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Plans (55) y3TZ Ui t53 c 2-5 Lu MI MINI mi I a, MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-398 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45996168 thru R45996176 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �C?�ca oNGIN,ER io2� 87022PE NN ‘1\'0j,OREGON cP Q�/ CIO "7 ER �QC� A. H Er EX' ' :06/30/ $e/ November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type 1Qty Ply POLYGON R45996168 PL15-398_UPPER F01 FLOOR 9 1 Job Reference(optional) _ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:55 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12t1yAg??-C2lotXC6_hwKV1 DU3AVpf6uLN?I8tNi18mFYHYyEzr2 1 1-8-12 1 1 1-4-10 I 2-0-0 1 11-2-0 I I 1-1-10 1 I 1-3-8 I 1-3-0 I Scale=1.37.2 3x5 = 1.5x3 II 4x8 = 3x6 = 1.5x3 II 3x4 = 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 FP= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 '''1 ‘.. e _ e e e a _ n �. 000.11 .1. - _\ II., N. N 24 23 22 21 20 19 18 17 16 15 4x5 = 3x6= 3x6 FP= 3x5= 1.5x3 II 1.5x3 II 3x6= 3x8= 3x4= 3x8 = 13-0-6 I 1-11-12 I 11-10-6 2-5-0 I 18-6-8 I 21-4-0 -_ --{ 1-11-12 9-10-10 7-0 b-7-0 5-6-2 2-9-8 Plate Offsets(X,Y)- [2:0-3-0,Edgel,[7:0-1-8,Edqel,[8:0-1-8,Edge],[24:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 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 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 15=394/Mechanical,24=-784/Mechanical,23=1695/0-7-0,16=1348/0-5-8 Max Uplift15=-480(LC 6),24=-844(LC 6) Max Gray 23=1697(LC 3),16=1349(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1551,3-4=-444/0,4-5=-444/0,5-6=-1444/0,6-7=-1444/0,7-8=1245/0, 8-9=-761/0,9-10=-761/0,10-11=-761/0,11-12=0/1306,12-13=0/1302 BOT CHORD 23-24=1551/0,22-23=-598/0,21-22=-598/0,20-21=0/1094,19-20=0/1245, 18-19=0/1245,17-18=0/1245,15-16=-624/0 WEBS 2-23=-1010/0,2-24=0/1766,7-20=101/330,5-20=0/393,5-21=-728/0,3-21=0/1165, 3-23=-1168/0,11-16=-1367/0,11-17=0/942,8-17=-673/0,13-15=0/796,13-16=921/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. r'`���p P R pF�ss � 87022PE v r" jie ti ��A/C OREGO tiC OIL Or) BER '\ �P� LI A. H5C� EXPIRES:06/30/2017 November 30,2015 1 9 liumm. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MtI.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall 'F building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Oty Ply POLYGON R45996169 PL15-398_UPPER IF02 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 yAgg??-8RtYIDEM WJA2kLNsBaXHkXzecpMrLNVbc4keMRyEzrO 1 1-0-0 1 1 1-1-10 II 1-2-0 I,17=2__I 1 1-2-0 I 1-2-0 I I 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x4 = 4x4= 1 2 < ,# < 22N 4 5 6 7 8 .4/e- Nis / %4\1,.- / N ", N 0 0 o a e e 9 a `e 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5- 3x5- 3x5- 3x5- 3x5= 3x4 = 3x5= 4x6 = 3x4 = 14-2-2 I 13-0-2 13-7-2 I 19-11-4 I 13-0-2 0-7-0 b-7-0 5-9-2 Plate Offsets(X,Y)- [14:0-1-8,Edge],[24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, 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=404210,10-11=-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. ���,a PR OFe, cs. ..., FR wo2y Q 87022PE yO'3).,OREGO / (o O4ti or, 8 ER -V\�P� LI A H EPk EXPIRES:06/30/2017 November 30,2015 i i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996170 PL15-398_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:55:56 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg7?-cdRxWZF_GcIvMVy2112WHIWp2Dne4k9lgkTCutyEzr? 1 1-6-0 1 1-3-4 1 1 1-1-10 1 1-0-0 1 1 1-2-0 110-8-6 I Scale=1:38.1 3x4 = 4x8 = 3x4 II 4x4= 3x5= 3x4= 3x4= 3x4 = 3x4 = 3x6 FP= 3x4 = 3x4= 1 2 3 4 5 6 7 /`8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 r I. N. /A\ N Z e/a\ / fin/aNa4/a4N N o - e o se e a '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 I 3-0-4 I 12-10-14 1-5-1,,k I 22-4-12 I 3-0-4 9-10-10 7-0 7-0 8-3-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel,[27:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.16 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.25 27 >941 360 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.02 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=693/Mechanical,34=2158/0-7-0,35=-893/0-2-4 Max Uplift 35=-984(LC 4) Max Gray 23=693(LC 4),34=2158(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/2846,3-4=0/2846,45=0/872,5-6=0/872,6-7=-574/0,7-8=574/0,8-9=1631/0, 9-10=-1631/0,10-11=-2296/0,11-12=-2296/0,12-13=-2565/0,13-14=-2565/0, 14-15=-2528/0,15-16=2528/0,16-17=-2528/0,17-18=2064/0,18-19=-2064/0, 19-20=-1227/0,20-21=1227/0 BOT CHORD 34-35=1498/0,33-34=1735/0,30-31=0/1148,29-30=0/2013,28-29=0/2565, 27-28=0/2565,26-27=0/2603,25-26=0/2342,24-25=0/1690,23-24=0/663 WEBS 2-35=0/1800,2-34=1780/0,12-29=-548/0,10-29=0/396,10-30=537/0,8-30=0/677, 8-31=-804/0,6-31=0/946,6-33=1070/0,4-33=0/1208,4-34=-1446/0,21-23=928/0, 21-24=0/790,19-24=-649/0,19-25=0/523,17-25=-389/0,17-26=0/261,14-27=-266/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. P R Fs 3)Refer to girder(s)for truss to truss connections. Eo QF 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. CD<C\'‘ Gj N� 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 ,� r 7 I ? O2 be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 87022PE �1-- cv " . R` , rV -y -02, OREGON (-P AL ,N, On BER \\�P A HER EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. MTI. Design valid for use only with M7ek0 connectors,This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty 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 1055:59 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y 12t1 yAg??-4q_JjvGd1 wQmzfXFl?ZIpy3?Cc7vpDxu3ODIQJyEzr_ 1 1-3-0 1 1-5-0 1 1 -5-6 1- 2-0-0 l l 1-2-0 1 f2-I Scale=1.37.1 3x4—1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 e c-)) N e e e e e • 23 22 21 20 19 18 17 16 15 4x5= 3x8 = 3x6 FP= 3x10 = 3x6 = 1.5x3 II 3x4= 3x6= 3x4= I 2-11-0 I 21-3-0 2-11-0 18 -0 Plate Offsets(X,Y)— [8:0-1-8,Edge],[17:0-1-8,Edge],]23:Edge,0-1-8] LOADING(psf) 1 SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (lb)-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. ,<.(Y‘ u.0 PRnF�ss �c?�5 ANGIlVE`cR i�29 870 2PE u' „v ti 7 '3i, OREGON ti9 0 4/ A HEC` EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIT Quality Criteria,DSB-89 and BCSI Building Component Safety tnformalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996172 PL15-398_UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mrrek Industries,Inc. Fri Nov 27 10:56:01 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12tlyAg7?-OC638bHtZXgTDygdQQbDuNBHVQikHAIBWiisUCyEzgy F 1-0-0 1 or4� 11�H 2.1 1-2-0 1 1-2-0 i 1 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 2 / \ / •N -/ N Z\ / N9/ N / N ,,k 7 i„,,\ iiii"All,N CV •a o au. e o 0 0 -e e •t 35 34 33 32 31 30 29 28 27 26 25 24 23 3.4 = 4x6 = 3x6=3x6 FP= 3x5 = 3x5= 3x5 = 3x5= 4x4= 3x5= 4x6 = 3x4 = 1.5x4 SP= 15-6-14 I 14-4-14 14-11-1i F 21-4-0 1 14-4-14 0-7-0 b-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],127:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 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 BOLL 0.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=3036/0,5-6=-3036/0,6-7=-3981/0,7-8=3981/0, 8-9=4547/0,9-10=4547/0,10-11=-4727/0,11-12=-4727/0,12-13=-4554/0, 13-14=-4554/0,14-15=4554/0,15-16=-3935/0,16-17=3935/0,17-18=3339/0, 18-19=-3339/0,19-20=1950/0,20-21=-1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=460/0,8-30=0/334,12-28=255/55,15-28=0/498, 15-27=885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be ,., 0 P R OFFS attached to walls at their outer ends or restrained by other means. �\Co'�C��GI NE -R s/o 2 87022PE �c--- 7 '02,OO R EG•N ePv 4� A- H EFk EXPIRES:06/30/2017 November 30,2015 4 / ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. WI. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ' Milek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996173 PL15-398 UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:02 2015 Page 1 ID:zs2ygYHMYlt1_Z1 p9y12t1 yAg??-UPgRLxIVKroKg6Fq_87SRbhVvg7KOYoKIM RPOeyEzgx 1 1-6-0 1 1-3-4 1 1 1-1-10 11-0-0 1 1 1-2-0 110-11-21 Scale=1:38.5 3x4 = 4x8= 3x4 II 4x5= 4x4 = 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4 = 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 / % :. :_' /\ ' 1 /-\ 8 /N9/\:/ \8/ N N a/ a \r5ee N IGO O ci zilk 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5 = 3x8 = 3x6 FP= 4x5= 3x5= 3x5 = 3x4= 3x5= 3x5 = 3x5= 3x4 = 4x6 = 14-0-14 I 3-0-4 I 12-10-14 1b-7-0 5-1. I 22-7-8 I 3-0-4 9-10-10 8-6-10 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge],[27:0-1-8,Edge[,[35:Edge,0-1-81 _ LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.17 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.26 26-27 >899 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.03 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:113 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=701/0-2-12,34=2195/0-7-0,35=-917/0-2-4 Max Uplift35=-1009(LC 4) Max Gray 23=702(LC 4),34=2195(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2915,3-4=0/2915,4-5=0/915,5-6=0/915,6-7=555/0,7-8=555/0,8-9=1636/0, 9-10=-1636/0,10-11=-2324/0,11-12=-2324/0,12-13=2618/0,13-14=-2618/0, 14-15=2578/0,15-16=2578/0,16-17=2578/0,17-18=-2096/0,18-19=2096/0, 19-20=-1244/0,20-21=-1244/0 BOT CHORD 34-35=-1534/0,33-34=1790/0,30-31=0/1141,29-30=0/2031,28-29=0/2618, 27-28=0/2618,26-27=0/2665,25-26=0/2384,24-25=0/1715,23-24=0/671 WEBS 2-35=0/1844,2-34=1820/0,12-29=579/0,10-29=0/411,10-30=-553/0,8-30=0/694, 8-31=-821/0,6-31=0/963,6-33=1086/0,4-33=0/1225,4-34=-1464/0,21-23=940/0, 21-24=0/801,19-24=-661/0,19-25=0/534,17-25=-402/0,17-26=0/273,14-27=-268/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)23,35. sikED P R OFF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �'`ti 3[N SS/ at the bearings.Building designer must provide for uplift reactions indicated. ��\ �N FR -2 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 1.-- 6) 6)CAUTION,Do not erect truss backwards. y "02., OREG N (I04/ '9Or)BER '\� �P� A HES EXPIRES:06/30/2017 November 30,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev.10/03/2015 BEFORE USE. NI Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and o for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,051-89 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 R45996174 PL15-39B_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:04 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAgT7--R�noCmcJIsS224QPC5Z9wWOmgUdkyUYzdDfwW5XyEzgv 0-10-0 I 11-2-0 1 2v.1(1 1 i 0-9-0 i 0-9-0 11 0-9-0 1 0-9-0 110-9-0 10-9-0 1 Scale=1:34.3 3x4= 4x4= 4x4 = 3x4 = 3x4 = 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 c:c:4._ V-,a\\\ a i\-/\ /\ /\ /\ /Ni a o a �� e d. o m a .® e_...\n e .\e - e /\ IA 9 ,.. c, o e --.1 e e e e - e •a• e 9 e to 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5 = 4x5= 3x5= 3x6= 4x5= 3x4 = 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 l 9-141 1 20-2-0 13-2-14 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Inc/ YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=-1379/0,4-5=2483/0,5-6=-2483/0,6-7=-3317/0,7-8=-3317/0, 8-9=-3881/0,9-10=3881/0,10-11=4177/0,11-12=-4177/0,12-13=4200/0, 13-14=4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=3617/0, 18-19=3075/0,19-20=-3075/0,20-21=2299/0,21-22=2299/0.22-23=1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,4-39=-897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=-483/0,8-35=0/383,10-35=277/0,24-26=-1072/0, 2427=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. �v) P R QFE 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �<C N ss/ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �N �iN F9 Q2 be attached to walls at their outer ends or restrained by other means. .14 -7 870 2PE r N cv 7 �.-c., OREG N ti(2'QIL �OnSMBER \'��p- A HE?' EXPIRES:06/30/2017 November 30,2015 4 B ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. M11 Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qualify Criteria,051-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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:zs2ygYHMYItt_Z1 p9y12t1 yAg??-v_Ma_yKNdmAvia_PfGg93DJ2719nCzgmRJg4dzyEzqu 1 1-6-0 1 1-3-4 1 1 1-4-10 1 2-0-0 1 1 1-2-0 I I 1-1-10 I 1 1-3-11 11-3-0 1 Scale=1:39.1 1.5x3 I I 1.5x3 II 3x5 = 3x6= 1.5x3 II 1.5x3 I I 3x6 FP= 3x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 ..NINt f/°°/'-.44144144413/4- .-100°. ' N. 000°........ ,* N..\*12 N IGN .17 'CI Ill 11411016- HS —.4 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 1 3-0-4 I 12-10-14 1t5-11 I 19-7-0 1 22-4-11 I 3-0-4 9-10-10 7-0 5-6-2 2-9-11 0-7-0 Plate Offsets(X,Y)— [8:0-1-8,Edge],]9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. 1 DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.09 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.14 20-21 >999 360 BCLL 0.0 Rep Stress Incr. YES WB 0.61 Horz(TL) 0.01 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=-371/0-3-12,24=1523/0-7-0,25=-504/0-4-4,17=1310/0-5-8 Max Uplift 16=-458(LC 6),25=-596(LC 6) Max Gray 24=1524(LC 3),17=1312(LC 4) FORCES. (lb)-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. '\<< s 0 PROre ss CD 87022PE / 7 GAJ, OREGON ry,Q) 4/ AP ER \ '\-\ A HE EXPIRES:06/30/2017 November 30,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. . Design valid for use only with MTek®connectors.This design is based only upon parameters shown.and a for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996176 PL15-398_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:07 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y 12t1 yAg??-rMTKPeMe9NQdxt8nmhid8eOLYrlYguc3vd9Airy Ezqs 10.10-0 1 10- 11 1-2-0 117-t111 10-9-0 10-9-0H 10-9-0 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 a o .� a �a m p • • , e �a er\ ,\ /\ /\ I. \ 19 c o � o v v v o: 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 I 13-5-12 114-0-12i 1 20-4-13 1 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)-117:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1397/0,3-4=-1397/0,4-5=2518/0,5-6=-2518/0,6-7=-3371/0,7-8=3371/0, 8-9=-3953/0,9-10=3953/0,10-11=-4267/0,11-12=4267/0,12-13=-4306/0, 13-14=-4306/0,14-15=4116/0,15-16=4116/0,16-17=4116/0,17-18=3686/0, 18-19=-3121/0,19-20=-3121/0,20-21=2331/0,21-22=2331/0,22-23=-1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,4-39=910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=496/0,8-35=0/396,10-35=291/0,16-32=281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=-904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �, 0 P R Ore, 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '` s be attached to walls at their outer ends or restrained by other means. �\5 N �N EF'7 �Q2 lz 870 2PE �c" �c�`OOREG N r]6QcZ\ A. HEC' EXPIRES:06/30/2017 November 30,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. MI. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. (Drawings not to scale( Damage or Personal Injury Ern. Dimensions are in ft-in-sixteenths. I44 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0 /1 6" wide truss spacing,individual lateral braces themselves AIII- oLWEBS N may require bracing,or alternative Tor I _ o bracing should be considered. 0 limAir O 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. O- 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 O designer,erection supervisor,property owner and For 4 x 2 orientation,locate � g P P P v plates 0-'hd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352, ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. *MEMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable w environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction.g and pictures)before use.Reviewing pictures alone DSB-89: Desi n Standard for Bracin is not sufficient. g• Tek� BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with a Guide to Good Practice for Handling, MANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-A REVISED 11-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1560775 thru K1560790 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. R OF, ss CN 89782PE r OREGON 4° �. 'T 4RY PA UL /EXP(AtiNfl/2216_, November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. TC: 2x4 KDDF #16BTR 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"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), TOTAL LOAD = 42.0 POE load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-07-02 7-06-14 T T T 12 IIM-4x4 12 10.90 7 3 10.90 hit; o3 ul .' i 10.90 1 o 0 M-3x4 M-3x4 0) PR0��yy yy 0\ b1-00 15-02 1-00 C;\- GIN Fqi �� oY___,.."' 89782PE � • JOB NAME : 3413-A REV. POLYGON NW - Al -... —__,,,,<.. --m . - Scale: 0.3404 NW • WARNINGS: GENERAL NOTES, unless otherwise noted: (I /r trJ 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and Is for an Individual -'574, OREGON O" Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown*. incorporation of component Is the responsibility of the building designer. .T,< /� G 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top end bottom chords to be laterally braced at 7 '�! :l �� Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and et 10'c.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywag(BC). p/1 U DATE: 11/30/2015 the overall structure Is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown** AUL SEQ. : K1560775 4.No bad should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6 Design assumes full bearing at ail supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage le provided, 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center November 30,201 5 TPI/WTCA In BCSI,copies of which will be furnished upon request. tines coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA.Inc.iCompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 015BTR; LOAD DURATION INCREASE = 1.15 1- 3=(-724) 317 1- 8=(-421) 531 3- 9=(-412) 423 2x6 KDDF S16BTR T1 SPACED 24.0" O.C. 2- 9=( 0) 0 8- 9=(-387) 534 4- 9=(-284) 490 BC: 2x9 KDDF 91&BTR 3- 4=(-545) 308 9- 6=(-185) 448 9- 5=(-164) 138 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-566) 370 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-716) 355 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL O'- 0.0" -750/ 622V -126/ 134H 153.50" 1.00 KDDF ( 625) - REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 9.5" 0/ 318V 0/ OH 153.50" 0.51 KDDF ( 625) 27'- 6.0" -269/ 778V 0/ OH 5.50" 1.24 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.015" 0 19'- 11.0" Allowed= 0.712" Unbalanced live loads have been GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.020" 8 19'- 11.0" Allowed= 0.950" considered for this design. SPECIFICATIONS. MAX LL DEFL = -0.002" 9 28'- 6.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" 9 28'- 6.0" Allowed= 0.133" 1-00 27-06 ,f ,f •f MAX HORIZ. LL DEFL = -0.007" 9 27'- 0.5" 19-09 2-06-05 3-07-11 3-08-09 3-10-07 MAX HORIZ. TL DEFL 0.009" a 27'- 0.5" T T T T T 1' 12 -M-9x9+ 2 12 Design conforms to main windforce-resisting kg 10.90 V \11 0.90 system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. :-9x6 11111111 M-1.5x3 �4l .. O 9w,' Ioa. ♦� 1 .*-- l9 c) M-3xS 0.25" M-3x4 o �D ROF� sM-3x9+ M-5x12(S) '\�` s y y l �.� �NGINEc`,9 r� 19-11 7-07 or 1-00 27-06 1-00 89782PE C' • • JOB NAME: 3413-A REV. POLYGON NW - B1 Scale: 0.1890 ...ry /� WARNINGS: GENERAL NOTES, unless otherwise noted: 7�OREGON O"' I.Solder and erection oonlrdor should be advised of all General Notes 1.This design a basad only upon the parameter shown and is for an Individual17.9 (J' V� Truss: B1 and Warnings before conatnrction commences. balding component.Applicability of design parameters end proper ''lpiy A5 ll 2.2x4 compression web bradng must be Metalled where she... incorporation of component Is the responeibAlry et the building designer. /♦s�.Additional to 2.Design assume.the lop and bottom chords to be laterally braced al 3.Add !1�U L Q` temporary bring to Insure stability during construction 7 o.c.and et 10.c.c.respectively unless braced throughout their length by !" `, Is the responsibility of the ardor.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)andfor drywal(BC). DATE: 11/30/2015 the eoeral structure is eia responsibility of the building designer. 3.2x Impact bridging or hlemi brdng required where shovm* SEQ.: K 15 6 0 7 7 6 4.No bad should be applied to any component until alter all bradng end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in•non-corrosive environment, and are for"dry condition"of use. 12/31/2016 EXPIRES. TRANS I D: LINK design bads be applied to any component. 5.CompuTrus less no control over and assume.no responsibility for the 8.Design assumes full bearing at el supports shown.Shim or wedge If necessary, November 30,2015 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is g provided. 8.This design Is furnished aub)ent to the Imitations set forth by 8.Plates shall be totaled on both faces of truss,and placed so their center TPIWTCA M SCSI.copies of which MI be furnished upon request. Anes coincide with Joint canter lines. 9.MiTek USA,Inc./Com Trus Software 7.6.6 1 L Z o Digits Indicate ate o1 plate inches. Pu ( F 10.For baric connector plata daelgn vetoes sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 27-06-00 GIRDER SUPPORTING 40-02-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13563( 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 BC: 2x8 KDDF #16BTR 2- 3=( -9054) 2199 6- 7=(-2136) 9795 2- 7=(-4539) 1203 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -9054) 2199 7- 8=(-2136) 9795 7- 3=(-2814) 11598 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-13563) 3066 8- 5=(-2136) 9789 7- 4-(-4539) 1203 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 27'- 6.0" V 8- 4=(-1272) 6129 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 477.1)+DL( 344.4)= 821.5 PLF 0'- 0.0" TO 27'- 6.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -2759/ 12176V -314/ 314H 5.50" 19.48 KDDF ( 625) ---4--- ( 3 ) complete trusses required. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.48 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN nails staggered at: XXX 9" oc in 2 row(s) throughout 2x6 top chords, 4" oc in 2 rows) throughout 2x8 bottom chords, ICOND. 2: Design checked for net)-5 lief) 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" 9 20'- 2.0" Allowed = 1.329" MAX TL CREEP DEFL = -0.184" 0 20'- 2.0" Allowed = 1.772" 13-09 13-09 MAX HORIZ. LL DEFL = 0.032" 0 27'- 0.5" / f f I MAX HORIZ. TL DEFL = 0.053" 0 27'- 0.5" 7-05-12 6-03-04 6-03-04 7-05-12 T T T T T 12 12 Design conforms to main windforce-resisting M-4x10 system and components and cladding criteria. 10.90 F77 N1 0.90 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 3 4?( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ,l Truss designed for wind loads in the plane of the truss only. M-3x8 M-3x8 M-5x16 M-5x16 AA1 4140A111 i Lid I o . 1 6 7 8 o M-4x10 =M-10x10 M-4x10 M-7x8(S) r y 7-04 y 6-05 y ,, 6-05 7-04 y '�(L� ,D P R opesCS' y 15-06 12-00 y �N5 �N i NE - /�) 27-06 44,4t-- •9782PE �r JOB NAME : 3413-A REV. POLYGON NW - B2 ,. "000' Scale: 0.1866 WARNINGS: GENERAL NOTES, unless otherwise noted: ,�� C., OR N•�N 4y 1.Builder and erection nontrador should be advised of all General Notes 1.This design Is based only upon the parameters'Mwn and Is for an Individual Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper 74 Q Q` 2.2x4 compression web bracing must be Installed where shown•. ,R- Incorporation of component Is the roaponslbNBy of IM building designer. 14) 4 R Y 15 ` I(�+ 3.Additional temporary brectg to Insure stability during construction 2.Design and at tO IM lop and bottom dwrbr to be Wendy breed U Ie the responsibility of Bre erector.Additional permanent bracing of 7 oc. at 10'o.c.respectively unless s braced throughout their length by continuous sheathing such se plywood gMathing(TC)andror drywal(BC). PA UL DATE: 11/30/2015 the overall etrudve h the roaponsibNBy of the building designer, 3.21 Impact bridging or lateral bracing required where shown•• �`7 SEQ.: K 15 6 0 7 7 7 4.No wad should be applied to any component until ager al bracing and 4.Installation of tuna Is the responsibility of the respective contracto, fasteners are complete and at no time should any wads greater then 5.Design assumes trusses are to be used Ina noncorrosive environment, design bads be applied to any component. and ere for"dry condition"of use. TRANS I D: LINK 8.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrw Ms no control over and assumes no responsibility for the necessary febricatwn,handling,shipment end Instelletbn of components. T.Design assumes adequate drainage Is provided. N�I ove m be r ry Q r�Q 1 5 design 6.This la furnished sub)ed to the limitations set forth by 8.Plates sill be tooled on both faces of trues,and placed so their anter I`I J L TPIIWPCA In BCSI,copies of which WI be furnished upon request. Ines coincide 008(066 center line. 9.Digits indicate sirs of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,E5R-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. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF Wind: 140 mph, h=22.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=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. 8-00 8-00 f T 1' 12 IIM-4x4 12 10.90 7 2 a 10.90 ill o � Ali , o oI to =M-4x4 =01-4x4 y 16-00 y1-00 �.,5��NGINEER`S/O 'L 89782PE mac` JOB NAME : 3413-A REV. POLYGON NW - GGE Scale: 0.3299 ! WARNINGS: GENERAL NOTES, unless otherwise noted: I C✓..��r4 °j I.Budder and erection contractor should be advised of all General Notes 1.Thin design Is based only upon the parameters shown and is for an Individual 2C)R E G O N ' Truss: GGE and Warnings before construction commences. building component.Applicability of design parameters and proper (�V 2.2x4 compression web bracing must be Instalbd where shown+. Inwrporatlon of component Is the responslbd it o!the building designer. ..9:91: ,9 �4 R Y 1 e: 3.Additional temporary bracing to Insure stability during construction SP- Z.Design assumes the lap end bottom chords to be laterally braced at 7 Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and 8110'o.c.respectively unless braced throughout tea:,length by continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). .n/�UL DATE: 11/30/2015 the overfill structure is the responsibility or the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / SEQ. : K1560778 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibidty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shove.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handing,shipment end Inslelletion of components. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set ro,rh by 8.Plates shall be located on both faces of truss,and placed so their center November 30,201L J TPIM/TCA in SCSI.copies of which Ad be furnished upon request. Imes coincide with Joint center Imes. B.Digits Indicate size of plate In inches. MiTek USA,Inc.(CompuTrus Software 7.6.7(114-E 10.For basic connector plate Honig,value.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" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 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 13-03-01 6-08-07 6-08-07 13-04-09 ' T T 1' 1' 12 I IM-4x4 12 7.50 Q 7.50 M-3x5(5) M-3x5(5) 171°17111111 asssis Ln � I VD O Op o M- 3x5(S) M-3x5(S) o M-3x4 M-3x4 � c ) PROFS .6 15-09-08 y 8-04 y 15-11 ��' �.`GINE ' s/� y ` '4 40-00-08 D 1-05j82PE �-7c" • JOB NAME : 3413—A REV. POLYGON NW — Cl , ,�' -Arrow . • Scale: 0.2000 WARNINGS: GENERAL NOTES, unless otherwise nolad: fj' /''r '(13 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and Is for an Individual 17+ OREGON ,, Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper f!. Z 2.2x4 compression web bracing must be installed where shown-.. Incorporation of component Is the responsibility of the budding designer. ..11� V�^ r 3.Addrtlonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to W laterally braced el 7 /^� J �� Is the responsibility of the erector,Additional permanent bracing o! 7 o.c.and at 1D'o.c.respectively unless braced Throughout their length by ` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p I 'L DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•. /S L J SEQ. : K 15 6 0 7 7 9 4.No load should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D• LINK design bads be applied to any component. end ere for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling.alt pment and Installation of components. 7.Design assumes adequate drainage Is provided. e.This design Is fumlahed subject la the limitations set forth by B.Plates shall be located on both faces of truss.and placed so their center November 30201 5 TPINWCA In BCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA.Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 9=(-750) 2322 2- 9=(-277) 387 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 9-10=(-471) 1952 9- 3=(-309) 550 WEBS: 2x4 KDDF STAND 3- 4=(-2032) 1105 10-11=(-195) 1440 3-10=(-674) 563 LOADING 4- 5=1-2035) 1088 11-12=(-504) 1816 10- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2540) 1157 12- 7=(-727) 2107 4-11=(-476) 1040 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2650) 1035 11- 5=(-686) 568 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-297) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1707V -313/ 303H 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.135" @ 26'- 7.0" Allowed= 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed = 2.608" MAX LL DEFL = -0.008" @ 41'- 5.0" Allowed= 0.138" MAX TL CREEP DEFL =-0.010" @ 41'- 5.0" Allowed= 0.183" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" 19-11-08 20-01 1 f 1 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 M-4x6 Q 7.50 load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, 4 'Or Truss designed for wind loads (t\ in the plane of the truss only. M-5x6(5)" M-5x6(5) 0.25 0.25" .•07 1 et �e r I N ri >5x3fAY4x< tr. Allii 0 I o ,. ;. �� 0PRpe, O lir' 9 10 11 12 -3x6 M-3x9 0.25" 0.25" M-3x4 "`6 0 . GAN �/ o M-5x6(S) M-5x6(S) �� N �'4 02 8-02 y 7-07-08 y 8-04 l 7-07-08 l 8-03-08 y l ��C7 :g 7 8 2 P E 17_, 40-00-08 1-04-08 JOB NAME : 3413-A REV. POLYGON NW - C2 "'"'lir AffiFScale: 0.1555 U. WARNINGS: GENERAL NOTES, unless otherwise noted: -74,6, R E G OWN o� I.Balder and erection contractor should be advised of al General Notes 1.This design Is Asad only upon the parameters shown and Is for an Individual �� �j/,S , 17..' Truss: C2 and Warnings More construction commences. balding component.Appllcabilly of design parameters and proper - , , "1 �.4 fiy Ab 2.2x4 compression web bracing must be Installed where shown•. brcerporstion of component b the responsibility of the building designer. 'G/ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom dads to be laterally braced at /yA U 1. n` Is Bre responsibility of the erector.Additional permanent bracing of 7 o,c.and al f 0'o,e,respectively unless braced throughout their length by I'^' continuous sheathing such as plywood sheathing(TC)and/or drywal(BC), DATE: 11/30/2015 the overall ebucturs is the reepondblity of the balding designer. 3.2x Impact bridging or latent bracing required when shown++ SEQ. : K1560780 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respectve contractor. fasteners aro complete and at no time should any bads greater than 5.Design assumes busses an to be used In a non-corrosive environment. design loads be applied to any component. and aro for' condition'of use. TRANS I D: LINK 8.Design assumes hill bearing al al show.supports sho .Shim or wedge If /EXPIRES: 12/31/2016 Wino 5.CompuTrus s no control over and assumes no responsibility for the necsLry. November 30,20 I fabrication,handling.shipment and Installation of components. 7.Design assumes adequate dnimpe Is provided. e.This design Is furnished subject to Bre limitations set forth by 8.Plates shat be bated on both faces of truss,end placed w their center TPIM?CA in BCSI,copies of which v41 be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate in Indies, MiTek USA,)rrc./CompuTrus Software+7.6.6-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF lt16BTR LOAD DURATION INCREASE = 1.15 1- 2-)-4162) 1636 1-11=(-1458) 3621 11- 2=) -405) 1158 6-16=(-473) 1050 BC: 2x4 KDDF 91113TR SPACED 24.0" O.C. 2- 3=(-2777) 1172 11-12=)-1311) 3229 2-12=) -791) 555 16- 7=(-6B6) 568 WEBS: 2x4 KDDF STAND 3- 4=(-2251) 1067 12-14=( -766) 2440 12- 3=) -28) 349 7-17=(-263) 573 LOADING 4- 5=)-2168) 1170 13-15=) -26) 64 3-14-) -618) 363 17- 8=(-297) 346 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1929) 1166 15-16=( -196) 1380 13-14=( -87) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1969) 1088 16-17=( -504) 1759 14- 4-) -197) 180 TOTAL LOAD= 42.0 PSF 7- 8=(-2474) 1157 17- 9=( -728) 2080 14- 5-) -503) 1037 OVERHANGS: 0.0" 16.5" 8- 9=(-2607) 1035 14-15-) -358) 1722 LL = 25 PIP Ground Snow (Pg) 9-10=) 0) 83 5-15=(-1103) 733 15- 6=) -587) 996 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -264/ 1681V -312/ 303H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL- 0.197" @ 13'- 4.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.344" 9 13'- 4.0" Allowed= 2.608" MAX LL DEFL = -0.008" @ 41'- 5.0" Allowed = 0.138" MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed = 0.183" 19-11-08 20-01 ' '1' MAX HORIZ. LL DEFL = 0.099" 8 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" T T f T T T T T f 12 12 Design conforms to main windforce-resisting 7.50 M-4x6 .S:17.50 system and components and cladding criteria. 9.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 , load duration factor=l.6, M-5x6(5) ‘t, 0M.25-5x6(S) End vertical(s) are exposed to wind, Truss designed for wind loads 0.2 " 5 in the plane of the truss only. r, M-3)(43141111111 iN M-1.5x3 M-3x5 41111111116 La 2 ao if, M-3x8 4 k \/ : l I M- x. 12 14�~. ,. I M-3x4+ 0 0 1 M-3x4 I M-1.5x3 15 06.25" M-3x4 9- t6 0 0 M-3x4+ 0 0 M-5x8 3.75 M-4x10 M-5x6(S) ,‘0",) PR Opu2y J' J' y l y y 5 ' wss 2-05-12 5-05 5-05 2-04 8-05-12 7-07-08 8-03-08 \ �` G1N / �G9 0 ��k l l J• c �2-04 10-10 26-10-08 1-04-08 - :9782PE x - y 40-00-08 JOB NAME : 3413-A REV. POLYGON NW - C3 Scale: 0.1297 WARNINGS: GENERAL NOTE6, unless otherwise noted- . -V4'f/.OREGON rf1Q�� 1.Builder end erection contractor ahold be eddied of al General Notes I.This design Is based only upon the parameters shown and Is for an Individual v Truss: C 3 and waming.before construction commences. building component.Applicability of design parameters and proper 7 "1 R Y A `- 2.2x4 compression web bracing must be Installed where shown•. incorporotton of component Is the responsibility of the building designer. `,V 3,Additional temporary bracing to Insure stability doting construction 2.Design assumes the top and bottom dards to be laterally braced al h v Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at ea c.c.respectively unless braced throughout their length by 1""a U 1,,, �� continuous sheathing such es plywood eheething(TC)and/or drywal(8C). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required"Mere shown. SEQ.: K1560781 4.No bad should be applied to any component until after ell bracing and 4.Installation of tans le the reeponsiblty of the respedhe contractor. fastener.are complete and at no time should any loads greater than 5.Design assumes busses ere to be used Ins noncorrosive environment, design bade be applied to any component. and are for"dry condition"of use. EXPIRES: 12/31/2016 TRANS I D: LINK 8.Design assumes full bearing at all supports shown.Shim or wedge If G 5.CompuTrus has no control over and assumes no responsibility for the neceas.ry. November 30,2015 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.Thi deign I,furnished eubjed to the limitations sat forth by 8.Plates shell be located on both faces of truss,and placed so their center TP6WTCA in SCSI,copies of which nil be furnished upon request. Anes coincide with joint center lines. hes. MITek USA,Inc./Com uTrusSoftware+7.6.6-SP2(1L E l ForDigic1aUsizer pisteInIgnval P }' 10. basic connector pots deign values ase ESR-1311,ESR-1958(Wok) 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 #166TR LOAD DURATION INCREASE = 1.15 1- 2=(-4154) 1835 1-10=(-1458) 3603 10- 2=( -405) 1153 14- 6=(-586) 996 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2778) 1172 10-11=(-1311) 3212 2-11=( -787) 555 6-15=(-473) 1053 WEBS: 2x9 KDDF STAND 3- 4=(-2252) 1066 11-13-) -766) 2427 11- 3=( -28) 349 15- 7=(-688) 568 LOADING 4- 5=(-2169) 1170 12-14=( -26) 63 3-13=( -617) 363 7-16=(-322) 583 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1929) 1165 14-15=1 -202) 1369 12-13=( -87) 0 16- 8=(-306) 399 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1972) 1106 15-16=( -503) 1748 13- 4=( -197) 180 TOTAL LOAD= 42.0 PSF 7- 8=(-2485) 1224 16- 9=) -769) 2083 13- 5=( -503) 1033 8- 9=(-2610) 1087 13-14=) -396) 1711 *" For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 5-14=(-1100) 744 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED 800 AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -266/ 1682V -297/ 298H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -265/ 1682V 0/ OH 5.50" 2.69 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.343" @ 13'- 4.0" Allowed = 2.608" MAX HORIZ. LL DEFL = 0.098" @ 39'- 7.0" / 19-11-08 20-01 MAX HORIZ. TL DEFL = 0.158" @ 39'- 7.0" I 1 1' 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 1 f '1 'l' 1 I f of of Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 7.50 FY Q 7.50 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 .H load duration factor=1.6, (`\ End verticals) are exposed to wind, M-5x6(S) M-3x5 Truss designed for wind loads in the plane of the truss only. 5 0.25" 0.25"25" M-3x4 M-1.5x3 M-3x5 z M-3x8 41114111111111' \ ti, �„11 ,� o / 411111kh r /4-5x6 15t`. 13'n 1_ .'e _ - Is!„ o IM-3x4+ M-3x4 0 12 14 15 16 +9 0 of M-3x4+ I M-1.5x3 0.25" M-3x4 M-3x6 0l M-5x8 a 3.75 M-4x10 M-5x6(S) 12 ��� PROpe„ y y y y y y y l CO' 4GINE -. Sr02-045-05 5-06-12 2-04 8-05-12 7-07-08 8-03-08 c09 2yy y y 9 '2-o4 10-10 26-10-08 � s97$2PE Cyy 40-00-08 JOB NAME: 3413-A REV. POLYGON NW - C48111111/ Scale: 0.1347 ,� WARNINGS: GENERAL NOTES, unless otherwise noted: 9 OREGON O� 1.Balder and erection confndor should be advised of al Gemini Notes 1.This design Is based only upon the parameters shown end la for an Individual " (./w �,+ �� Truss: C4 end Warnings before construction commences. balding component.Applicability of design parameters end proper �I /y 4 o 2.2x4 compression web bracing must be installed where shown+. Incorporation of component a the responsibility of the Dulling designer. fes. `1�(,r 3.Additional temporary breclrg to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '1 /tiA U V Is Me responsibility of the erector.Additional permanem bracing of 2 Dees ou at 1 V o.c,respectively Bs ry aMess braced throughout their ei)e by !�" continuous sheathing such es plywood heat ng(TC)endfor drywel(BC). DATE: 11/30/2015 the overall etntcture lathe responsibility of the balding designer. 3.2x Impact bridging or lateral bredng required when shown++ SEQ.: K15 6 0 7 8 2 4.No bad should be applied to any component until after el bredng end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are compete and al no time should any beds greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S ID: LINK deign bads be applied to any component. and are kr"dry condition"of use. EXPIRES: 12/31/2016 5.CompuTrue has no control over end assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge If necessary. fabrication,handling,shipment and Installation of components. T.Design assumes November 30 2015 r 6.This design Is Furnished subject to the limitations set forth by 6.Plates shall be loateduonsis drainage both faces of trues,and plead so their center TPIW1CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 0 size of plate In Inches.MITeUSA,Inc./CompuTrus Software 7.6.7(1L-E tFor bdecoon plate design values sea ESR-1711,ESR-198S(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 #15BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 8=(-750) 2311 2- 8=(-277) 387 11- 6=(-304) 399 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 8- 9=(-507) 1941 8- 3=(-309) 550 WEBS: 2x4 KDDF STAND 3- 4=(-2033) 1105 9-10=(-202) 1429 3- 9=(-674) 563 LOADING 4- 5=(-2038) 1107 10-11=(-503) 1805 9- 4-(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2552) 1223 11- 7=(-769) 2122 4-10=(-476) 1043 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1087 10- 5=(-688) 567 TOTAL LOAD = 42.0 PSF 5-11=(-321) 583 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -267/ 1707V -298/ 298H 5.50" 2.73 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 40'- 0.5" -265/ 1706V 0/ OH 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 paf) 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. 1 T 1' 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.e, MWFRs(Dir), f f T f f f f load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, M-9x6Truss designed for wind loads 7.50 17,77 ''S-,17.50 4 0" in the plane of the truss only. 4 4.7( ii\ M-5x6(5) M-5x6(S) 0.25" . 5" 0 to M-1.5x3 M-1.5x3 z • Alk / 1111k6 0 ,�-• 0 I 1 M-3x6 M-3x4 •25" b.25" M-3x9 *M-3x6 i �M P R 0� o M-5x6(S) M-5x6 o (`�l e01s l y y y y y �� 11AGINE� f0 y 8-02 7-07-08 8-04 7-07-08 8-03-08 y �C/� . 'T ,.� 40-00-08 �" :9782PE fir' JOB NAME : 3413-A REV. POLYGON NW - C5 ,.✓,Y�� Scale: 0.1533 WARNINGS: GENERAL NOTES, unless oUiewlae noted: • VOREGON to 1.Balder and erection oonbador should be advised of al General Notes 1.Thle design h based only upon 61e parameters shown and Is for an individual -9' Truss: C 5 and Warnings before conMrudbn commences. building component.Applicability of design parameters and proper l///''� (P incorporation of cemponant la the rospondbllty of the budding designer. Q'+ 2.0,4 compression web brsdng must be installed where shown.. .1%)'Ilk/ (P R Y . G 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom divide to W eterady braced at itr iia 77 J Is the responsibility of the erector,Additional permanent bracing of cT ac.end at 10'o.c.respectively as sty unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). PA , f i v‘` DATE: 11/30/2015 the overall structure le the responsibility of the budding designer. 3.2r Impact bridging or lateral brsdng required where shown.. �"1 /L. SEQ.: K1560783 4.No bad should be applied to any component until after al bracing end 4.Instalatbn of truss is the responsibility of the respective centrador. fasteners are complete and at no time should any bads greater than 5.Design issue..trusses ars to be used in a non-corrosive environment. design bads be applied to any component. end are for"dry condition"of use. TRANS I D: LINK 6.Design assumes full Waring at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrua has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. N ovem be�30 302015 8.This design is furnished subject to the limitations wl forth by 8.Plates shad be located on both taus of truss,and placed so their center U r TP WVTCA 6 SCSI,copes of which MI be furnished upon request. lines coincide with Joint canter lines. 9.Digits Indicate sloe of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(110-E to.For basic connector plate design vetoes 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-(-2667) 1091 1- 9=(-766) 2364 2- 9=(-303) 399 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2560) 1227 9-10=(-477) 1968 9- 3=(-321) 582 WEBS: 2x4 KDDF STAND 3- 4=(-2047) 1110 10-11=(-198) 1449 3-10=(-688) 568 LOADING 4- 5=(-2045) 1092 11-12=(-507) 1824 10- 4=(-476) 1043 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2549) 1160 12- 7=(-730) 2114 4-11=(-476) 1040 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1038 11- 5=(-686) 568 TOTAL LOAD = 42.0 PSF 7- 8-( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-296) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1711V -313/ 304H 5.50" 2.74 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 2.0" -327/ 1849V 0/ OH 5.50" 2.96 KDDF ( 625) 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 = 0.137" @ 26'- 8.5" Allowed = 1.963" MAX TL CREEP DEFL = -0.255" @ 15'- 11.0" Allowed = 2.617" MAX LL DEFL = -0.008" @ 41'- 6.5" Allowed - 0.137" MAX TL CREEP DEFL = -0.010" @ 41'- 6.5" Allowed - 0.183" MAX HORIZ. LL DEFL = 0.061" @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.096" @ 39'- 8.5" 20-01 20-01 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Design conforms to main windforce-resisting 1' ,f T ,f T ' , system and components and cladding criteria. 12 12 Wind: 140 mph, h-25.50t, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 7.50 � 7.50 (All Heights), Enclosed, Cat.2, Exp•B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 End vertical(s) are exposed to wind, n\ Truss designed for wind loads in the plane of the truss only. M-5x6(5)" M-5x6(5) .25 0.25" 3 M-1.5x3 M-1.5x3 AIL \ l'&/ . && ,..0 ,fl 0 0 a I 1*M-3x6 M-3x4 b°.25" �I.25" M-3x4 +`M- .6 1 p PROxF M-5x6(S) M-5x6(S) ,�' ss y y y i, y k �C t4GINE . fd 8-03-08 7-07-08 8-04 7-07-08 8-03-08 y y )� � ,� 40-02 1-04-08 �" 89782PE 17___... 1 JOB NAME : 3413-A REV. POLYGON NW - C6 • Scale: 0.1516 '..." WARNINGS: GENERAL NOTES, unless otherwise noted: h 1.Builder and erection contractor should be advised of s9 General Notes 1.This design Is based only upon the parameters shown and is for an Individual OREGON '� Truss: C 6 and Warnings before construction commences. baking component.App6uebllly of design parameters and proper 4//' �O Q` 2.2x4 compression web bracing must be Installed where shown.. incorporation of component la the responsibility of the building designer. -7,9 (J/1�y 3.Additional temporary bracing to Insure debility during construction 2 Design assumes the top and bottom chords to W laterally bread at ///......... `l/� '` �! Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at i V o.c.respectively unless bre=ed throughout their length by /1r ` continuous sheathing such as plywood sheething(TC)end/or drywal(51). _` is, U t 'C.s DATE: 11/30/2015 the overall structure la the responsibility of the buldhq designer. L. 3.2x Impact bridging or literal bracing required where shown+« SEQ. : K1560784 4.No bad ahoud be applied to any component until after el bracing and 4.Installation of tans Is the responsibllty of the respedHe coMrador. __ fasteners an compete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non.conosive environment, end are for"dry condBlon"of use. TRANS I D: LINK design bads be applied to any component. 8.Design assumes NII bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrus has no control over end assumes no responsibility for the naceasary imbrication,handling,shipment and Instelletbn of components. 7.Design assumes adequate drainage I.prodded. 6.This deign n furnished subject to tiro limitations set forth by 8.Plates shall located on both feces of truss,and placed so their center November 30 20.1 15 TPII TCA In SCSI,copies of which w11 B.furnished upon request. Ines coincide with Joint center lines. MiTek USA Inc./Com Trus Software 7.6.7(10-E 9.Digits Indicate size of plats In inches. fw10.For basic connector plats deign values we ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 40.— 2.0" 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 I ' 1 13-09-09 6-08-07 6-08-07 13-09-09 T T I 1 T 12 HM-4x4 12 7.50 [72 Q 7.50 M-3x5(S) M-3x5(5) /g7/1°//°°°/e of t/t UU 111ski' 0 o M-3x5( 5) M-3x5(5) o M-3x9 M-3x4 �p PRo1 y 15-11 8-09 y 15-11 \`�\ &INEE,s`S2O y 90-02 1-0i � R 2-S% tri •j/82PE JOB NAME : 3413—A REV. POLYGON NW — C7 Scale: 0.1993 WARNINGS: GENERAL NOTES, unless othenMse noted / C., �-y 40 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown a.is for an Individual 7T� OREGON O" Truss: C 7 and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component la the responsibility of the building designer, �� &� r V Qr • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at J �j` Ie the responubillly al the ere dor,Addilio nal permanent Macing of 7 o.c.and at 10'a.c.respectively unless braced throughout their kngeh by \,..1 V continuous sheathing such es plywood aheething(TC)andror drywsi(BC). P/�U+1 DATE: 11/30/2015 the overall structure la the responsibility of the building designer, 3.2x Impact bridging or leteral bradng required where Mown+• / 1- SEQ.: K1560785 4.No load should be applied to any component until after all bradng and 4.Installation of to Is the responsibility of the respective contractor. fasteners are complete end et no time should any bads greater than 5.Design assumes trusses ere 10 be used in a noncorrosive environment, T RAN S I D• LINK design Wads be applied to any component. end are for"dry condition"el use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 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 November 30 2 0.l 15 TPVWTCA in BC51,copies of which will be furnished upon request. lines coindde with joint center lines. 9.Digits Indicate size of plate In orches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&HTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10,0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, M-1.5x4 or equal at non—structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. ' 12-06-08 T T 12 4.00 v —/ 1 N O ,47 O v' 1 ^in / I OI 3 4 M-3x4 y ,i y 1-00 11-06-08 ), y 12-06-08 ���0p PROF 89782PE c' JOB NAME : 3413—A REV. POLYGON NW — Dl • Scale: 0.4806 'dad WARNINGS: GENERAL NOTES, unless otherwise noted: C/ �40 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual -v2 OREGON o Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper / tl 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component Is the responsibility of the building designer. +A��,Q J G `V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the fop and bottom chords to be laterally braced et 7 -T Y J Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.rsuch..plywood unless braced throughout their length by continuous sheathing such as plywood aheethlng(TC)and/or drywall(BC). p/1 1 l DATE: 11/30/2015 the overall structure Is the responsIbIlity of the building designer. 3.2x Impact badging or lateral bracing required where shown o• �`1�J 4. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. SEQ. : K 15 6 0 7 8 6 fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design bads be applied to any component. and are for"dry condition"of use. T RAN S I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. 6.This design is furnished subject tc the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their canter November 30,2015 TPVWTCA In BCSI,copies of which will be furnished upon request. Imes coincide with joint center Imes. 9.Digits Indicate size of plate In inches. MiTek USA,Inc.(CornpuTrus Software 7,6,7(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-721) 169 1-5=(-235) 630 5-2=( 0) 234 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-106) 98 5-6=(-238) 626 2-6=(-686) 208 WEBS: 2x4 KDDF STAND; 3-4=( -7) 3 6-3=(-165) 128 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -66/ 559V -56/ 152H 5.50" 0.84 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12'- 6.5" -66/ 495V 0/ OH 5.50" 0.79 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc 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 = -0.042" @ 6'- 8.1" Allowed = 0.708" 6-09-14 5-04-14 0-03-12 MAX HORIZ. LL DEFL = -0.005" @ 12'- 1.0" ,f ,f ,f T MAX HORIZ. TL DEFL = 0.009" @ 12'- 1.0" 12 4.00 v M-1.5x3 4 Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. I Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. N I 0 Lc) 1 D I I mIII l . 7 ?C 5 '* 6 M-3x8 M-1.5x3 M-3x4 y y y 6-08-02 5-10-06 .1 y y 1-00 11-06-08 y DP R )FFc 12-06-08 �51`� S �` NG N , l So. AR 0L 89782PE -37_, JOB NAME : 3413-A REV. POLYGON NW - D2 Scale: 0.4181 0.1 � WARNINGS: GENERAL NOTES, unless otherwise noted: C/ wl 1.Builder and erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown and Is for an Individual 174 OREGON O Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper �Vt,, ('t qs 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer, (/�ii I r V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be Ialerelry braced at y-� Is the responsibility of the erector.Adddionel permanent bracing of T o.c.end at 10'o.c.respectively unless braced throughout their length by f continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). p/1 U t V DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / 4- SEQ. : K1560787 4.No load should be applied to any component until alter all bracing and 4.Installatlan of truss Is Me responsibility of the respective contra dor. fasteners are complete and al no lime should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and ere for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage a provided. 6.This design Is Furnished subject la the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,20.l 15 TPUWTCA In BOW,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plele In Inches. MiTek USA.InK./CompuTrus Software 7.6.7(1L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 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 24.0" O.C. 2-3=( -83) 77 5-3=(-129) 111 WEBS: 2x4 KDDF STAND; 3-4=( 0) 0 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. 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'- 6.5" -46/ 376V 0/ OH 5.50" 0.60 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.006" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 5'- 2.6" Allowed = 0.390" MAX TL CREEP DEFL = 0.021" @ 5'- 2.6" Allowed = 0.519" 5-03-02 4-01-10 0-03-12 ,/ T 4 ,r MAX HORIZ. LL DEFL = -0.003" @ 9'- 3.0" I MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 12 4.00 " M-1.5x3 Design conforms to main windforce-resisting 4 3 -/ system and components and cladding criteria. t Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 2 N •w I 0 rn L Q 6 * 5 M-3x8 M-3x4 ; 1, 9-03 0-05-08 ,k ), y 1-00 8-08-08 y 9-08-08 �51j) PROF FS SlNGINE = O� .C� 63 89782PE 7...... JOB NAME : 3413-A REV. POLYGON NW - D3 a- -ir' Scale: 0.4704 - WARNINGS: GENERAL NOTES, unless otherwise noted: '�� C., OREGON h 1.Builder and erection contractor should be advised of a General Notes 1.This design is based only upon the parameters shown and Is for an Individual 2/. �O�� Truss: D3 and Wamings before construction commences. bidding component,Applicability of design parameters and proper ,.�y �/ 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 7,(1 A { 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chards to be laterally braced el 7�T� "1y J Is the responsibility of the erector.Additions!permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA /1 U L n DATE: 11/30/2015 the overall structure Is the responsibMity of the bidding designer. 3.2x Impact bridging or lateral bracing required where shown•• /S SEQ.: K1560788 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibi8ty of the respective wntrador. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D: LINK design bads be applied to any component. and are for dry condition"of use. 5.CampuTnts has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary, fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. B.This design le furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center November 30,20 15 TPIPNTCA In RCS),copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./Compulrus 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 9'- 8.5" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, M-1.5x4 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous " For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. r 9-08-08 le 1' 12 4.00 17 2 csi I LO0 I M � t 1 .....igIIIIIIIIIIIIIII II II Ili Ili lig III IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII WA///////////////////////////////////////////////J4iFM /////////// o 3 4 M-3x4 ,1 , y 1-00 8-08-08 y y 9-08-08 ���cD PR(,J 4[/~* cN&iNEFh' n. '2 ' 89782PE mac` JOB NAME : 3413-A REV. POLYGON NW - D4 , • -`'"I"N" Scale: 0.5079r 1 111111 WARNINGS: GENERAL NOTES, unless otherwise noted: V V) 1.Bonder and erection contractor should be advised of ail General Notes I.This design Is based only upon the parameters shown and Is for an individual iw OREGON O� Truss: D4 and Wamings before construction commences. building component.Applicability of design parameters and proper 4",,,, 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the respondbNity of the building designer. "7,c, ,IR y A 5 �y T' �Q+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced et 7 is the responsibility of the erector.Additional permanent bradng of 7 a.c.end et 10'c.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)end/or OryweN(BC). PAUL DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Mown++ SEQ.: K15 6 0 7 8 9 4.No bad should be applied to any component until after all bradng end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end et no time should any loads greater than 5.Design assumes trusses are to be used in s non-corrosive environment, T RAN S I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. �'f C fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,201 J e.This design Is furnished subject to the Ilmdatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI.copies of which will be furnished upon request. Nnes coincide with Joint center lines. 9.Digits indicate size of plate 0 inches. MiTek USA.Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2-3-(-27) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 248V 0/ 24H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -34/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 4.00 " LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" 0 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" 9 -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL= -0.000" 9 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL= -0.000" 9 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" 9 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" 9 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 - End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. .-t I u7rI OillIlMal 0 I 1 o � M-3x5 y 1-00 y 1-00 y ' -cw0 PROFe„ (PROVIDE FULL BEARING;Jts:2,4,4 I c.1,,�• � GI N Et- /rO* �" :9782PE ter' JOB NAME : 3413-A REV. POLYGON NW - El il'. Scale: 1.1020 , 1,7 All WARNINGS: GENERAL NOTES, unless otherwise noted. Col. _ 1.Bulder and erection contractor should be advised of alt General Notes 1.This design Is based only upon the parameters shown and is for an individual 11 I EGON,75' 4,:r` Truss: E 1 and Warnings before construction commences, building component.Applicability of design parameters and proper ///��I ((�� ���iii♦�"' 2.2x4 compression web bracing mud be Installed where shorn+. Incorporation of component la the responsibility of the bugling designer. ���/r + '. 3.Additional temporary bracing to insure stability during construction 2 Design eaeumaa the top end bottom chortle to be laterally braced at '1 Pi Y ��/` Is the responsibility of the erector.Additional permanent bracing or 7 o.c.end et 10'o.c.respectively unless braced throughout their length by .e. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p/�U l DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �'1 4 SEQ. : K1560790 4.04 load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. November handling,shipment and installation or components. 7.Design assumes adequate drainage Is provided. November 20 30 1 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center , V TP WVTCA In BCS(,copies of which wil be furnished upon request. Knee coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7)1L)-E 10.For basic connector plate design values see 019.1311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury r�1111 Dimensions are in ft-in-sixteenths. Wrik Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. or X-bracin diagonal TOP CHORDS 9 g,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-1/1 64 wide truss spacing,individual lateral braces themselves •L4 may require bracing,or alternative Tor T O p bracing should be considered. Tr U 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. O- 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate ci-a Co.? cs-a i— designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0-',a' 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. j 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that , Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005ro012 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. 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 MiTekO All Rights Reserved approval of an engineer. ■=� reaction section indicates joint — number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 111111Iproject engineer before use.40 18.Use of green or treated lumber may pose unacceptable 1_ environmental,health or performance risks.Consult with .Te Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. is not sufficient. ke 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