD 34-35=1498/0,33-34=1735/0,30-31=0/1148,29-30=0/2013,28-29=0/2565, 27-28=0/2565,26-27=0/2603,25-26=0/2342,24-25=0/1690,23-24=0/663 WEBS 2-35=0/1800,2-34=-1780/0,12-29=-548/0,10-29=0/396,10-30=537/0,8-30=0/677, 8-31=-804/0,6-31=0/946,6-33=1070/0,4-33=0/1208,4-34=-1446/0,21-23=928/0, 21-24=0/790,19-24=649/0,19-25=0/523,17-25=389/0,17-26=0/261,14-27=266/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. _�d PR OFF 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. _��G GINE- -...,„U's, 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 ,\ �. p2 be attached to walls at their outer ends or restrained by other means. i "9 6)CAUTION,Do not erect truss backwards. Ct. 87022 P E / 7 0Aj, OREGO e QZ.l./ 'Ao AMBER �1 OS a- HE , EXPIRES:06/30/2017 November 30,2015 6 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI57473 rev.10/03/2015 BEFORE USE. 1111111"'"'« r .. Design valid for use only with M7ekQ9 connectors.This design is based only upon parameters shown,and is for an individual bui ng component,not a truss system.Before use.the bulding designer must verily the applicability of design parameters and properly incorporate this design into the overall e A _,building design.Bracing indicated is to prevent buckling of individual truss web-and/or chord members only.Additional temporary and permanent bracing - Mitek. is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the - - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see �ANSI/TPI1 Quality Criteria,DSI-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:zs2ygYHMYItl_Z1p9y12tlyAg??-4cuJjvGdlwQmzfXF1?ZIpy3?Cc7vpDxu3ODIQJyEzr 1 1-3-D 1 1-5-0 1 1 1-5-6 I 2-0-0 I 1 1-2-0 1 jCLII..21 Scale=1:37.1 3x4= 1.5x3 II 4x6= 3x4 I I 3x10 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x6 FP= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 e • e _ - • 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= I 2-11-0 1 21-3-0 I 7-11-0 18-4-0 Plate Offsets(X,Y)— 18:0-1-8,Edge),117:0-1-8,Edge),123:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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 Ina YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. .. - WEBS 2x4 DF Stud/Std(flat) BOT-CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing:22-2320-22. 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. � ��D PROie1. ��\� , GI NE9 /02 e 870 2PE kyr N 5y �'oj, OREGON rim �� 0' AMBER '\\ �O �sA. HE , EXPIRES:06/30/2017 November 30,2015 4 1 A WARNING-Verify-design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10103/2015 BEFORE USE. .. rDesign valid for use only with Mirek®connectors.This design is based onlyupon parameters shown,and is for an individual building component,not a truss system.Before use.the butding designer must verily the applicability of design parameters and properly incorporate this design into the overall A building design.:Bracing indicated is to prevent.buckling of individual truss web and/or chord members.onty..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- Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component 7777109 Citrus Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. ateHeights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996172 PL15-398 UPPER F05 Floor 8 I 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:01 2015 Page 1 - ID:zs2ygYHMYItl_Z1p9y12tlyAg?f?-0C638bHtZXgTDygdQQbDuN8HVQikHAIBWtisUCyEzgy 1 1-0-0 1 0^1.L 12�r 7-211 1-7-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 _ a c e_ . e_ a e_ !.- Ii.- & a - e_ / \ / \ / \ /� �/\ / N / \ _\ 7N e_ / \e_ Iml -e e e a 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6 = 3x6=3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6 = 3x4= 1.5x4 SP= 15-6-14 I 14-4-14 11-11-1f 1 21-4-0 I 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edgel,(27:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud 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 Ina YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS- 2x4 DF Stud/Std(flat) - BOT CHORD Rigid ceiling directly applied or 10-0-•0 oc bracing. - REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1712/0,3-4=1712/0,4-5=3036/0,5-6=-3036/0,6-7=3981/0,7-8=3981/0, 8-9=-4547/0,9-10=4547/0,10-11=-4727/0,11-12=4727/0,12-13=4554/0, 13-14=-4554/0,14-15=4554/0,15-16=3935/0,16-17=3935/0,17-18=3339/0, 18-19=3339/0,19-20=1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-04=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 ti��D P RQFFc4 attached to walls at their outer ends or restrained by other means. �\�� NG)NEER c ' 2 '_� 87022PE �1-- N rN 7 1A� OREGON ti� IV V 9Cfy8ER �\ �O OSA. R > EXPIRES:06/30/2017 November 30,2015 l i _ a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. __+ Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual buMng component.not a truss system.Before use,the building designer must verily the applicability of design parameters and property incorporate this design into the overall ...building design. Bracing indicated is to prevent buckling of individual tens web and/or chord members only.Additional temporary and permanent bracing- -- MI;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 ANSI/TIll Quality Criteria,056-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996173 PL15-398 UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:02 2015 Page 1 ID:zs2ygYHMYIg_Z1 p9y12t1 yAg??-UPgRLxIVKroKg6Fq_87SRbhVvg7KOYoKIMRPOeyEzgx I 1-6-0 1 1-3-4 1 1 1-1-10 1 1-0-0 I 11-2-0 110-11-2 1 Scale=1:38.5 354 = 4x8= 354 II 4x5= 4x4= 3x4= 354= 354= 354= 356 FP= 3x4= 354= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 ea ,. �, e • e A a e e + e o • e N li0 /` \ / / \ / N \ /- e/te / \ 4/.." 4 \ I:1 e e e w 35 34 33 32 31 30 29 28 27 26 25 24 23 455 = 358 = 356 FP= 455= 355= 355 = 354= 355= 3x5= 355= 3x4= 4x6 = 14-0-14 I 3-0-4 I12-10-14 1$-5-11 1 22-7-8 I 3-0-4 9-10-10 5-7-0 8-6-10 0-7-0 Plate Offsets(X,Y)- (12:0-1-8,Edge1,F27:0-1-8,Edge),f35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.17 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.26 26-27 >899 360 BCLL 0.0 Rep Stress Ina YES WB 0.94 Horz(TL) 0.03 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:113 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS • - 2x4 DF Stud/Std(flat) ., BOT CHORD - Rigid-ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=701/0-2-12,34=2195/0-7-0,35=-917/0-2-4 Max Uplift35=-1009(LC 4) Max Gray 23=702(LC 4),34=2195(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2915,3-4=0/2915,4-5=0/915,5-6=0/915,6-7=-555/0,7-8=-555/0,8-9=-1636/0, 9-10=1636/0,10-11=-2324/0,11-12=-2324/0,12-13=-2618/0,13-14=-2618/0, 14-15=2578/0,15-16=2578/0,16-17=2578/0,17-18=2096/0,18-19=2096/0, 19-20=1244/0,20-21=1244/0 BOT CHORD 34-35=1534/0,33-34=1790/0,30-31=0/1141,29-30=0/2031,28-29=0/2618, 27-28=0/2618,26-27=0/2665,25-26=0/2384,24-25=0/1715,23-24=0/671 WEBS 2-35=0/1844,2-34=-1820/0,12-29=579/0,10-29=0/411,10-30=553/0,8-30=0/694, 8-31=-821/0,6-01=0/963,6-33=1086/0,433=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. , .0 PR OFF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �'�C r NE S.0, at the bearings.Building designer must provide for uplift reactions indicated. �,� !GN Fig O 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. `� 870 2 P E 91- • 6)CAUTION,Do not erect truss backwards. N -$7 SAT OREG N ti�O� 9O �MBER1\ Or, A• Heck EXPIRES:06/30/2017 November 30,2015 4 4 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only.with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use the budding designer must verily the applicability of design parameters and properly incorporate this design into the overall building:design. Bracing indicated is to preventbuckling of individual truss web and/or chordmembers.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 - Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBly Criteria.DSI-89 and ICSI Building Component 7777109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Helohts.CA 95610 IJob Truss Truss Type Qty Ply POLYGON R45996174 PL15398 UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2-014 MiTek Industries,Inc.Fri Nov 27 10:56:04 2015 Page 1 ID:zs2ygYHMYIfl_Z1 p9y12tl yAg??-RnoCmcJIsS224QPC5Z9wWDmgUdkyUYzdDfwW5XyEzgv 10-10-0 1 rp,41 1-2-0 I P-7-19 10-9-o 1°-943 Ila-9-13 1 o-s-o I I o-s-0 1 o-s-o 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 e _ 24 2 5 e , e - e eeae e d + a 2% e " e/ \ /\ /\ /\ /\ /\ / i \ /\ /N / \ e ,ei e 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 16-9-141 1 20-2-0 13-2-14 7-0 7-0 5-9-2 Plate Offsets(X,Y)- r17:0-1-8,Edge),(18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) t/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Ina 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 OF 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=277/0,2426=1072/0, 24-27=0/977,22-27=890/0,22-28=0/798,20-28=701/0,20-29=0/560,1432=268/42, 16-32=-317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. _(C� PR OFF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. c'�tG Gj N E si$'j 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 ,\ rN F9 0 be attached to walls at their outer ends or restrained by other means. 44 -9 Q 870 2PE r" N cv y �Aj, OREG N q)O<N �O 'MBERO1 OS A- He?, EXPIRES:06/30/2017 November 30,2015 k ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10103/2015 BEFORE USE. Design valid for use only with M1ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent.buck5ng of individual truss web and/or chord members only.Additional temporary and permanent bracing - Mitek" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fell Quality Crtleda,DS6-89 and ICS!Building Component Safety Information available irons Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996175 PL15-398_UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:05 2015 Page 1 ID:zs2ygYHMYlt1 Z1p9y12t1yAg??-v_MayKNdmAvia_PfGg93DJ2719nCzgmRJg4dzyEzqu 1 1-6-0 1 1-3-4 1 1 1-4-10 1 2-0-0 1 1 1-2-0 II 1-1-10 1 1 1-3-11 I 1-3-0 1 Scale=1:39.1 1.5x3 II 1.5x3 II 3x5= 3x6= 1.5x3 I I 1.5x3 II 3x6 FP= 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 o. a \ s • 9 0 N irMil 11.,81 25 24 23 22 21 20 19 18 17 16 3x6= 3x6 FP= 3x8= 3x5 = 1.5x3 I I 1.5x3 I I 3x6= 3x8= 14-0-14 I 3-0-4 I 12-10-14 1¢5-11 I 19-7-0 I 22-4.11 I 3-0-4 9-10-10 b-7-0 5-6-2 2-9-11 0-7-0 Plate Offsets(X,Y)- [8:0-1-8,Edgel,f9:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl 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 Inc' 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 Rigidceilingdirectly 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. c��3 „G N�Al s, 2 �� 87022PE 9c- / IN rN N SAT OREGO ti� qO ' 418ER \1 �O EXPIRES:06/30/2017 November 30,2015 4 1 :1AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ow. Design valid for use only with Mirekm connectors.This design is based only upon parameters shown,and k for an individual bung component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into theoverall building designs Bracing indicated is to prevent buckling of individual trios web and/or chardmembers.only.Additional temporary and permanent bracing 'MeV is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaily Criteria,D9-89 and SCSI BuBding Component 7777109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Cams Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996176 PL15-398 UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:07 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-rMTKPeMe9NQdxt8nmhid8eOLYrfYguc3vd9AiryEigs i0-10-0 1 10=adii 1 1-2-0 1(1)-7-10110-9-0 10-9-0 110-9-0 10-9-0 110-9-0 10-9-0 1 Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 • / \ /\ /\ /\ /\ /\ /\ I \ /�\ / \ / \ I" o e e a e o e_ - ee e o e 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 10-0-121 I 20-4-13 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- It 7:0-1-8,Edgel,118:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012JTP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS_. - 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. 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. �_v(} P R OFFS 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �'� GINE 9 .(1 be attached to walls at their outer ends or restrained by other means. r\ N F 02 "t 870 2PE yr N cv y (C‘Aj, OREG N rye iU� 9c'M �4 On 8ER11 SA. HE 'v. EXPIRES:06/30/2017 November 30,2015 I.:: a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERANCE PAGE MS-7473 rev.10103/2015 BEFORE USE. _r" Design void 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 verity the applicability of design parameters and property incorporate the design into the overall building design.Bracing indicated is to prevent buckling of individual truss weband/or chord members only.-Additional temporary and permanent bracing - MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the - . fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualty Criteria,D56.89 and ICS!Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 i Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Centerplate on joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property y I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. g M. Dimensions are in ft-in-sixteenths. ■■ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. � TOP CHORDS 2. Truss bracingmust be designed byan engineer.For 1 9 9 n �'/16 wide truss spacing,individual lateral braces themselves EM 4 ma re uire bracin ,or alternative Tor I p Y q 9 _ � � bracing should be considered. OO 3. Never exceed the design loading shown and never IRINA*, 2Ustackmaterialsontrade uate bracedtrusses.a_ Ua N o111.01 vcopies of is truss design to the building 4. Provide h rus e n Iden � 9 9 C7-8 Cbl C.5-6 For 4 x 2 orientation,locate � designer,erection supervisor,property owner and plates 0-16gfrom outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that s'-'11F''. Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. ./+- 15.Connections not shown are the responsibility of others. \ Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MTeke All Rights Reserved approval of an engineer. reaction indicates oint ® ( number where section bearings occurj . 17.Install and load vertically unless indicated otherwise. ` Min size shown is for crushing only. �-, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: all ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. 19.Review port ( ,and pictures)bionseforeof use.this design Reviewingfrontpicturesbackalonewords is not sufficient. DSB-89: Design Standard for Bracing. I■ e ko BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 iiiii ME 8 III MiTek3 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-A REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1560775 thru K1560790 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 4, ,V\ - PRQFESS �NGlNE xi' ion 44`r 89782PE 9f 5',#,OREGON Oih q� �4RY15 4Qs PAUL ��J .Ex i{20 21316 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 ANSIITPI 1. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 2.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 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. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.7ft, TCDL=4.2,BCOL=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, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-07-02 7-06-14 T i' T 12 IIM-4x4 12 10.90 F 3 a 10.90 • . ' 11111166 ' co 041111OR 0 • 0 M-3x4 M-3x4 J. J.y 15-02 J. J.y fir''',-- N - t9% 89782'E C"` JOB NAME : 3413-A REV. POLYGON NW - Al ,..,....ally-'�, '1111.P• - " ' . Scale: 0.3404 WM WARNINGS: GENERAL NOTES, unless othenvse noted. CI to 1.Wilder and erection contractor should be advised of all General Notes 1.This design Is basad only upon the parameters shown and b for en Individual1' OREGON N Truss! Al and Warnings before construction commences. building component.Applicability of deeps parameters and paper q5' Nr 2.2a4 compression web bradng must be Installed where shown a. Incorporation of component N the responsibility of the bolding daelgner. =TC.tel/v.. Ab 3.Additional temporary bracing to hears stability during construction 2.Design red.11'the top and bottom Moro.to be Wendy bread et J 'l Mare responelbllAy of the erector.Additional permanent bracing of 2'cosc.and et 10 o.c.such unless braced throughout their length by DATE: 11/30/2015 the overal.Indira is therensibtlty of the building dealScImps us sheathingingor such as pdng re sheathing(TC)shown ar drywaA(BC). �,�}"�U t ` w• a ging. 3.2v Impact bridging or sterol bredng required where ++ t+ SEQ.: K1560775 4.Noload should be spoiled to any component unttafter anbracing and 4,Installation ofbuss Isthe responsibility ofthe respective contractor. fadenem are complete and at no time should any bads greater than 5.Design assumes busses ars to be used ina noncorrosive environment design bads be applied to any component. end ars for"dry condition. e, ion"of as TRANS ID: LINK e.Design assumes lull bearing at at supports Moven.Shim or wedge 11 5.DompuTmshasnocontroloverandassumesnoresponsibillrybrthe necessary. EXPIRES; 12/31/2016 fabrication,handling shipment end Installatlac at components. 7.Design assumes adequate drainage is provided. November 30,2015 5.Oils design Is furnished Cabled tome limitations set forth by 8.Plates shall be located on both feces oftruss,end placed so their center TPWITCA In SCSI,copies at which MI be lumshed upon request. Ines coincide with Joint anter lines. g.Digits Indicate sire of plate in Inche.. Mitek USA,Inc./CompuTrus Software 7.6.6(11..)-E 10.For basic connector plate design values sea E5R-1311,ESR-0988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF ft1&BTR; LOAD DURATION INCREASE = 1.15 1- 3=(-724) 317 1- 8=(-421) 531 3- 9=(-412) 923 2x6 KDDF Wl&BTR T1 SPACED 24.0" O.C. 2- 4=( 0) 0 8- 9=(-387) 534 9- 9=(-284) 490 BC: 2x4 KDDF 4r1&BTR 3- 4=(-545) 308 9- 6=(-185) 448 9- 5=(-169) 138 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-566) 370 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-716) 355 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -750/ 622V -126/ 139H 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" 1.29 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural vertical members (uon)n VERTICAL DEFLECTION LIMITS: LL=L/290, 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 1' ,r MAX HORIZ. LL DEFL = -0.007" @ 27'- 0.5" 14-09 2-06-05 3-07-11 3-08-03.' 3-10-07 MAX HORIZ. TL DEFL = 0.009" @ 27'- 0.5" 1 4 4 4 1 T 12 =M-9x9+ 2 12 Design conforms to main windforce-resisting ;.41 10.90 7 N10.90 system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 4••••••d1 M-1.5x3 o AlIllIIh M-5 (SM-3x9 +` o M-3x4+ ' 4L,G° r R� r CJ� GINE S>` y 19-11 >L 7-07 ,L• , � �`� ('1,4-14 17. ... 100 27-06 i- oo r897$2PE • • JOB NAME: 3413-A REV. POLYGON NW - B1 Sale: 0.1890 yti OREGON N.4 WARNINGS: GENERAL NOTES, Mess othendse noted yy 1.Builder and erection contractor should be advised of al General Notes 1.This deign la based only upon the parameters shown and la for an Individual � //� (•• Truss: B1 and Warnings beforeoenabucgcom enmences. building component.Applicabiityofdesign paramelereand proper � ` 2.2x4 compression web bradng must be Installed where shown« mwrperatbn of component Is the responsibility of the building designer. V 3.Additional temporary besting to Insure stability during conehudbn 2.Design assumes the top and bottom aCechobraced to t laterally braced et h q U L �' Is me reeponsibilIty WON erector.AddNlseal permanent brectng of 2.and at 10 on.respeaNely unless throughout their length by !"'/G� DATE: 11/30/2015 the overall structure Is there2s Impacttinuo. dginglatg ouebh as acvgre vire sand/or dryvnp(BC). aponaPoltty of the leu/ding designer. 3.Zx Impact bntlging or lateral bracing required where shown.. SEQ.: 1<1560776 4.No load should be applied to any component until after ail bredng and 4.mstalletlsn of truss la the reeponsibiNty of the respective contractor. fasteners are complete and at no time should any Nada greater than 5.Design assumes trusses are to be used In a noncorrosive environment, J � I �� TRANS ID: LINK design loads be applied toanycomponent. and are for'dry condNon'ause. EXPIRES: l r 5.CompuTrua has no control over and assumes noresponsibiiEy for the 8. 6 °si��,eumaa!WI bearing.t.N supports shown.Shim or wedged November 30,2015 r.fabrication,handling,shipment and matalletien of components. ry 7.Design raw me sated on thdrainagefleprovided. B.This design Is furnished subject to the limitations set fonh by S.Plates shall be located on both faces of truss,and placed as their center TPVWTCA In BCSI,copies of which 041 be furnished upon request. lines coincide with Joint center lines. 8.Digits Indicate size of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-Z 10.For basic conneaur plate design values see ESR-1311,E512-1888(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 #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13563) 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 BC: 2x8 KDDF #16BTR 2- 3=( -9059) 2199 6- 7=(-2136) 9795 2- 7=(-4539) 1203 WEBS: 2x9 KDDF STAND; LOADING 3- 9=( -9059) 2199 7- 8=(-2136) 9795 7- 3=(-2819) 11598 2x6 KDDF 62 A LL = 25 PSF Ground Snow (Pg) 9- 5=(-13563) 3066 8- 5=(-2136) 9789 7- 9=(-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. UDR. 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 -319/ 314H 5.50" 19.98 KDDF ( 625) 'I ( 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"0.131 DIA GUN nails staggered at: ,111... 9" oc in 2 row(s) throughout 2x6 top chords, 11 9" oc in 2 row(s) throughout 2x8 bottom chords, IC OND. 2: Design checked fox net(-5 psf) uplift at 29 "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" /I -05-12 / 6-03-04 6-03-04 7-05-12 MAX HO RIZ. TL DEFL = 0.053" @ 27'- 0.5^ I I f / /I 12 M-4x10 12 Defrms to main windforce-resisting system and components and cladding criteria. 10.90 P7 10.90 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, A Truss designed for wind loads in the plane of the truss only. M-3x8 Ilploo,,M-3x8 M-5x16do. Al M-5x16 • o IMIIIIIIIIIILN ti'' I M-4x10 =M-10x10 M-4x10 M-7x8(S) J• 7-04 y 6-05 y 6-05 y 7-04 y D PR r 5 15-06 y 12-00 y .� kyCaIN 'C"R Sf��. 27-06 :9782PE 17_,... JOB NAME : 3413-A REV. POLYGON NW - B2 i -O' Scale: 0.1866 ,,/ IOW WARNINGS: GENERAL NOTES, unless otherwise noted / 1.Builder and erection contractor should be advised dal General Notes 1.This design Is based only upon the parameters shown end is for an Individual -74,OREGON rySn Truss: B2 and Warning.before oonstrucibn commences. building component.Applicability of design parameters and prope ) y A5 �W 2.2r4 compression web bracing must be installed where shown 0. incorporation of component I°the responsibility of the building designer. toy Syi}v.,, G"" 3.Additional temporary bracing to Insure stability during construction 2 Design sesames me lop and bottom MOMS to b.throughout braced et 7 �1 f t Is the responsibility of the erecter.Additional permanent bracing of P ec.and at id o n respectively unless braced their length by /� DATE: 11/30/2015 the overall structure Isthe ro responsibility de continuous bridgingsheathingsuchrequiredlbacwooeweresow/ordrywaq(BC). tb�"7,.UL � epon g signer. 3.c2iro Impact shator laterals*wood dshet where Maws. SEQ.: K 15 6 0 7 7 7 4.No bad should be applied to eny component until eller ell bredng and 4.Inetaletlon of truss is the responsibSly of the respective contractor. fasteners are complete and at no time should any leads greater then 5.Design assumes trusses are to be used In.noncorrosive environment. T RAN S I D• LINK design leads be applld to any component. and are for"dry conditionof a.., 5.CompuTnre hes no control over and assumes no responeibllly ler the 8 Deweea some°lull beannp at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 febricatlon,handling,shipment and installelbn of components. ry 7.Design steal bees adequatebothdrainage is prodded. November 30,2015 8.Tile design Is furnished subject to the limitations set forth by e.Plates shat located on both feces dams.and placed ss their center TPIANTCA in SCSI,coples of which will be furnished upon request linea coincide with Joint canter lines. g.Digits indicate see of plate in Inches. MITek USA,Ina./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design rakes sea ESR-1311,658-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. I 8-00 8-00 T T T 12 12 IIM-4x4 10.90 177 2 N 10.90 Alk AitNlilN N -M-4x4 =M-4x4 so) PROpe 16-00 1-00 y am,` \*4 /Q 414 -iv 4 89782PE 'r JOB NAME : 3413-A REV. POLYGON NW - GGE , /� • Scale: 0.3299 „ /- •• _--.. WARNINGS: GENERAL NOTES unless otherwise noted f✓ �40 1.Builder and erection contractor should be advleed of ail General Notes 1.This design I based only upon the parameters shown and Is for an Individual -94,OREGON O �. Truss: GGE and Warnings before anstrudnn commences. building component Applicability of design parameters and proper / 4/, 2.244 compression nab bracing must be installed where shorn e. incorporation of component Is the roaponabNlty of the building designer. G4�`.,' "' ' 3.Additional temporary bracing to Insure debility during construction 2 Dsstgn a the lop end bottom drone to M letagh braced et Y Is the responsibility at the erector.Additional permanent bredng of 2'o.c.and t 10 c.respect sly unless braced throughout their length by p mina sheathing suer as plywood sheathing(TC)and/or drywaR8C) (""AUL � DATE: 11/30/2015 the overal structure la the responability of building Bergner. I.24 Impact bridging or lateral bradly required where shown e e +1 tJ SEQ.: K1560778 4.No load should be applied to any component MN atter all bracing and 4.oal.tlsnomios ...�wbdlyof.ews�toiec contractor. fasteners are complete and at no time should any loads greater than a used in design loads be applied to any component. and are for'dry million.of use. TRANS ID: LINK 5.CompcTrashas nocontrol over and assumes noresponsibility for the 8.Deren..tumee albearing atail woods shown.Shim erwedge u EXPIRES: 12/31/2016 wary. fabrication,hannshipment and installation ofcomponeme. 7.Design assumes adedstedranageisprodded. November 30,2015 8.This Maier is furnished subJed to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so they center TP9WTCA In SCSI.copies of which wig be furnished upon request. tinea coincide with Jointanter lines. 9.Digits indicate sze of piste in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For bade connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by . Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40.- 0.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KEW #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"00. 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=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIP (All Heights), Enclosed, Cat.2, Exp.B, MFRS(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 PSF Ground Snow (Pq) 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. 19-11-08 20-01 1 T '( 13-03-01 6-08-07 6-08-07 13-04-09 1 1' T T T 12 IIM-4x4 12 7.50 114 Q 7.50 M-3x5 (0) M-3x5(5) . i ad ♦� 4'4 o Al o 0 o M-3x5(5) M-3x5(5) 1 M-3x4 M-3x4 l 15-09-08 y 8-04 1 15-11 ��, I1�1 �`��/� 4. l R 40-00-08 1-14782 3 " ��82P.E r_ JOB NAME : 3413—A REV. POLYGON NW — Cl .- . ..,:<. -. • .�_ • . Scale: 0.2000 •► r WARNINGS: GENERAL NOTES, unless otherwise noted: G' Truss: C 1 1.Budder end erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is for an Individual 'SP OREGON y'`� end Warnings before construction commences. budding component.Applicability of design parameters end proper 10. /, �(1Q 2.244 compression web bracing mud be Installed where shown a. incorporation of cemponeM Is the responsibility of the building destgner. .a'J s"4 a.t 4 A r " ec' 3.Additional temporary bracing to Insure stability during condructlon 2.Design assumes the tap and bottom chords to be Wordy braced at T �1(Y Y J 4C✓Y. le me responsibility of Me erector.Additional permanent bracing of 7 a c.and d iG°.c.napedtvety unless braced throughout their length by continuous sheathing such as plywood required Ing(TC)and/or drywaN(BC). �,',A LI t P\ DATE: 11/30/2015 the overall structure Is the responsibility of the balding designer. 3.23 Impact bridging or lateral bracing required where shown.a {.. SEQ. : K 15 6 0 7 7 9 4.No bed should be applied to any component until ager ail bredng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners an complete and at no time should any pada greater than 5.Design assumes Weems are to be used in a noncorrosive environment, TRANS ID: LINK design pads be eppited to any component. and are or dydandman of ae.. 12/31/2016 5.CempuTnd has no control over end assumes no responsibility for the 8.Design assumes NI bearing et ail supporta shown.Shim or wedge If EXPIRES:. necesssry. fatdceflen,handling,shipment and Installation old nts. 7.Design assumes adequate drainage is provided. November 30,2015 S.This design h Nmished subject to the limitations sett tatth forth by S.Plates ahaN be located on both laces abuse,and placed no their center TPIWTCA In SCSI,copies of which will be famished upon request. runes coincide with mint center linea 9.Digits Indicate eke of alts In Inches, Mitch USA,Inc./CompuTrus Software 7.6.7(11)-E t0.For basic conned°,plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCRE SSE = 1.15 1- 2=(-2633) 1077 1- 9=(-750) 2322 2- 9=(-277) 387 BC: 2x4 KDDF #1&BTR SPACED 24.0".O.C. 2- 3=(-2520) 1212 9-10=(-471) 1952 9- 3=(-309) 550 WEBS: 2x4 KDDF STAND 3- 4=(-2032) 1105 10-11=(-195) 1440 3-10=(-674) 563 LOADING 4- 5=(-2035) 1088 11-12=(-504) 1816 10- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOT CHORD = 32.0 PSF 5- 6=(-2540) 1157 12- 7=(-727) 2107 4-11=(-476) 1040 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2650) 1035 11- 5=(-686) 568 TOTAL LOAD= 42.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" - 12- 6=(-297) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1707V -313/ 303H 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) 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 = 0.135" @ 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 BORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" 19-11-08 20-01 T 'f . Design conforms to main windforce-resisting 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 p M-9x6 Q 7.50 load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, I 4 4'w( Truss designed for wind loads ()\ in the plane of the truss only. M-5x6(5)0.7 % NliskisiNii4,M-5x6(5) 0.25" 0.25" 0 o ti ry r' M-1.5x3 /blipirM-1.5x3 Alik0 0 uliii _ I py f 0 1 r' 9 10 11 12 •�}, r I -3x6 M-3x4 0.25" 0.25" M-3x4 _N6 0 �[` ��+ � � 0 M-5x6(S) M-5x6(S) o f�OiN ' /0 y 8-02 l 7-07-08 l 8-04 l 7-07-08 l 8-03-08 l 1 . V.97g2PET V�r s 40-00-08 1-04-08 JOB NAME: 3413-A REV. POLYGON NW - C2 Scale: 0.1555 a `��•,aaa L/,�, /752 1111, WARNINGS: GENERAL NOTES, unless otherwise noted: •/, 0'E``N�('y�.' �" 1.Builder and erection contractor should be advised of all General Notes I.Ties deNg le based i-ty upon the parameters shown end b for an individual ,.a+� �/y V �` Truss: C2 and Warnings before construction commences. budding component.Apploablllty of design parameters and proper 7 �l 2.204 compression web brad"=must be installed where show:+. incorporation f Po ant is the lseponsibAity of the buildingdesigner. �+ 3.Additional temporary bowing to Insure stability during construction 2.Design assumes the Ida end bottom chords to be laterally braced at 'd. PA IJ L i;\ Is the responsibility of he erodor.Additional permanent bracing of 2•c.c.and al 10'h c.respectively unless braced throughout their length by �{„` T DATE: 11/30/2015 the overall structure I.the responsibility of bulk= designer. continuous shging Lr*Lich as acing re Lir a where s and/or 5 drywaA(BC). upon rp g 3.2a Impact bridging crle:arol bracing required whale shown+• SEQ.: Ki5 6 0 7 8 0 4.Ne bad should be applied to any component LMA after el bracing end 4.Installation Abbe's IF.a responsibility sir the respective contractor. fasteners are complete and al no time should any bade greater than 5.Design assumes::esus aro to be used in a non-corrosive environment. EXP IR ES: 12/31/2016 TRANS I D: LINK design bads be emptied to any component. end are for"dry conditio7'of use. 5.comparms has no control over and eesumes no responsibility ror m. O.Design assume.ml:bearing at of supports shown.Shim or wedge it November 30,2015 cesae, fabrication,handling,shipment and hutalletlen of components. S.ml.design is furnished subject to the limitations set forthe.Design aaeumaeo..d an botdreh fac a Is INC.,ovltled. by B,AMates nn sshageebce;ed anboth faces of end placed cotheh center TPWVICA In BC51,copies of"filch MI be furnished upon request. linea cornices whh Jalnt center nte in che. MITek USA,Inc./Com uTrus Software+7.6.6SP21L E e.For Digit indicate cannier pica design values P ( )- 70.For basic connector pica design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 0.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4162) 1836 1-11=1-1958) 3621 11- 2=1 -405) 1158 6-16=(-473) 1050 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-2777) 1172 11-12=(-1311) 3229 2-12=1 -791) 555 16- 7=1-686) 568 WEBS: 2x4 KDDF STAND 3- 9=1-2251) 1067 12-19=1 -766) 2490 12- 3=1 -28) 349 7-17=1-263) 573 LOADING 4- 5=1-2168) 1170 13-15=1 -26) 69 3-14=1 -618) 363 17- 8=1-297) 346 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 POP 5- 6=1-1929) 1166 15-16=1 -196) 1380 13-14=1 -87) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM..CHORD = 10.0 PSF 6- 7=1-1969) 1088 16-17=( -504) 1759 14- 4=1 -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=1-2974) 1157 17- 9=( -728) 2080 14- 5=1 -503) 1037 OVERHANGS: 0.0" 16.5" 8- 9=(-2607) 1035 19-15=1 -358) 1722 LL = 25 PSF Grour.d Snow (Pg) 9-10=( 0) 83 5-15=(-1103) 733 15- 6=1 -587) 996 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -264/ 1681V -312/ 303H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.197" @ 13'- 9.0" Allowed= 1.956" MAX TL CREEP DEFL= -0.394" @ 13'- 4.0" Allowed= 2.608" MAX LL DEFL= -0.008" @ 91'- 5.0" Allowed= 0.138" MAX TL CREEP DEFL = -0.010" @ 91'- 5.0" Allowed= 0.183" 19-11-08 20-01 1 I 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" f 1' ' T 1' ' , T 1' 12 12 Design conforms to main windforce-resisting 7.50 M-4x6 'S:17.50 system and components and cladding criteria. 4'0, Wind: 140 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, /- 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 ,Ns M-5x6(5) M-Sx6(S) load duration factorexoo, End vertical(s) are exposed to wind, Truss designed for wind loads 25" 5" in the plane of the truss only. 1111 .-I i 14-3914 3141111 cv M-1.5x3 M-3x5 2 n M-3x8 ....._____-_-4k1 41111kbh. ,.. 0 -titt M- x. 12 r 19,0__^ .. ,,,, 4c 0 0 1 M-3x4+ M-3x4 0 13 15 16 17 9 \0 0 .5x3 0. 25" M-3x4 M- 6 1 0 0 M-3x4+ O 0 M-5x8 GI 3.75 M-4x10 M-5x6(5) �y 12 ) J' l 1 l y y y c� [� GINE c5'j yos-12 5-05 5=05 yz-o4 8-05-12 7-07-08 8-03=08 y b Ems F� e* y2-04 10-10 26-10-08 1-04-08 89782PE v-- 40-00-084,10r /Pr D JOB NAME : 3413-A REV. POLYGON NW - C3 Nr Scale: 0.1297 �/ C.�,1 �ryL� /+aA� 41) WARNINGS: GENERAL NOTES, unless otherwise notes . OII G O I V �� 1.Bolder and erection contrecter Mould be advised of al General Notes 1.This design Is based only upon the Aerometers shown and Is for an Indtldual ,,,ay �� cz, Truss: C3building component.Appllcobli y of design parameters end proper 7 and Warnings onfwe construction be:commences. 2.2a4 compression web bracing mud be installed where shown Incorporation of component la the roeponsibllty of the building designer. 3.AddBbnel temporary bracing b Insure stability dump construction 2 Design assumes the top and bottom chores to be laterally braced at l`6 Q by Is IM responsibility of the erector.Additional permanent bracing of continuous and at 1 O hike rsuch as ply unless braced(TC)and/or maty all(B). A.U L DATE: 11/30/2015 me overall structure is the reapondbmty of me building designer. 3.2,Impact bridging ar materral n tinea qsheathing(TC) na :ra shoran 4 drywel(BE). SEQ. : K 15 6 0 7 8 1 4.No load should be applied to any component until atter all bradng and 4.Installation of truss le the responsibility or the respective contractor. Meaner.are complete and at no time should any loads greater than 5.Dadgn aeeumee bum.are to be used Ina nonconodve environment, . design loads be can to any component. and are for'dry condition'of use. EXPIRES: 12131/2016 TRANS ID: LINK R compurrueho.no mcontroloverandaawmesnoresponsibilityforth. 8.Design assumes mAbeanngdaNsuppanaMown.Shim arwedge ll November 30,2015 aw, fabrication,handling,shipment and installation of components. 7.Design assumes ca ed en drainagela provided. 6.This design Is Nmiahed subject to the Nmltalbne set bah by 8.plaice abet be lamed on both faces of truss,and placed so their center TPIMTCA In SCSI,coplea of which Mil be furnished upon request. Ines coindde with Joint center lines. 9.Digits Indicate dre of piste In Indies. MiTsk USA Inc.ICompuTrus Software+7,6.6-SP2(1L)-E 10.For bask connector plate dedpn values sea ESR-1311,ESR-1988(MlTN.) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 7.0'' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF (416BTR LOAD DURATION INCREASE -.:.15 1- 2=(-4154) 1835 1-10=(-1458) 3603 10- 2=( -905) 1153 19- 6=(-586) 996 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2778) 1172 10-11=(-1311) 3212 2-11=( -787) 555 6-15=(-473) 1053 WEBS: 2x4 KDDF STAND 3- 4=(-2252) 1066 11-13=1 -766) 2427 11- 3=( -28) 349 15- 7=(-688) 568 LOADING 9- 5=(-2169) 1170 12-14=( -26) 63 3-13=( -617) 363 7-16=(-322) 583 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CH'llD'= 32.0 PSF 5- 6=(-1929) 1165 14-15=( -202) 1369 12-13=( -87) 0 16- 8=(-306) 399 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM C,0713:= 10.0 PIF 6- 7=(-1972) 1106 15-16=( -503) 1748 13- 4=( -197) 180 TOTAL LOAD= 42.0 PIF 7- 8=(-2485) 1229 16- 9=( -769) 2083 13- 5=( -503) 1033 8- 9=(-2610) 1087 13-14=( -396) 1711 "" For hanger specs. - See approved plans LL = 25 POE Ground Snow (Pg) 5-14=(-1100) 744 BOTTOM CHORD CHECKED FOR A 21 251' LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECI:7I7D BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS a MINIMUM OF 10 PSF. 0'- 0.0" -266/ 1682V -297/ 29816 5.50" 2.69 KDDF ( 625) ' 90'- 0.5" -265/ 1662V 0/ OH 5.50" 2.69 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.343" @ 13'- 4.0" Allowed = 2.608" 19-11-08 20-01 MAX HORIZ. LL DEFL = 0.098" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.158" @ 39'- 7.0" T 1' 1' 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 T 'f 1' 1 f 1 f ' T Design conforms to mlindforce-resisting 12 12 system and components and cladding criteria. M-4x6 7.50 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, MFRS/Dirt, 6 .rte( load duration factor=1.6, *S% End vertical(s) are exposed to wind, M-5x6(5)M-3x5 M-5x6(2) Truss designed for wind loads in the plane of the truss only. 5 0.25" 0.25" ft .., -3x4 3 M-1.5x3 M-3x5 z M-3x8 �- 1111 .a o •M-5x6 11 , 13 -- .: - 4a 0 1 M-3x9+ M-3x4 0 12 14 15 16 +e o M-3x4+ o M-1.5x3 0.25" M-3x4 M-3x6 0 M-5x8 p 43.75 M-4x10 M-5x6(S) �GU ryn0�Ce 12 4 �" C l l y l l l ) l 5� Gi NE y2-04y 5-05 5-06-12 y2-04 8-05-12 7-07-08 a-03-08 y C\ li F6) 0 . yz-o4 10-10 26-10-08 y 4 :9782PE T,. 40-00-08 . JOB NAME: 3413-A REV. POLYGON NW - C4 ,., .r ..iNW / Scale: 0.1347 (ry WARNINGS: GENERAL NOTES nlessothanoIsenoted 1A.OREGON c , Q` t.Builder and erection contractor should be advised of al General Notes 1.Thl designI'need y upon the parameters shown and Is for an individual .,� I�Gtq nY. ,� KL'1(,Z. Truss: C4 and Warnings before oensructfon commences. balding po Applcabllly of design parameters and proper r 1 V 2.264 compression web bracing mud be Installed where shown a. incorporation I condoned is laths responsibility of the building designer. f,,. 0 Additional temporary bracing to Insure stability during construction 2 Deslpn assumes the tor and bottom derds m be leeerelly braced at ,t. PA UL t'" le the reyronalblllly of its erector.Additional imminent bracing of 2 o.c.end at 10 o.c.reunless braced throughout their length by `, continuous sheathleg such 05 aas s ply plywood sheathing(TC)and/or drywal(BC). DATE: 11/30/2015 the overall structure is the responsibility of building designer. 3.2c Impact bridging or lateral bradng required where shown++ SEQ.: K1560782 4.No lead should be applied easy component unti after at bradsg end 4.Installation otruss Isthe responsibility ofthe respective contractor. fasteners are complete and at no time should any bads greater than 5 Design assumes tmaasa are to be used in a non-corrosive environment and are for =melon"of use. EXPIRES: P'R12/31/2016 TRANS I D: LINK design loads be applied to any component. 5.Compurrashas nocontrol over and assumes noresponsibillryfor the 8.Designryesumeafugwadngataowpponsahown.snimorwade•a November 30,2015 fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the ihniatiens set forth by 8.Plates shal be located on both faces of Wes.and placed so their center TPIMTCA M BCS),wales of which will be furnished upon request. lines colndde with Joel center lime. 9.Digits indicate she or plate in Inches. Mitek USA,Inc./CompuTrus Software 7.6.7(1L(E 10.For bade connector plate dealgn values see ESR-7311,ESR'1g88(MITe1) 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=1-750) 2311 2- 8=(-277) 387 11- 6=1-304) 399 BC: 2x4 KDDF 016,BTR SPACED 24.0" O.C. 2- 3=1-2520) 1212 B- 9=(-507) 1941 8- 3=1-309) 550 WEBS: 2x4 KDDF STAND 3- 4=1-2033) 1105 9-10=1-202) 1429 3- 9=(-674) 563 LOADING 4- 5=1-2038) 1107 10-11=1-503) 1805 9- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 5- 6=(-2552) 1223 11- 7=(-769) 2122 4-10=(-476) 1043 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-2659) 1087 10- 5=1-688) 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 POE 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 PDF. 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 = 0.135" @ 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. f f f Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 (All Heights), enclosed, Cat.2, Exp.B, Mwexs(Dir), load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, M-4x6Truss designed for wind loads 7.50 Q 7.50 4 0" in the plane of the truss only. 4 ¢+f IN M-5x6(5)" 0.25M-5x6)s) 0.25 " ,00.7 ' 3 tr. M-1.5x3 M-1,5x3 z • 4141 / laillikilli..... u.0a 1 1r-M-3x6 M-3x4 8e.25" bo.25" M-3x4 +M-3x6 i PR M-5x6(5) M-5x6(S) cj 1I ,*e y8-02 y 7-07-08 y 8-04 l 7-07-08 l 8-03-08 y - +`'- 41. iN�" Gfii r� 40-00-08 ` ` :9782PE 1' JOB NAME : 3413-A REV. POLYGON NW - C5y✓4 � . Scale: 0.1533 • Illir WARNINGS: GENERAL NOTES role..omemdw nolad („w Truss: C 5 1. end Nhmingsbefore construction cn contractor otlbe rmneances. of all General Notes balding This design Ipo component.based bllity of design penmetere end proper Individual • ,e{ ViOREGON 47. 2.254 eompresslon web bracing must be Installed where.hewn+. Incorporation f component is the responsibility of the building destgear. 1", "4 Y 5 V 3.Additional temporary bracing to Insure stability during condnmllon 2.Design ea m top and oelybotta s.,choion to be laterally braced et Is the reaponstblly o!the.rector.Additional permanent Endre o! T we,and 1 1 g respectively unless bawd throughout their length by continuous sheathing such as plywood sheelhing(TC)and/or drywall(BC). • JI U L rl DATE: 11/30/2015 the overall structure Is the responsibility of the bidding designer. 3.h Wind bddgltg or lateral bracing required where Mown++ r"1 SEQ.: Ki5 6 0 7 8 3 4.No Wad.haunt be applied to any component until alter all bradng and 4.Installation OW.le the reeponsiblty of the respective contractor. /astenen aro complete and et no time should any beds greater than 5.Design assumes te.saee are to be wed in a nonconoive environment, design bass be applied to any component. end are for^dry condition"of we. y�] (� q/'{/ .l/t](� c TRANS ID: LINK8.Design assumes MI hearing at al supports shown.Shim orwedge If EXPIRES: IC/ (/2016 5.CompuTrve Ms no control over and assumes no reepondbilly for the nywseary fabrbetIon,handling,shipment end nstelletlan of components. T.Design assumes adequate drainage Is prodded. November 30,2015 8.This design is heelMM ed subject to the limitations set forth by 8.Plates el w be located an both faces of terns,and placed their center TPIANTCA in SCSI,cophs of witch coil be furnished upon request lines windde with)old center Ilnes. 9.Dlgih indicate alae of pate In Inches. MTek USA,Ino./CompuTrus Software 7.6.7(10-E 10.For basic connector pate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASD = 1.15 1- 2=(-2667) 1091 1- 9=(-766) 2364 2- 9=(-303) 399 BC: 2x4 KDDF 816BTR SPACED 24.0" J.C. 2- 3=(-2560) 1227 9-10=(-477) 1968 9- 3=(-321) 582 WEBS: 2x9 KDDF STAND 3- 4=(-2047) 1110 10-11=(-198) 1499 3-10=(-688) 568 LOADING 4- 5=(-2045) 1092 11-12=(-507) 1824 10- 9=(-476) 1043 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2549) 1160 12- 7=1-730) 2114 4-11=(-476) 1090 BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1038 11- 5=(-686) 568 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-296) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 POE' LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1711V -313/ 309H 5.50" 2.74 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 2.0" -327/ 1849V 0/ OH 5.50" 2.96 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.137" @ 26'- 8.5" Allowed = 1.963" MAX TL CREEP DEFL = -0.255" @ 15'- 11.0" Allowed = 2.617" MAX LL DEFL = -0.008" @ 41'- 6.5" Allowed = 0.137" MAX TL CREEP DEFL = -0.010" @ 41'- 6.5" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.061" @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.096" @ 39'- 8.5" 20-01 20-01 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Design conforms to main windforce-resisting T T T T f T f 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 M-4x6 ' 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.0" load duration factor=1.6, 4 End vertical(s) are exposed to wind, *\ Truss designed for wind loads in the plane of the truss only. M-5x6{5)" M-5x6(5) .25 0.25" .7 3 OS to M-1.5x3 M-1,5x3 in \ / 0 0 o 1*M-3x6 M-3x4 bD.25" bl.25" M-3 x4...0141111 / ..,NN M- 6 of � ('� P /'1� �� oM-5x6(S) M-5x6(S) ° LVV PROF4• ), ), y >L y NGINE' "' /p y 8-03-08 7-07-08 90 8-0402 7-07-08 8-03-08 1 09-08 r '• 'V 89782PE JOB NAME : 3413-A REV. POLYGON NW - C6 - • Scale: 0.1516 WARNINGS: GENERAL NOTES, unless caenvlse noted C�Isa� l I�, I.Builder and eredlon contractor should be advised of al General Notes 1.This design Is bases only upon the parameters shown end Is for en Indloldual ' .OREGON O Truss: C 6 and Warnings before construction commences. building component ApplkabiNy of design parameters and proper �Yf „ 2.2i4 compression web bracing must be InslaHa where shown+. Incorporetbn of amxned le the roepan.OoPEy of Me building designer. .F1 (/ii a.� G v J.' ' 3.Adtldbr@i temporary bracing to insure stability during construction 2 2'es.assumes 10 the rep end bottom a ess braced to de merelyaterally braced et 7 4(`r :7 '504 Is the req»nslbllty of the erector.Additional permanent bracing of ccontln and at e,hinnorespectivelyNM as plywood s braced ihrc)and/or Mem anti).ength by �a DATE: 11/30/2015 the ooerelstructure kith@ro minuou.ehgammraterlbedngrsuiredweesow"raryw.o(Bc). !"'jl�,,1 y responsibility of the hurtling designer. 3.2x Impact bridging or latersl bracing required where Mawr++ �"'1 IlJ SEQ.: Ki5 6 0 7 8 4 4.No load should be applied to any component until alter all bracing and 4.Installation of tross Is the responsibility of the respective contractor. fastener are complete end et no time should any loads greater then 5.Design assumes tna@ee are to be used In a non-conn&ve environment, TRANS ID• LINK design loads beapplied to any component. end are for"dry conanion'efuse. 5.CompuTrus has no control over and assumes no responsibility forme 8.Design assumes ewmes MI bearing at al supports shown.shim or wedge 8 EXPIRES: 12/31/2016 2/31 201 6 fab,icatbn,handling,shipment and installation of components. 7. ry G t7 /G C7 Design tes hassumesllestedonbathdraiface"grossedNovember 30,2015 8.Th"design N furnished eublad to the limitations set forth by 8.Plates shall be located on Dom fans of Wu,end placed so their center TP WVTCA In BCSI,copies of Mich oIl be furnished upon request. lines colndde with joint center lines. 9.Digits indicate size of plats In Inches. MITek USA.Ina./CampuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-198s(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 90'— 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir I, TOTAL.LOAD = 92.0 PSF load duration factor=1.6, Unbalanced live loads have been End verticals) 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 102SF 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 'I 13-04-09 6-08-07 6-08-07 13-04-09 I T 4 4 4 12 HM-4x4 12 7.50 17. 2 Q 7.50 M-3x5(5) M-3x5(S) ��111111.7117111111 —CU - I so . o to M-3x5(5) M-3x5(S) o M-3x4 M-3x4 (� y 15-11 y 8-04 y 15-11 :`j% �Na E, x(11/0 ) Da 90-oz1-0i 782PE 1:1_,fif JOB NAME : 3413—A REV. POLYGON NW — C7 �� • Scale: 0.1993 • WARNINGS: GENERAL NOTES, d e othervrlae noted G/' <q 1.Truss: C 7 andder and erection contractor should be Wa nIng.before nenstrudion commencce�tles. of ell General Notes bolding component.This design is based ocly Applicability ility of design parameters and proper the parameters siwwn and is for n MN dual !yl'ip�J{}EI��JI V h� 40:- 2.Seo compression web bracing must be Installed where shown+. incorporation of component Is the responsibility brans of IM bolding designer. S. fV•A a.� IG V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes ma top and bottom Words to be laterally braced at T el(`r J ... la me responsibility of me erector.Additional permanent bracing o! T Au.and at 10'u,c.raspectNety unless braced throughout their length by 4.- `� continuous sheathing ouch as plywood sheathing(TC)and/or drywal(SC). • PA U L Y.‘` DATE: 11/30/2015 the neral Gooch.Is the responsibility of the building designer. A Tx impact bridging or lateral bradog required whore shown«« �1 SEQ.: K 15 6 0 7 8 5 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the reapectae controdar. fasteners are complete and at no time should eny pads greater than 5.Design assumes busses are M be used in a noncorrosive environment. TRANS ID: LINK design teed.beeppliedteany component. and era ter'dry nanditIan'070.5. 5.CompuTuahasnocontroloverandassumesnoresponsibilityforthe 6.Dead sans last bearing elagwpponsshown.Shim orwwtlgeII EXPIRES: 12/31/2016. febdcalon,handling.shipment and installation of components. 7.Design;ansa adequate drainage is provided. November 30,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies or which will be Mnlhed upon request. Ins.coincide with Joint center lines. 9.Diggle indicate sin of plate in Inches. MITek USA,Inc,/COrnpuTrue Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR 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 POP Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirt, TOTAL LOAD = 92.0 PSF load duration factor=1.6, M-1.5x9 or equal at non—structural End vertical(s) are exposed to wind, vertical members (uoe). LL = 25 PSF Ground Snow (Pg) Truss ssedesigned dffor oretruss wind loads adsy. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 12-06-08 T f 12 —/ 9.00 v 2 0 I 0 o ti 1''I o rth I /I —/ 0 3 9 M-3x4 1 l l l 1-00 11-06-08 l l 12-06-08 ri\Va PROP 0,0- N f �` w 89782 E P r JOB NAME : 3413—A REV. POLYGON NW — Dl ��J•'•' Scale: 0.4806 ,I,..4 Y WARNINGS: GENERAL NOTES, unless cthsrxtee noted' / 4'.'++ I --_ Truss: D 1 1.Builder and erection esntrador should be advised stat General Notes t.This design b based only upon the parameters shown and Is for en individual 9 OREGON and Warnings before construction commences. balding component.Appgcabilby of design parameter.and proper !'/,, Yom,! ,"' 2.2a4 compression web brsdng must a Installed where shown* 2,DesIncoign assumes s tasumea thsion of l:p end bottom chordsnent Is the to hf laterally braced the building a�er. .,f1' C/A�` r 3.Additional temporary bracing to insure stability during construction Toe.and at iO o.e.raspecgvety unless bread throughout Mair length by 7 �I[{,,, 'l l! J 0{�J- is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)end/or drywag(BC). • —A ./,U t V DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. i"{ 1� 3.to Impact bridging or hterel bracing required the respe shown.. SEQ.: K1.560786 4.Nobedsare 1 be om.beantot any component untany after aileatinhand 4.Design ion assumes ris he responsibilitytused in roacomnict.eenviron fasteners aro complete and at no time should any loads greater Than 5.Design easumae trusses era to be used In a nonconostve environment, TRANS I D: LINK design loads be applied to any component. and are for^dry condition.of use, 5.CompuTrus has no control over and assumes no responsibility leP r the 8 Design cawassumee full staring at all supports shown.3hlm or wedge II EXPIRES: 1 2/3 12016 ' fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. November 30,2015" I (7 8.This design is Nmished subject to the limitations set forth by 8.Plates shag be located on both lads of buss,end placed sot heir center TPIMTCA In SCSI,copies of which will be furnished upon request. linea coincide with Joint center lines. MiTek USA Inc./Com uTrus Software 7.6.7 1 L E n DIEM indicate sloe r p pleb,In ign ont P ( F 1.Fmtaintcate size platedesignvalues sea E3R-7377,E3R-1888(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/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-721) 169 1-5=(-235) 630 5-2=( 0) 234 BC: 2x9 KDDF #16BTR 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 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 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 92.0 POF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -66/ 559V -56/ 152H 5.50" 0.89 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12'- 6.5" -66/ 995V 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" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.008" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.020" @ 6'- 8.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.092" @ 6'- 8.1" Allowed = 0.708" 6-09-14 5-04-14 0-03-12 MAX HORIZ. LL DEFL = -0.005" @ 12'- 1.0" ,r ,( ,r ' MAX HORIZ. TL DEFL = 0.009" @ 12'- 1.0" 12 4,00 v M-1.5x3 9 Design conforms to main windforce-resisting 31111 -I system and components and cladding criteria. 1 f Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x9 in the plane of the truss only. 2 N oko O lgIIIIIIIIIIIIIIIIIII t+1 loll �'' S .16 I f o M-3x8 M-1.5x3 M-3x4 • l ) y 6-08-02 5-10-06 " l l 1-00 11-06-08 l12-06-08 l ,ii. PRQF�61Lil GIN �C3 \A4-- /0 4t 89782PE -7_,„. JOB NAME : 3413-A REV. POLYGON NW - D2 {// • . Scale: 0.4181 .fit /' WARNINGS: GENERAL NOTES, unless otherwise noted: (/' OREGON 40 t.Builder and erection contractor should be advised of al General Notes I.This design Is based only upon the parameters shown and is ler en Individual -74,OREGON Brit Truss: D2 and Warnings before aanetnntlencommences. buidingcAmp"nem.Apbabmlyof design parameters and proper '. eIf�O 2.2e4 compression web bracing must be Installed where shown+ incorporation of comoynenl la the roaponsibliry of the building designer. "T (4../IFI`-: � C • 3.Additional temporary bracing to Insure stability during construction 2 Darien assumes the lap and bottom chums to be laterally braced al T 'l("�Y Is the responsibility of the erector.Additional permanent booing of To.c.eend at t0 asst.reapecdvety sed.nless braced throughout thele length by //�,,,, continuous sheathing such ea plywood u sheathing(TC)endlor drywal(SC). • �}./b { �� DATE: 11/30/2015 the overal ebudure Is the responsibility of the building designer. 3.2s loped bridging or lateral bracing required where Mown++ f'"1 L SEQ.: K 15 6 0 7 8 7 4.No load should be applied to any component until aper all Owing and 4.Installation of trues is the responsibility of the reepedNe contractor. (edema are complete end at no time should any bads greater then 5.Design assumes trusses are to be used Ina nonconoelve environment. design bade be epplled to any component. end ere for"dry condition"of use. TRANS ID: LINK 8.Design assumes full bearing at al supports shown.Shim erwedge if tyfor 5.CompuTnohasnocontroloverendassumesnoresponsibilithe neme.ary. EXPIRES:. 12/31/2016. fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is prodded. November 30,2015 8.This design Is furnished subject to the limitation set forth by 8.Plates shall be hymned on both feces of truss,end pieced so their center TPYWTCA in SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. MiTek USA,Inc./Com uTrus Sottvrere 7.6.7 1 L)-E 0 ForDigits indicate eine r plats In Inches.nvel P ( 7.Forbeicconndyrppte In elues we ESR-7371,ESR-1 g8B(dl Tek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-447) 176 1-5=(-220) 392 2-5=(-432) 199 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -83) 77 5-3=(-129) 111 WEBS: 2x4 KDDF STAND; 3-4=( 0) 0 2x4 OF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -52/ 440V -43/ 114H 5.50" 0.66 KDDF ( 625) !, LL = 25 PSF Ground Snow (Pg) 9'- 8.5" -48/ 376V 0/ OH 5.50" 0.60 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.006" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 5'- 2.6" Allowed = 0.390" MAX TL CREEP DEFL = 0.021" @ 5'- 2.6" Allowed = 0.519" 5-03-02 4-01-10 0-03-12 ,r .' ,r f MAX HORIZ. LL DEFL = -0.003" @ 9'- 3.0" MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 12 4.00 C7. - M-1.5x3 Design conforms to main windforce-resisting 4 3 -7 system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 2 ry ft, I O m M m d OU I 6 " 5 o M-3x8 'M-3x4 1 1 1 9-03 0-05-08 1 1 1 1-00 8-08-08 1 9-08-08 1 �y cO PROFF9s �,� .. ., E�rR rp-7: :9782PE JOB NAME : 3413-A REV. POLYGON NW - D3 ,r 4.411" Scale: 0.4704 MEOW WARNINGS: GENERAL NOTES, unless otherwise noted �� (W' /�[]/ N. 1.Builder and erection contrador should be advised or all General Notes 1.This design b based only upon the parameters shown and Is for an individual �,ya 9 OR EGO Truss: D3 and Warnings before construction commences, building component.Applicability of design parameters and proper //, YY� �' 2 Zo4 compression web bredng must be Installed where Mown+, incorporation of composer Is the responsibility of the building designer. +a'1 C/,qR Y.:T16 FI,C) 3.Additional temporary bracing to Insure stability during construction 2.Design and at IF the lop end bottom unlesschobraced to be throughoutaterally bead et 7 NI Is the rasposlblltty of the erector.Adtl'Ileal permanent bracing of conT o c.and et 10'o.c.respectively their langur by DATE: 11/30/2015 the overall structure Is the responslblity of the building designer. 3.Ex Impent bridginguous sheathing opier I brengrequsuch as ired where hanow •r arywan(Bc). /r Pil � � SEQ.: K1560788 4,faoload should mapp'Ietltotany component houluysaesalleaterrthand 5. egntufstrIstinraapobeuseofthe resperrcecontractor. fasteners are compete and at no time snouts any foes.grater than 5.Design assumes trusses are to be used in a noncormarve environment, design Wad.be applied to any component. end era for"dry condition of use. ��,,YI�'] pp c .A l'�t].A)y'y .A y� TRANS ID: LINK 6.Design assumes full bearing at.l supports Mown.Shim or wedge if EXPIRES: I GI J I/20 IV 5.CumpuTrus has no control over and assumes no responsibility for the necossry fabrication,handling,shipment and hetaitation of components. 7.Design assumes adequate drainage is provided. November 30,2015 B.This design Is furnished abed to the'Imitations not forth by 8.Plates Man be located on both faces of Ines,and placed no their abler TPVWTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center'Ines. MiTek USA,Inc./Com uTrus Software 7.6.7 1 L E 9.ForDigb Isis ren ecce of pier W Inches. P ( )• 1.For basic cote size plate design values se ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 8.5" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. J TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. - Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING ' BC LATERAL SUPPORT 1= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.CTSF Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 1C.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.6 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 E:EING MET. Note:Truss design requires continuous as For hanger specs. — See approved plans BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 9-08-08 T 1' 12 9.00 G� 2 ko ua 0 M 0 3 9 M-3x9 l l 1-00 8-08-08 >- ,I. c. 9-08-08 <� R4 s `yG N �/0 .z.` 89782PE r" JOB NAME : 3413-A REV. POLYGON NW - D4 Scale: 0.5079 • AM WARNINGS: GENERAL NOTES, tholes°otherwise noted: V 4 1.Builder and erection contractor Mould be advised of all General Notes 1.This designis based only upon the parameters shown and is for an Individual OREGON �_ Truss: D4 end Warning.before construction commence.. building c pen -Applicability of design parameters and proper ��i'/�. 1•' N 2.Art compression web bracing mud be installed where shown e. Incorporation f-dodo. t Is the responsibility piths building dedgner. .may (ai 4 �. V � 3.Additional temporary bracing to insure Medley during construction 2.Dedgn es h too and bottom chorda to be throughout braced at 7 'l is Me responsibility of Inc ender.Additional permanent bracing of 22'o.c.and t 17 rsapecteety unless breced throughout their length by DATE: 11/30/2015 the overall druclure Is me rospondbIlty of the building de continuous sheathing such as acing requiredesheathing(TC)Mereshown r.ryvnN(BC). .A Y L signer. 3 2x Impact bridging or lateral bracing where shown++ �'7 L SEQ.: K 15 6 0 7 8 9 1.No bed should be applied to any component until after all bracing end 4.Installation of truss is the respondbilty cede respectNe contractor. fasteners aro compete end et no time should any keds greater then 5.Design assumes trusses ere to be used In a non•corrodve environment, TRANS ID: LINK design dads 8.applied to any component. and are for"dry«:ndnen^eruse. 5.CompuTrus has no control over end assumes no responsibility for Uro S Dewesiess assumes hill a.anng at all supports shovel.Shim or wedge If EXPIRES' 12/31/2016 fabrication,handling.shipment end Installation of components. ry. T.Pestgn assumes sated on both is truss°". November 30,2015 6.This tledgn Is furnished subject to the limitations set forth by S.Pates shall be located on bon laths of woe,and placed co their center TPWVICA In SCSI,copes of which will be emlehed upon request. lines coincide with Joint center line.. 9.METek USA,Inc./CompuTrus Software 7.6,7(1L)-E to.Forlbasic cots nt necterple a delebe n inches. f eigches. a see ESR-1311,ESR-1938(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 9WR/DDF/Cil=1.00 TC: 2x9 KDDF g16BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x9 KDDF N16BTR SPACED 29.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -73/ 29BV 0/ 29H 1.50" 0.90 KDDF ( 625) 0'- 11.2" -15/ 29V 0/ OH 1.50" 0.09 KDDF ( 625) 12 LL = 25 POP Ground Snow (Pg) 1'- 0.0" -39/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 9.00 D LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" ' MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" - MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor=l.6, 3 -r' End vertical(s) are exposed to wind, • Truss designed for wind loads N in the plane of the truss only. r-1 ,I OIv tt O ..111PAPIal o 49 M-3x5 y 1-00 y 1-00 y v1,0) PRQp I PROVIDE FULL BEARING;Jts:2,4,9 I ��j� _�NG�N� 9 V�O `t :9782PE 1:7_,,,,JOB NAME : 3413-A REV. POLYGON NW - El Scale: 1.1020 ,.r ' WARNINGS: GENERAL NOTES, unless otherwlee noted: EG �Truss: E 1 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameter.Moven end Is for an IndNldual !s N. • and Warnings before construction commences building component.Applicability of design parameters and proper {/• I[y7 2.204 compression web bradng must be Installed where shown+. i cerporollon of component is the responsibility of building dastgner. 14, xl�Y.. .A 5 V� Z"' 3 Additional temporary bracing to Insure atadllty during condrucilon 2.Uestgn assumes Ms top.ot bosom ea.choion to be laterally braced at 7 is the responsibility of the erector.Additional permanent bracing of T a c end a1 ee o.c.reepedively anteae bread throughout their length by /�• DATE: 11/30/2015 the overall warfare la the recontinuous sheathing weal br.dvmad en..wirer.).ndror aryw.p(Bc). "b �5A U L ` responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ SEQ.: El5 6 0 7 9 0 4.No bed should be applied to any component until after al bradng and 4.Installation of truss iados responebllty of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes bueees are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condilen'of use. �] .ComWTrus has no control over and mounts no responsibility for the S. Design assumes Irk bearing at al supports shown.Shim or wedge if 5EXPIRES. 12/31/2016 fabnnyon,handling,shipment and inetaietfon of components. 7.Design assumes udequete drainage is provided. November 30,2015 6.TMs design le famished subject to the limitations set forth by S.Plates shall be mated on both feces dams,and placed so their anter TPUNTCA In BEN,copies of which will be furnished upon request. Inas coincide with tarot teener lines. M Tek LISA,Ino/Com Trus Software 9.Digits indicate size of prate In Inches. Iw 7.6.7(1L)-E 10.For basic connector'pla:e design values see ESR-1311,ESR-1996(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/"4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. Damage(Drawings not to scale) Dama e or Personal Injury MEDimensions are in ft-in-sixteenths. irik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS T c1-2 C2-32. Truss bracing must be designed by an engineer.For /j 6rr 4 wide truss spacing,individual lateral braces themselves W EBS c3q may require bracing,or alternative Tor I O u - w - 3 y, p bracing should be considered. 3 o = b y O 3. Never exceed the design loading shown and never F a° U stack materials on inadequately braced trusses. 0 p 4. Provide copies of this truss design to the building C7-8 �csa C5-6 i— designer,erection supervisor,propertyowner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0 /IP from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: In all respects,equal to or better than that i� Indicated b symbol shown and/or SYP represents values as published specified. I/ bytext in the bracingsection of the by AWC in the 200pr012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. o/•••• 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ��0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with II project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all porflons of this design jfront,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ■iTeke, BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:,MII-7473 rev.01/29/2013