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Plans (76) S MiTeW MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-398_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45996168 thru R45996176 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. PROFe- co t� G EF9 sem° 2 87022PE of N � Aj, OREGON ti� wN SER A. Hec' EX' ' `:06/30/ November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45996168 PL15-396 UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 -C2I Industries,Inc.Fri Nov 27 106uLN55 2015 Page 1 ID:zs2ygYHMYlt1_21 p9y12t1 yAg7?-C21oD(C6_hwi(V1 DU3AVpf6uLN?I8tNi18mFYHYYEz2 1 1.8-12 1 1 1-4-10 1 2-0-0 1 1 1-2-0 II 1-1-10 1 I 1- 1 1-3-0 1 Scale=1:37.2 3x5= 1.5x3 II 4x8= 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x6 FP= 3x4 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 0 v),/ 9 .... -kji. ..9 000.00000N l'''4.- 24 23 22 21 20 19 18 17 16 15 4x5= 3x6= 3x6 FP= 3x5= 1.5x3 I I 1.5x3 II 3x6= 3x8= 3x4= 3x8= �z 13-0-6 1 1-11-12 1 11-10-6 b- 1 18-64 I 21-4-0 I 1-11-12 9-10-10 b-i-0 7.01 5.8-2 2-9-6 Plate Offsets(X,V)- 12:0-3-0,Edge),r7:0-1-8,Edge),18:0-1-8,Edgel,1124:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) Udell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.10 19-20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.15 19-20 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS- (lb/size) 15=-394/Mechanical,24=784/Mechanical,23=1695/0-7-0,16=1348/0-5-8 Max Uplift15=480(LC 6),24-844(LC 6) Max Gray 23=1697(LC 3),16=1349(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/1551,3-4=444/0,45=-944/0,5-6=1444/0,6-7=-14.44/0,7-8=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. ca<cQED PR OFFS �c.:3.. ,.,,, E;c9 `r/o�'9 87022PE r y % OREGO rye O�� 44BERN1 OS A. HE�4P EXPIRES:06/30/2017 November 30,2015 4 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design into the overall I�kp building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/TPIl Quality Criteria,DS6-89 and SCSI Sending Component Suite 109 Safety Information available from Truss Plate Institute,216 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996169 PL15-398 UPPER F02 Floor 10 1 �- - Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:57 2015 Page 1 ID:zs2ygYH MYItl_Z1 p9y12t1 yAg??-BRtYIDEMWJA2kLNsBaXHkXzecpMrLNVbc4keMRyEzrO I 1-0-0 I 1 1-1-10 11 1-2-0 I p-7-211 1-2-0 1 1-2-0 I I 1-2-0 1 1-2-0 1 Scale=1:33.9 454= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 • a. s l'?.� 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 354= 3x5= 4x6= 3x4= 14-2-2 I 13-0-2 13-7-2 11 I 19-11-4 13-0-2 0-7-0 -7-0 5-9-2 1 Plate Offsets(X,Y)- (14:0-1-8,Edgel,f24:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=1588/0,4-5=2786/0,5-6=2786/0,6-7=-0608/0,7-8=3608/0, 8-9=4042/0,9-10=4042/0,10-11=-4122/0,11-12=-4122/0,12-13=3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,230=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. �ti�EO PRQFFss ��5 �NGI NEFR �0 87022PE 144 r tt/ 7 �Aj, OREGO (tom s4H �0 FM8ER ,\ �O OS A. HO\ EXPIRES:06/30/2017 November 30,2015 y i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIiEK REFERANCE PAGE MN-7477 rev.10/03/2015 BEFORE USE. Design valid for use only with WOOconnectors.This design isbased only upon parameters shown,and is for an individual bung 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 !Moak' 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/T111 Quality Criteria,D58-89 and 11C31 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Suite 109 Citrus Heiahts,CA 95810 Job Truss Truss Type Qty Ply POLYGON R45996170 PLI5-398_UPPER F03 Floor 2 1 - .-:: . Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fd Nov 27 10:55:58 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg7?-cdRxWZF_GcIvMVy2112WHIWp2Dne4k9lgkTCutyEzr7 I 1-6-0 11-3-4 I I 1-1-10 11-0-0 I 11-2-0 11°'&6-1 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 e at °e e e • a_ e o o_ m - - o_ o_ a 12-./ \ / \ / N / e_N / /N / N / N /'N i e- e a e �e I.M 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8= 4x6=3x6 FP=4x5= 3x5= 3x5= 3x4= 3x5= 3x5= 3x5= 3x4= 14-0-14 3.0-4 12-10-14 15-141 I 22-4-122 I 3-0-4 I 8-10-10 0-7-0247-0 8-3-14 Plate Offsets(X,Y)- 112:0-1-8,Edge),127:0-1-8,Edgel,r35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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(Ib)or less except when shown. TOP CHORD 2-3=0/2846,3-4=0/2846,4-5=0/872,5-6=0/872,6-7=574/0,7.8=574/0,8-9=-1631/0, 9-10=-1631/0,10-11=2296/0,11-12=2296/0,12-13=-2565/0,13-14=-2565/0, 14-15=2528/0,15-16=2528/0,16-17=2528/0,17-18=2064/0,18-19=2064/0, 19-20=1227/0,20-21=-1227/0 BOT CHORD 34-35=1498/0,33-34=1735/0,30-31=0/1148,29-30=0/2013,28-29=0/2565, 27-28=0/2565,26-27=0/2603,25-26=0/2342,24-25=0/1690,23-24=0/663 WEBS 2-35=0/1800,234=1780/0,12-29=-548/0,10-29=0/396,10-30=-537/0,8-30=0/677, 8-31=-804/0,631=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. E� P R OFFS 3)Refer to girder(s)for truss to truss connections. Q� 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. r'< GINEc 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 �� !GN `i9 &jl9 be attached to walls at their outer ends or restrained by other means. !V 6)CAUTION,Do not erect truss backwards. Ct' 87022PE 1.-- // NN y �A), OREGO qo Q4U 'POnFMSER ' P� SA. HO; EXPIRES:06/30/2017 November 30,2015 4 4 A 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 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 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,DSI-89 and ICS]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 R45996171 PL15-398_UPPER F04 FLOOR 3 1 ,Job Reference(optional)Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:59 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y 12t1 yAg??-4q_JjvGd1wQmzOCFI?ZIpy3?Cc7vpDxu3ODIQJyEzr 1 1-3-0 1 1-5-0 I I 1-5-6 I 2-0-0 I I 1-2-0 Ilii 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 e e 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 I I 3x4= 3x6= 3x4= 2-11-0 I 21-3-0 2-11-0 18-4-0 Plate Offsets(X,Y)— 18:0-1-8,Edge),(17:0-1-8,Edgel,(23:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 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 Uplift 23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=-1993/0, 8-9=-2337/0,9-10=2337/0,10-11=1912/0,11-12=1912/0,12-13=1912/0 BOT CHORD 22-23=1154/0,21-22=-1215/0,20-21=-1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=1729/0,8-19=-553/0,6-19=0/810,6-20=1172/0,4-20=0/1608, 4-22=1567/0,13-15=1276/0,13-16=0/866,10-16=427/0,10-17=159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. �� _co PR°FRSs �co $INEE-, /e � 870 2PE fkr ��" y �Aj, OREGON ‘15:'''' �Q<v�' �O `cM$ER . r' OS A. HE.?` EXPIRES:06/30/2017 November 30,2015 t d a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with Mffek6 connectors.This design is based only upon parameters shown,and is for an individual building component,notMil . a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall bulding design.Bracing indicated a 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/SPI1 Quality Crfleria,9511-89 and 11051 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996172 PL15-398 UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:01 2015 Page 1 ID:zs2ygYHMY1tl Z1p9y12t1yAg??-0C638bHaXgTDygdQQbDuN8HVQikHAIBWiisUCyEzgy I 1440 I 0.^1.L 1r 2-0 1 f 7-21 11-2-D 1 1-2-0 I I 1-2-0 1 1-2-0 1 Scale c 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 19 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6 = 3x6=3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6= 3x4= 1.5x4 SP= 15-6-14 I 14-4-14 1-11-1. I 21-4-0 I 14-4-14 0.7-0 7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edge),(27:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress 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=1712/0,314=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. P R�F�s �� 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 � attached to walls at their outer ends or restrained by other means. Co t,1 GI NEER s/02-9 87022PE f fP ,CV iV , 1k' OREG•N ti�Qil 9O, AMBER ‘1 OS A. He'',AP EXPIRES:06/30/2017 November 30,2015 I1 mem ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. mll • Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall Mitek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 Ovally Criteria.DS6-89 and BCS!Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heiahts.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-398_UPPER F06 Floor 2 1 R45996173 _ ._ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MIFek Industries,Inc.Fri Nov 27 10:56:02 2015 Page 1 ID:zs2ygYHMY1tI_Z1 p9y12t1 yAg??-UPgRLxIVKroKg6Fq_87SRbhVvg7K0YoKIMRPoeyEzgx 1 1-6-0 11-3-0 1 1 1-1-10 1 1-0-0 I 11-2-0 110-11-2 I Scale=1:38.5 3x4 =- 4x8 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 _ e e rota ,., Mr a a\ e e e �\ a aa` e e e_ 1,"7. N 40 :rb. C. 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8= 3x6 FP= 4x5= 3x5= 3x5= 3x4= 3x5= 3x5= 3x5= 3x4= 4x6 = 14-0-14 I 12-10-14 1$-5-1 I 22-74 3-0-4 9-10-10 b-7-0, 8-0-10 I 0-7-0 Plate Offsets(X,Y)- F12:0-1-8,Edgel,f27:0-1-8,Edgel,f35:Edqe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl 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 Ina YES WB 0.94 Horz(TL) 0.03 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 113 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=701/0-2-12,34=2195/0-7-0,35=-917/0-2-4 Max Uplift35=1009(LC 4) Max Gray 23=702(LC 4),34=2195(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2915,3-4=0/2915,4-5=0/915,5-6=0/915,6-7=555/0,7-8=-555/0,8-9=1636/0, 9-10=1636/0,10-11=-2324/0,11-12=-2324/0,12-13=-2618/0,13-14=-2618/0, 14-15=2578/0,15-16=2578/0,16-17=2578/0,17-18=2096/0,18-19=2096/0, 19-20=1244/0,20-21=1244/0 BOT CHORD 34-35=1534/0,33-34=1790/0,30-31=0/1141,29-30=0/2031,28-29=0/2618, 27-28=0/2618,26-27=0/2665,25-26=0/2384,24-25=0/1715,23-24=0/671 WEBS 2-35=0/1844,2-34=1820/0,12-29=579/0,10-29=0/411,10-30=553/0,8-30=0/694, 8-31=-821/0,6-31=0/963,6-33=1086/0,4-33=0/1225,4-04=1464/0,21-23=940/0, 21-24=0/801,19-24=661/0,19-25=0/534,17-25=-402/0,17-26=0/273,14-27=268/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)23,35. ��0 PR OfF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement <G S at the bearings.Building designer must provide for uplift reactions indicated. �'Z? ��G I NEER 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 2 be attached to walls at their outer ends or restrained by other means. 4 870 2 P E 9t" 6)CAUTION,Do not erect truss backwards. yCATOREGNti� <U� O OS A. Heck EXPIRES:06/30/2017 November 30,2015 4 A 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 Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 111111 . 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 MiTele 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/TP11 Qualify Criteria,1:46-89 and BCSI Building Component 7777 Greenback Lane Safety Informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996174 PL15-398 UPPER F07 Floor 2 1 Job Reference(optional) _ Pacific Lumber 8 Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27.10:56:04 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1yAg??-RnoCmcJIsS224QPC5Z9wWDmgUdkyUYzdDfwW5XyEzgv 10-10-01 (5A1 1-2-0 I P-7-1q 10-9-0 1 0-9-0 110.9-0 10-9-0 110-9-0 10-9-0 1 Scale=1:34.3 3x4= 4x4= 4x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 .-.. ,,,•,...ik - wwvpg- rar\ 44i..Lwairwiwarm, 1; / Illr\ / \ /\ /W \ l'1 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 1p-9-14i 1 20-2-0 I 13-2-14 7-0 7-0 5-9-2 Plate Offsets(X,Y)- r17:0-1-8,Edge],118:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress lncr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1379/0,3-4=1379/0,4-5=2483/0,5-6=2483/0,6-7=-3317/0,7-8=-3317/0, 8-9=-3881/0,9-10=3881/0,10-11=4177/0,11-12=4177/0,12-13=4200/0, 13-14=-4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=3617/0, 18-19=3075/0,19-20=3075/0,20-21=2299/0,21-22=2299/0,22-23=1261/0, 23-24=1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=412/0,18-30=0/367,2-40=1112/0,2-09=0/1003,4-39=897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=483/0,8-35=0/383,10-35=277/0,24-26=1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=701/0,20-29=0/560,14-32=-268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. PR 2)All plates are 1.5x3 MT20 unless otherwise indicated. ...0 OFFS 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. c:,<('‘‘ G]N E /S/ 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 ��\ s(, 4 9 t229 be attached to walls at their outer ends or restrained by other means. 't 870 2PE t' yN " IV � > A�, OREG N qc Q� 9C F,yEIER N\ OS a. Heck EXPIRES:06/30/2017 November 30,2015 4I emeo ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USEt Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building m coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall `� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and properly 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 ICS!BuIlding Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Sheer,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 sem,. Job Truss Truss Type Qty Ply POLYGON R45996175 PL15.398 UPPER F08 Floor 1 1 ._«. _. - Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:05 2015 Page 1 ID:zs2ygYHMYlt1 z1p9y12tlyAgr-v_MayKNdmAvia_PfGg93DJ2719nCzgmRJg4dryFsqu I 1.6-0 1 1-3-4 1 1 1.410 1 2-0-0 1 1 1-2-0111-1-101 1 1-3-11 1 1-3-0 1 Scale=1:39.1 1.5x3 II 1.5x3 II 3x5= 3x6= 1.5x3 I I 1.5x3 II 3x6 FP= 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e e e •• y �' I?, t�� 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= 3-0.414-0-14 I 3-0.4 I 192ia10 175--01.1 11 I 19-7-0I 22-4-11 I 5-6-2 2-9-11 0-7-0 Plate Offsets(X,Y)— 18:0-1-8,Edge),(9:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.09 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.14 20-21 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.01 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(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 ,17=1310/0-5-8 Max Uplift 16=458(LC 6),25=596(LC 6) Max Gray 24=1524(LC 3),17=1312(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1761,34=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. ��E D PROpr �co , GINEER w0 2 7r 87022PE f / yN r" Aj, OREGO �o 44., 9O c,/SER 1\ ., r`S A. Heck EXPIRES:06/30/2017 November 30,2015 1 1 A 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 MiTekm connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,not111111 . a truss system.Before use,the building designer must verify the applicability of design parameters andproperlyincorporate this design into the overall building design.Bracing indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaflly Criteria,DSI-89 and ICSI 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 TypeQty Ply POLYGON R45996176 PLI5-398_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:07 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y1211 yAg??-rMTKPeMe9NOdxtBnmhidBeOLYrlYguc3vd9AiryEzgs 1010-0 I [0,8AA 1 1-2-0 111.7-10j I 0-9-0 l'76 ()l lo-s D l N9-°I l o s o l o s D Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 eae ea / \ ./\ /41k /\ /\ /\ /\ L /V �" 18. rx Kg 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 f� 121 I 20-4-13 I 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge),[18:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Ina YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 26=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=-1397/0,4-0=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=0/734,3839=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 1731=355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,439=910/0,4-38=0/810, 6-38=704/0,6-36=0/603,8-36=496/0,835=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. �� PROF , s 2)All plates are 1.5x3 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 ‹.3\ �NG(NE (si be attached to walls at their outer ends or restrained by other means. cc. 870 PE tP ti �y ,,,,/(//441.\.' •OTOREG N ti� <U� ,5: F $Ea �� a OS A. HER�P EXPIRES:06/30/2017 November 30,2015 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-1473 rev.10/03/2015 BEFORE USE. No " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for on individual building coponent.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSI-B9 and SCSI Bonding Component 7Suite 777 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 109 Citrus Heights CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property =MIMa offsets are indicated. (Drawings not to scale) Damage or Personal Injury E Dimensions are in ft-in-sixteenths. Iik Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,Is always required. See BCSI. MINEGEMNIINgE0-T/T 6' 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 16110114dir/11111,41i 4may require bracing,or alternative Tor I � Dbracing should be considered. 1�� 3. Neverexceed the design loadingshownand never Ustackmaterialsoninadequatelybracedtrusses.Q 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 ce"� cs 6 designer,erection supervisor,property owner and plates 0 'Ad' 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 ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that e 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 BEARING or less,If no ceiling is Installed,unless otherwise noted. established by others. ..."-• 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member orplate without prior (supports) occur. Icons vary but reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. ® ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. ` Min size shown is for crushing only. -- 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictured before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. NIFre ke is not sufficient. BCSI: Building Component Safety Information, J / 20.Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 NT MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-A REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1560775 thru K1560790 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. F,4o PR6Fe cP 1GiN di "� ' m 89782PE 44 mss- s, OREGON �4° fr PAUL Ci"c4 r 016 November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 2.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "or 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=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PIP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall EON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-07-02 7-06-14 f f T 12I -4x4 12 10.90 p 3 10.90 ro O' tAIlll11IIih ,. N o M-3x4 M-3x4 (} P R p fie s y1-00 y 15-02 y1-00 y 3 0AGINEe.4:../0 144 "<" 89782PE 1r .' JOB NAME : 3413-A REV. POLYGON NW - Al Scale: 0.3404 ,� OW WARNINGS: GENERAL NOTES, ad...elhorwlse noted. o OREGON/111 ,z,„)., �) 1.Balder anbd.�e'rection contractor should be advised of al General Note. 1.This design h based only upon the parameters Moven and h for an Individual 7 REG ON ' Truss: Al and Warnings before construction commenced, building component Applicability of design parameters and proper [y 2.254 compression web bracing must be installed where shown 0. incorporation of component is the re5rpoalblmy of the ionising designer. 17,51A�'f y •i 4 q 3.Addttbnei temporary bracing to insure stability doing consirudbn 2.Design assumes the lop end bottom dards to be handy braced sl �7 1 �Xf Is Me rho .billy of the erector.Additional permanent bracing of To.c.end N100.0.wash ma pyneedsbread(TC)and seek idi(B). epon coMlnuow sheathing such es pywoed sheathing(TC)and/or drywAp(BC).ngth by � ("'A UL %'rft, 04 DATE: 11/30/2015 the overfill.nwiure Is the responsibility of to building designer. 3.Di Impact bridging or sterol Miming required when shown 4.No load should be applied to any component until after.l bradng and 4.Installetbn of truss Is the responsibility of me Nepenthe contractor. SEQ.: K 15 6 0 7 7 5 fasteners are amphte and at no time should any beds greater than 5.Design.sames trusses ere to be used Ina noncorrosive environment, design bade be applied to any component. and are for•dry andNon^of use. y1� 12/31/2016 TRANS ID: LINK 5.compuTnro has no control over and assume.no responsibility for the 8.Design assume.ted beanng al all soppoM shown.Stem or wedge if EXPIRES: necesefabrication,handling,etdpmen and Installation of components. 7.Design.a.umee adequate drainage h provided. November 30,2015 5.This design ie furnished.ub)ed b the limitations set fodh by S.Plates shall be bated on both faces nitrites,and placed m tater anter TPSWrCA In SCSI.copies of which will be furnished upon request. las cohnde with Joie anter lines. N.Digits indleate she of pits in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)E 10.For bade connector plate dadgn values sea 6512.1311,ESR•ISaa(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 016BTR; LOAD DURATION INCREASE = 1.15 1- 3=(-724) 317 1- 8=(-421) 531 3- 9=(-412) 423 2x6 KDDF #16BTR Ti SPACED 24.0" O.C. BC: 2x4 KDDF #16BTR 2- 9=( 0) 0 8- 9=(-387) 534 4- 9=(-284) 490 3- 4=(-595) 308 9- 6=(-185) 448 9- 5=(-164) 138 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-566) 370 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-716) 355 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -750/ 622V -126/ 1348 153.50" 1.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 9.5" 0/ 318V 0/ OH 153.50" 0.51 KDDF ( 625) 27'- 6.0" -269/ 778V 0/ OH 5.50" 1.24 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x9 or equal at non-structural 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.015" @ 19'- 11.0" Allowed= 0.712" Unbalanced live loads have been GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.020" @ 19'- 11.0" Allowed = 0.950" considered for this design. SPECIFICATIONS. MAX LL DEFL = -0.002" @ 28'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 28'- 6.0" Allowed= 0.133" 1-00 27-06 1' ' MAX HORIZ. LL DEFL = -0.007" @ 27'- 0.5" 14-09 2-06-05 3-07-11 3-08-09 3-10-07 MAX 50511. TL DEFL = 0.009" @ 27'- 0.5" T T T T T T 12 -M-4x9+ z 12 Design conforms to main windforce-resisting 10.90 17 7q10.90 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. M-9x6 11000. M-1.5x3 4a SII M-3A Al9 M-3x4 ,- I t�C� M-3x4+ M-5x12(S) 'i 0 (-ROFsn' 19-11 y 7-07 y 6NCj ��yGINEk5 `S'`O 1-00 27-06 1-00 ' t v$` $IPE 2-sr• . JOB NAME: 3413-A REV. POLYGON NW - B14114, • Scale: 0.1890 ..y� OREGON WARNINGS: GENERAL NOTES, udess otherwise noted: /y /, h� Truss: B1 B:dderand erection contractor MouldbesdvlwdofailGenerelNotes t.This design bbased only upon the penmetenshown end Isfor anIntivldwl �' C� /4, 1 ) , and Wamings before construction comm•nws. building component.Applicability of design parameters and proper .T 2.9ta congression Nab bracing moat be Installed where sheen.. Incorporation of component is the reeponsiblllty of the budeing designer. �� 3.Adegbns)temporary pacing to Insure sob icy during construction Z.Design assumes the top and bottom Moms to be laleragy lasted et A U_ " le the responsibility of the erector.Additional permanent bracing of a o.c,and at 10'c.c.raspeetl pip osteo braced throughout their length by DATE: 11/30/2015 the overall structure is the roepenelbloy of the balding designer. continuous sheathing such as wing rd sheathing(7C)endlor eryvrall(BC). 3.3 Impact bridging or lateral bracing required where shown++ SEQ.: K 15 6 0 7 7 6 4.No load should be applied to any component until eller al bracing and 4.Instalbibn of truss Is the responsibility of the respective contractor. fasteners aro complete end et no tires should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment TRANS ID: LINK designfo.dsbeappleem.nrwmpoam. ane are for drycondlnon•ofuae, EXPIRES: 12/31/2016 5.CompuTruue has no control over and assumes no respansibllty forme 8.Design assumes MI bsermg at all supports shown.slam or wedge I/ November 30,2015 fabrication,handling,ahlpment and Insbllagon of com n•wsssry. gonane. 7.Design assumes adequate drainage Ie pr . 8.This design b furnished bided to the limitations set fodh by B,plates M all be loaded on both faros of Rune,uss,and placed so their center TPUWfCA In SCSI,copies of which mg be furnished upon request Ines coincide with joint center lines. MiTek USA,Inc./Com TNS Software 7.6.61 L Z 9.Diggs indicate aha of plate In Inches. ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MI70) 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 #1fiBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13563) 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 2- 3=( -9054) 2199 6- 7=1-2136) 9795 2- 7=(-4539) 1203 BC: 2x8 KDDF STAND;#2 A LOADING 3- 4=( -9054) 2199 7- 8=(-2136) 9795 7- 3=(-2814) 11598 2x6 KDDF WEBS: 2x6 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=1-13563) 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)= 621.5 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) 'It ( 3 ) complete trusses required. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.48 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN nails staggered at: AAA 9" oc in 2 row(s) throughout 2x6 top chords, 4" oc in 2 row(s) throughout 2x8 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.091" @ 20'-: L L2.0"/24 Allowed 0 1.329" MAX TL CREEP DEFL = -0.184" @ 20'- 2.0" Allowed = 1.772" 13-09 13-09 MAX HORIZ. LL DEFL = 0.032" @ 27'- 0.5" f f f MAX HORIZ. TL DEFL = 0.053" @ 27'- 0.5" 7-05-12 6-03-04 6-03-04 7-05-12 f Design conforms to main windforce-resisting 12 M-4x10 12 system and components and cladding criteria. 10.90 17 N10.90 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 .17( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), lA 11 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x8 ,M-3x8 M-5x16 M-5x16 milid16166. APIA o 1 M-4x10 _M-10x10 M-4x10 M-7x8(5) y y y y y (} P R OFFS 7-04 6-05 y 6-05 7-04 y 15-06 12-00 y N , C 1N � 6) 'S/'o y 4 17 27-06 4,C :9782PE C,,,. JOB NAME : 3413-A REV. POLYGON NW - B240 Scale: 0.1866 , ,, WARNINGS: GENERAL NOTES, unless otherwise noted. 7�OREGON/11�N 1 O�� 1.Binder and erection contractor should be advised of al Nvel General Notes 1.This design Is based only upon the parameters oend h for an Individual O Truss: B2 and Warnings before construction commence•. building°mooned.Applicability of deign perimeters and proper 2.2t4 compression web brodng must be installed where shown+. Degn assincorporation of component I•the responsibility chordstoof the binding designer. •o9 GgRY:4 b /� 3.Additional temporary bracing to Insure steNl@y dwhq can.enctlon 2 Deign assumes the top and bottom dards to los laterally braced d f \ Y� I•the responsibility of the erodor.Additional permanent brodng of 2 o.c.and at iR o.c.yeast,cc ly unless braced throughout their length by jy {� eon...sheathing such as plywood sheathing(TC)and/or drywall(BC). /"A...1 L i'� DATE: 11/30/2015 the overall structure is the responsibility of the bulling designer. 3.d impact bridging or Atonal bredng required where Novel c• v SE Ki5 6 0 7 7 7 4.No load should be applied to any component inti after all bracing and 4.Installation rah=Is the responsibility of the reapectNe contractor. 4•: fastener•era complete and at no time Ywuld any loads greater than 5.Deign assumes trusses Cr.to be used In a non-cono6va environment, design loads be applied to any wmporoM, and are for"dry condition.of use. EXPIRES: [] !'{P] )ry .4 TRANS ID: LINK 5.ComWTnn has no control over and assumes no responsibility for the 6.D•emgoaessumes full bearing at ail wppoM shown.Shim or wady°If EXPIRES: 12/471/20 k6. ry febd°atlen,handling,shipment and mstIllallon of components. 7,Design assume.adequate drainage le provided. November 30,201 5 6.This design is furnished subject to the limitations set forth by 8.Plates Nal be located on both facia of trust,and placed so their center TPIMTCA In BCSI,copies of which will be furnished upon request. 9.In..Digitcoincide stelae of pleGint In r lines. MITek USA,lnc./CornpuTrus Software 7.6.6(1L)-E 10.For beak connector piste deign values see ESR-1311,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss–BC LUMBER SPECIFICATIONS TRUSS SPAN 16'– 0.0" OND. 2: Desi n checked for net(-5 TC: 204 KDDF #15BTR LOAD DURATION INCREASE = 1.15 g (– psf) uplift at 29 "oc spacing. 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=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 8-00 8-00 12 IIM-4x4 12 10.90 2 10.90 oo =M-4x4 =M-4x4 nn nn �V V J 16-00 y1-00 y �Co N0p . / 09 2 `89782PE v JOB NAME : 3413-A REV. POLYGON NW - GGE .` • Scale: 0.3299 –'�' j�"" WNUWWOS: GENERAL NOTES, unleea othenvhe noted. OREGON 4J —__ Truss• GGE 1.Bolder and erection contractor should be advised or ail General Notes 7.This design is based only upon the parameters Moven and is for an lndMduel ' and Warnings before eonetrucgon common. building component.Applivalry or design parameters and proper 2.Dd comprenlo11 web bradng must be Installed where Moven v. Incorpore8on of component la the responsibilly of the bolding deeigner. .4,� (4, u• Y GJ • 3.Additional temporary bracing M Insure ahblltty during construction 2 Design assumes the lop and bottom chords to be laterally braced at '1� Ie me responsibility of the ander.Additional permanent bredng o! a 0.°.and el 70 c.c.respectively unless braced throughout their length by UL �\ DATE: 11/30/2015 the overall structure is the continuous sheathing such as plywood MeathIn 1TG)and/or drywal(BG). �� responsibility.ey component of the bolding designer. 3.2t Impad bridging or hterel bradng required where shown•• SEQ.: K 15 6 0 7 7 8 4.Na load should be applied G any componnt until after el bredng and 4.Installation of Imo la the responsibility dill*reepectNe anted°, fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used inc nnn.orredve enoronment, TRANS ID: LINK design loads beapplied toany component. end are for"dry condition"ofuse. 6.CompuTme hes no control over end assumes no responsibility tor the S Design assumes MI basting et all supports Mown.Shun or wedge If EXPIRES: ' .. 12/31/2016/ 1 tebdullun,handling shipment and hstelletisn of component. neuaury. 7.5.This design afurnished subject to the limitations eatforthby 8.Platessshalbelocatedan1ebathtees.eftrues,andplaced sutheir center November 30,2015 TPINVIGA In BCSI,copies or which WA be furnished upon request. Anes coincide With joint center line& Mtiek USA,Inc./Computrus Software 7.6.7(1L}E a.Digit.indicate.5s of plate In Inches. II.For basic conned°,plate design values see ESR-737 t.ESR•7888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #1S BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING 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, BC LATERAL SUPPORT <= 12"OC. UON. 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, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-11-08 20-01 T T T 13-03-01 6-08-07 6-08-07 13-09-09 T 1 .r 12 I IM-9x9 12 7.50 7. Q 7.50 711111”41 M-3x5(5) M-3x5(5) 1177•000 N 1111, o r. o M-3x5(S) M-3x5(S) M-3x4 0 M-3x9 J• l cO PR Ofi�C� y 15-09-08 8-04 15-11 �q . 3INEF, f0� 1 90-00-08 EY 1—°3&782PE <' JOB NAME : 3413—A REV. POLYGON NW — Cl . . Scale: 0.2000 r WARNINGS: GENERAL NOTES, unless otherMaa noted: OREGON X40 1.Builder and.radion contractor should be advised of al General Noes 1,This design h bawd only upon the parameters shown and b for an heeded R `� Truss: C 1 and wambps before construction commences. building component.Applicability of design parameters and proper � -AY b Y„ �,. tX. 2.2a4 compression web br.dsg must be heeled where shown-i. incorporation of component b the responsibility of the binding designer. al. `C 3.AddRbnei temporary bracing to insure tlaNlty during cansimctbn 2.Design and 10'the lop end bosom drama to de h throughout braced et Is the responsibility of the erector.Addgbnel permanent bracing of T nein rax) hea ox.such a ply unlade braced(TC)a oto Metr all(B). condnuous sheathing such as plywood shealhhp(TC)and/or drywaB(BC). !"A U 'CA by � DATE: 11/30/2015 the overall eructs.Is the responsibility of the binding assignor, 3.2x Impact bridging or hs,el bracing required where mown•. SE K1560779 4.No load Ovoid heapp.edtoany component wanafter slbracing and e,Installation aaationon messIsthe5,..tonsibleyB..5.4i#.nence,rroa•contractor.Q.: htlenen are complete end at no time should any loads greater than gn bads he applied to any component. and stator"dry condition'of use. desi TRANS ID: LINK w .pane 8.Design ssumesfel beadngatagwppoMmown.Gen orwedge if 5.Com EXPIRES: 12/31/2016 True les over and seven.ners Intl for —.. fabrication,handling.mipment end lnstellelbn of component. 7.Deign assume.adequele drainage h prevlded. November 30,2015 8.This design h furnished subject to the lineations set fodh by 8.Plate.mof b al be located on both faces uss,and placed so their center TP WITCH In BCSI,copies of which will be furnished upon request. B.In..coincide indicatesizeof fon centerline. Inches. MITek USA Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values...ESR-1311,ESR-1885(Web) 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 q1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 1-2=(-2633) 1077 1- 9=(-750) 2322 2- 9=(-277) 387 WEBS: 2x4 KDDF STAND SPACED 24.0" 0.C. 2- 3=(-2520) 1212 9-10=(-471) 1952 9- 3=(-309) 550 3- 4=(-2032) 1105 10-11=(-195) 1490 3-10=(-674) 563 TC LATERAL SUPPORT != 12.0C. UON. LOADING 4- 5=(-2035) 1088 11-12=(-504) 1816 10- 4=(-971) 1029 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 0= 12^OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2650) 1035 11- 5=(-686) 568 OVERHANGS: 0.0" 16.5" TOTAL LOAD= 42.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 LL = 25 PSE Ground Snow (Pg) 12- 6=(-297) 346 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) ICONS. 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 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 '� Design conforms to main windforce-resisting ,� ,� 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 7.50 M-4X6 Q 7.50 load d ration,fEnclosld,61 Cat.2, Exp,B, MWFRS(Dir), 4.0" i- 4 ,f,/ End vertical(s) are exposed to wind, ;)\ Truss designed for wind loads in the plane of the truss only. M-Sx6(S) M-Sx6(S) 0.2 " 0.25" •4 ti N M-1.5x3 M-1.5x3 • ul 0 f Y o I 1 r- 9 10 �i 12 v ! � � �� 0 -3x6 M-3x4 0.25" 0.25" M-3x4 `6j [C� .` A M-5 y(S) M-5xy(S) lo 4 ��GIIN ', - ( l , V 8-02 7-07-08 8-04 7-07-08 8-03-08 , �C� l 40-00-08 1-04-08 tee 9/82 r E p� JOB NAME : 3413-A REV. POLYGON NW - C2 •i Scale: 0.1555 v. /1/11/ WARNINGS: GENERAL NOTES, utile.,otherwise noted (�a�y S-E,^GON ^.. . Truss: C2 1.Bulbar and erection contraaor should be advised of el General Nota. 1.Thi.design le bend Dray upon the parameters shown and 1.bran Indheduel Ct f. 4J� vr end Warnings before construction commences. building component.Applicability or deegn parameters and proper ""�� A[�`l; �. 2.254 ecmprenbn web bradng must o be Installed Mire Mowne. Incorporation of component the reepon.i:ty or the building designer, al P 3.Addslonel temporary bracing to insure B Baty during construction Z.Design.,comes ms tap and bottom chord.to be.bratty braced el ` R the reeponsibRty of the erector.Additions!permanent bracing of 7 o.c,end a17 V o c.rmay.,ay antes,braced throughout their length by �,/',�..1 1 L WA'S: 11/30/2015 the cocci structure 1s me rc continuous sheathing sash n plywood aheemmgRc)arwror dryw.g(Bc). l�„/1.. eponcernp of the building designer. 3.2t impact bridging or lateral bracing required where Mo... SEQ.: K 15 6 0 7 8 0 4.No bad should be applied to arty component until after all bracing and 4.Installation of true Is the ragwnelblNty of the respective contractor. fasteners aro complete and at no time Mould any bade greater than 5.Design e..umes trusses Cr.to be and in•nonconoswe environment, EXPIRES: TRANS ID: LINK design bade be.pplied to any component. and.re for Wry condition"of use. 12/31/2016 5.Com WTru•hes no control over end assumes no responsibility for the 6.Design assumes NI bearing at all support Mown,0510 or wedge If ne fabrication,handling,MlpmeM and meteladon of components. teary. November 30,201 5 S.This design h furnished subject to the limitations rel forth by 7.Design assume adequete drainage is provided. TPIhyTCA in BCSI,copies of which Mg be furnished upon request. S Anes colndds with int caMer.Plates Mall be tented on rtthew faces of hue end plead so their center MITek USA,Inc./CompuTrus Software+7.6.6•SP2(4L)-E g.Digits Indicts ate of pate in Inch. 70.For basic connector plate design values nee ESR-1311,ESR-Ices(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 N16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4162) 1836 1-11=(-1458) 3621 11- 2=( -405) 1158 6-16=(-473) 1050 SPACED 24.0" O.C. 2- 3=(-2777) 1172 11-12=(-1311) 3229 2-12=7 -791) 555 16- 7=(-686) 568 BC: 2x4 !ODE STAND STANDR 3- 4=(-2251) 1067 12-14=7 -766) 2440 12- 3=7 -2B) 349 7-17=(-263) 573 WEBS: 2x4 KDDF LOADING 4- 5=(-2168) 1170 13-15=7 -26) 64 3-14=7 -618) 363 17- 8=(-297) 346 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE' 5- 6=(-1929) 1166 15-16=7 -196) 1380 13-14=7 -87) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=(-1969) 1088 16-17=7 -504) 1759 14- 4=7 -197) 180 TOTAL LOAD = 42.0 PSI' 7- 8=(-2474) 1157 17- 9=7 -728) 2080 14- 5=7 -503) 1037 e- 9=(-2607) 1035 14-15=7 -358) 1722 OVERHANGS: 0.0" 16.5" LL = 25 PSF Ground Snow (Pg) 9-10=7 0) 83 5-15=(-1103) 733 15- 6=7 -587) 996 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -264/ 1681V -312/ 303H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed= 1.956" MAX TL CREEP DEFL =-0.344" @ 13'- 4.0" Allowed= 2.608" MAX LL DEFL= -0.008" @ 41'- 5.0" Allowed= 0.138" MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed= 0.183" 19-11-08 20-01 ,( MAX HORIZ. LL DEFL = 0.099" @ 39'- 7.0" 2 05-12 5-05 5-05 2-04 4-03-12 6-06-10 6-06-10 � 6-11-13 � MAX HORIZ. Ti DEFL = 0.159" @ 39'- 7.0" T 1' T 1' T '1 1' 12 Design conforms to main windforce-resisting 12 '<:17.50system and components and cladding criteria. M-4x6 7.50 ¢,Q" Wind: 140 mph, h=25.Sft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6 ,yy (All Heights), Enclosed, Cat.2, Ex .8 MWFRS(Dir), s- M-3x5 i\ load duration factor=1.6, M-5x6: E % M=5x6(5) End Trussedesigned)for winare d osed loads to wind, in the plane of the truss only. .25" 0.25" 1)1111 N M-3x93 M-1.5x3 M-3x5 241/11k16 ao N 14-3x8011040111111111601,� / : 1p j-, 1, M- x• M-3x4 O 1413 15 16 17 - .,0 of of M-3x9+ I M-1.5x3 0.25" M-3x4 M- 6 1 o O M-3x4+ 0 M-5x8 a 3.75 M-4x10 M-5x6(S) ti tin P R OF.E. 12 y C:s NGINEe. V`Ilo l l 1 1 1 -05=12 s-os s-os yz-o9 8-05-12 7-07-08 6-03=06 1 y �C? ' ' *"P. y2-04 10-10 26-10-08 1-109-08 :9782PEr 40-00-08 / ,. ' JOB NAME: 3413-A REV. POLYGON NW - C3 "'! Scale: 0.1297 V / 40 ,. '94,OREGON 2o'' �., WARNINGS: GENERAL NOTES, unless otherMse noted ei [}� I,Balder end erection contractor Mould be advised of al Genesial Notes 1.This design is based only upon the parameters shown end is for an Individual Gvt��y A t''[ Truss: C3 and Warnings before construction commences. briding component.Appkablllty of design parameters end proper al 1 tTy z.2t4 compression web bredng mar be installed where mown«. Incorporation or componed Is the responsibility of the building designer. /*S V 3.Addabnel temporary bracing b insure stability during mnrrucyon 2.Design assumes the top and bosom chorus to be lelerolly braced at PA,1 1 l i; by is the responsibility of the erector.Additional permanent bracing of Y ntin end at.eICI Din.rsuch..ply unties brawn throughout r dr Ie l/Bgth I. �'/1••. continuous sheathing such se plyeood sheathing(76)and/or tlryWal(BC). DATE: 11/30/2015 the overs M0dwre h the responsibility Mae building designer. 3.2k Impact bridging or lateral br ang required where shown•• SE K15 6 0 7 8 1 4.No load Mould be applied to any component until after as bredng end 4.Installation of trues is the reeponrblity of the re•pedive contractor. Q•( fastener.ere complete end at no time should any beds greater than 5.Design assumes trusses are to be aced In e non-corrosive.environment, RES 12I31I201 F) design bade be epplbd to my component. end aro foray condition"of use. TRANS ID: LINK e.Deren•.wms•hlw•dw•t•1wPPon••hown.3mmorwedge B November 30,2015 5.Com WTM Mem control over end assumes no roeponslblllly for necessary, ablation.handling,Mlpment and Installation of components. 7.Design sesame.adequate drainage A provided. S.This design b furnished abject to the limitations at folh by S.Pieta•Mall be located on both hose of trues,and plead so their center TPIMRCA In SCSI.copies of whkh cell be fumlehed upon request. 9.IrDie.coinindlcide,with 4th)esin pe Oa centerline., e Inness. MiTek USA,Inc./CompuTrue Software+7.6.6SP2(1L)-E ID.For beak connector plate design wens see ESR•f311,ESR-191313(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 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-9159) 1835 1-10=(-1958) 3603 10- 2=( -405) 1153 14- 6=(-586) 996 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2778) 1172 10-11=1-1311) 3212 2-11=1 -787) 555 6-15=(-473) 1053 WEBS: 2x4 KDDF STAND3- 4=1-2252) 1066 11-13= -766) 2427 11- ( 3-) -28) 349 15- 6=1-322) 568 LONDIOG 4- 5=1-2169) 1170 14-15=1 -26) 63 2-13=1 -617) 363 7-16=1-322) 583 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1929) 1165 19-15=1 -202) 1369 12-13=1 -87) 0 16- 8=(-306) 399 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1-1972) 1106 15-16=( -503) 1748 13- 9=( -197) 180 TOTAL LOAD= 42.0 PSF 7- 8=1-2485) 1224 16- 9=1 -769) 2083 13- 5=1 -503) 1033 ** For hanger specs. - See approved plans 8- 9=(-2610) 1087 15-14=( -396) 1711 LL = 25 PSF Ground Snow (Pg) 5-14=(-1100) 744 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -266/ 1682V -297/ 298H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -265/ 1682V 0/ OH 5.50" 2.69 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.393" @ 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" 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 1 I 12 T f f f f f f Design conforms to main windforce-resisting M-9X6 12 system and components and cladding criteria. 7.50 Q 7.50 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 ,ry (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 114 load duration factor=1.6, End vertical(s) are exposed to wind, M-5X6(S)M-3X5 M-5x6(5) Truss designed for wind loads in the plane of the truss only. .25" 0.25" M-3x9 11 M-1,5x3 M-3x5 ,46,,,, ..,M-3x8 o % ' M-5x6 11 13, -- ,� laillo o 1M-3x4+3x9+ M- x9 o M-1125x3 14 05.25" M-3x9 *M-3x6 Oi M-5x8o .a 3.75 M-4x10 M-5x6(5) 12 PR \rV �Nl l ) y y l y l � 6 '+GIN �2-09 5-05 5-06-12 2-04 8-05-12 7-07-08 8-03-08 T1 l l y 92-04 10-10 26-10-08yj ®9782PE 40-00-08 JOB NAME: 3413-A REV. POLYGON NW - C4 '" ..410e. Nom Scale: 0.1347 �f J /''�/�y WARNINGS: GENERAL NOTES, unless otherwise noted . -174,OREGON N Truss: C4 1.Bolderanteroclancontscion neerhould bseMlaetlofailOenenlNalss 7.This design labased only upon mapanmateroshown and bbrankNWtlwl '�R qn .15 IPt , and Warnings before construction commences. building componentApplicability of deep"parameters and proper al V 2.254 compression web bredng must m Melded where shown 4. Incorporation of component b the rogronsiblity of the bolding designer. R, 3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes the top end bottom chords to m laterally braced at -X\^ �A lam. Nth.responsibility of the erector.Addkiona)permanent bracing of 7 o.e.end at 70'o c.respectively..sty unless braced throughout Ink length by `4 DATE: 11/30/2015 the oven)seaters Is the responsibility continuous sheathing such as plywood sheelhing(TC)and/or drywel(BC), flY of tit bolding.F bradr. 3.Dr Impact bridging or latent tending required where shown.. SEQ.: K 15 6 0 7 8 2 4.Na load should be applied to any component ural OW an tending and 4.Installation of truss is the rosponsibllty of the respect re contractor. fasteners Sr.complete and at no time should any bads greater than 5.Design assumes gauss are to be used ins non-corrosive envkanment, C yp p c f�fj )ry/'{ c TRANS ID: LINK design loads be applied to eny component. and are for'dry condition'ofum. EXPIRES: 12/31/2016 5.CompuTms ms no control aver and assumes no responeibllily forme B.D�Mce�n mum.NI beenng et el wppona shown.Shim or wedge if sery' November 30,2015 fabrication.handling.shipment and installation of component.. 8.Thisdeign b henlshetl edgedNim limitationstai forth7.Dagn assumes edsquate drainage is provketl. ter 8,Plates shall be bated on both faces of truss,and placed as their center TPIMTCA in BCSI,copies of which wit be Nmished upon request. Ines coincide with lokd center lines MITek USA,Inc./CompuTNs Software7.6.7(1L}E a.Diggs indioate she of plate in inches 70.For beak connector plats design values me ESR-7371,ESR-1988(MOM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 8=(-750) 2311 2- 8=(-277) 387 11- 6=(-304) 399 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 8- 9=(-507) 1991 8- 3=(-309) 550 3- 9=(-2033) 1105 9-10=(-202) 1429 3- 9=(-679) 563 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-2038) 1107 10-11=(-503) 1805 9- 9=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=(-2552) 1223 11- 7=(-769) 2122 9-10=(-476) 1093 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=(-2659) 1087 10-15=(-628) 583 5=1-688) 567 TOTAL LOAD = 42.0 PSF ** 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 PIF 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 PIF. ICOND. 2: Design checked for net1-5 psf) uplift at 29 "00 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 system and components and cladding criteria. 19-11-08 20-01 Wind: 190 mph, h=25.Sft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6-10-05 6-06-10 6-06-10 fi 6-06-10 6-06-10 6-11-13 (All Heights), Enclosed, Cat•2, Exp.B, MWFRS(Dir), 1' load duration factor=l.6, 1 �12 End vertical(s) are exposed to wind, 12 M-9x6 Truss designed for wind loads 7.50 Q 7.50 in the plane of the truss only• 4,0" 4 .f./ 144'1 M-5x6(:) M-5x6(5) 7 0.25" 0.25" M-1.5x3 M-1.5x3 z to \ / /111611.-- ,c,0 AllAco I p e 11 a M-3x6 t 0 1 r`M-3x6 M-3x4 1 .25" bD.25" M-3x9 f'WO PROF. M-5x6(S) M-5x6(S) i. ' CC6 � l 8-02 1 7-07-08 y 8-04 l 7-07-08 1 8-03-08 l '� 4 0* y 40-00-08 y ..4 '/97882/-PSE* JOB NAME : 3413-A REV. POLYGON NW - C5 Scale: 0.1533 r/r i, �(] • Tr WARNINGS: GENERAL NOTES, unless otharxbe noted 0. OREGON f*f �. 1.Balder and eredbn contractor should be advised ofd General Note. 1.This design is bawd only upon the parameters thrown and Is for an individual i., h Truss: C5 and wemMge before cen.budlon commences. building component.Applicability of design parameters and proper V 2 214 comprewlon tab bredng mud be Metalled where Mown*. Design incorporation of comported is the m chords of the baking ed at r. es /q L7 V^ '� 3.Additional temporary homing to Mwre debility during mndmctien 2.Dsawmee ms top and bottom...bra to be laterally braced at 'l I y le m.reaponeibillty of the ender.AddSond permanent bradng of c Dec.ntinn end did o n reach ee ply cod s bndld(TC)a d/melt isn(S). jyA U L Q continuous dnathln9 such as plywood droaced throu and/or drywaAgth b /'"' {` DATE: 11/30/2015 the overall dnwlure I.me mpondbility of the balding dedgner. 3.2s Impact bridging or lateral bradng required Wwrs drown a s SEQ.: K 15 6 0 7 8 3 4.No lead should be applied to any component end ager all bradng and 4.MdeAatbn of hues I.E.responsibility of the reepedwe contractor. fasteners are complete and.t no time should any loads greater men 5.Design assumes trusses are to be used Ina noncorrosive environment, design bade he applied b any component. end era for"dry condition"of use, V cif �v rf �] yr]f1�.A p TRANS ID: LINK e.Design assumes full bearing at ell support.drown.Shim or wedge If EXPIRES: 12/31/201V 5.ComWTw has no control over and assumes no responsibility for EXPIRES: f.bnwtlon,hendlIng,shipment and lnddlatlen of components. 7.Design assumes adequate drainage is provided. November 30,2015 S.This design is furnished subject to the limitations set forth by S.Plate.ell be located on both ladle of trues,end placed so their center TPYWfCA M BCSI,copies of which WA be furnlehed upon request. lines B.Digit.Indicawith te siesjoint otplate eres inches. MRek USA,Inc./CompuTrue Software 7.6.7(1L)-E II.For b.sic connector plate design value.see ESR-1311,ESR-LBBB(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0" INC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1091 1- 9= BC: 2x9 KDDF #1SBTR SPACED 24.0" O.C. (-766) 2364 2- 9=(-303) 399 WEBS: 2x4 KDDF STAND 2- 3=(-2560) 1227 9-10=(-477) 1968 9- 3=(-321) 582 3- 4=(-2047) 1110 10-11=(-198) 1449 3-10=(-688) 568 LOADING 4- 5=(-2095) 1092 11-12=(-507) 1824 10- 9=(-976) 1093 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)001( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2549) 1160 12- 7=(-730) 2114 4-11= BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (-976) 1040 6- 7=(-2659) 1038 11- 5=(-686) 568 OVERHANGS: 0.0" 16.5" TOTAL LOAD = 42.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 12- 6=(-296) 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/ 309H 5.50" 2.74 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 2.0" -327/ 1849V 0/ OH 5.50" 2.96 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.137" @ 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 NORIZ. LL DEFL = 0.061" @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.096" @ 39'- 8.5" 20-01 20-01 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Design conforms to main windforce-resisting f f T f f system and components and cladding criteria. 12 7.50 2 M-4x6 12 Wind: 140 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 End vertical(s) are exposed to wind, 01,11)p...„2,5„ Truss designed for wind loads in the plane of the truss only. M-5x6(5) M-5x6(S) 0.25" 3 >15x3jAYAY53 0 d1 „4... ..,;i.. ..-..s..... /Ahhhhhh... o of M-3x6 M-3x4 bD.25" 1.25" 12 `\ o C� M-5x6($) M-5x6(S) M-3x9 M- 6 0 � Pr7�x'[. l , y CC 8-03-08 7-07-08 8-04 y 7-07-08 y 8-03-08 y ' NG�N E �/ l 1 l 00 40-02 ' p p 1-04-08 89782PE I-- . JOB NAME : 3413-A REV. POLYGON NW - C6 • •V Scale: 0.1516 .r✓ WARNINGS: GENERAL NOTES, unless olMrvdsa noted 40 Truss: C 6 I.Balder and erection contractor should ba advised of all General Notes This design b based only upon the parameters Mown and a for an Individual OREGON ry�=J and VNminga before construction commences. building component.Appllubllty of design parameters and proper �Q `,/ Z.2t4 compression web bracing must be Retailed where shown.. Nr mcoign assn of component a the rasp orris to al the building destgner. .�'1 •RY � j 3.Additional tempnrery bracing to Insure',lability during construction 2 Design assumes the lop and bottom chortle to a laterally braced at .�" I',me responsibility al me erector.Additional permanent bracing o! 7 o.c.end et 10 o.c.respectively urates',breed throughout melt length by /,,. DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 2e'coed edging or such as acing re aired M(TC)end/or tlrywaA(BC). `, /ti (^� 3.In Impact bridging or Wend bracing required where Mown.a• f-" UL `` SEQ. : K 15 6 0 7 8 4 4.No load should be applied b any component until after ail bndng and 4.Installation of bus is Sr.responsibility of the/WWI a conlraaor. fasteners an complete end et no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and ant for"dry condmon'cluse. 5.CompuTru has no control over and assume',no responsibility terms 8.necessary.e ign anumes AAI bearing el ail suppoN Mown.Shim ter suedes It � � ��. � 201 fabrication,handling,shipment end Inaalation of components. 7. signas astgnaewmeleduart drainage aprodded. ee, November 30,2015 S.This design a furnished subject a the IlmBalans est forth by 8.pates inns be located an both tape of trues,and placed so(heir center TPIAWCA In SCSI,copies o/which vAA be furnished upon request. Anes coincide with Joint center lines. MRek USA,Inc./CompuTrue So#ware 7.6.7(114-E9.Digits Indicate sae of plate in inches. 70.For basic connector plate design values sae ESR-7371.ESR-+888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oh spacing. I TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #1fiBTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING 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, BC LATERAL SUPPORT <= 12^0C. UON. (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF End verticals) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 20-01 20-01 T1' 13-09-09 6-08-07 6-08-07 13-09-09 T T T 1' I IM-9x9 12 12 2 Q 7.50 7.50 M-3x5(5) M-3x5(S) 400000000000000070, 44, IIIiIIIlIIIhiit 0l 1 ),- 1 M-3x5(5) 1 M-3x5(5) o o M-3x9 M-3x9 y 15-11 8-09 15-11 ,vC.� NGINE -• fO `& Aly 0, y 40-02 1-0 $2PE 11' JOB NAME : 3413-A REV. POLYGON NW - C7 Scale: 0.1993 WARNINGS: GENERAL NOTES, unless otherwise noted (ss OREGON(1� 7 1.Builder end endbvis n cantrador Mwudd be added ofd General Notes 1.This design I shown only upon the parameters mwn end o for en individual �7 .OR N ,t:;-- Truss: C7 and Wanting.before wnarudlon commences. bulling component.Apgbablllly of design parameters and proper I�1/41 � ( .` 2.h4 compression web bndrg must a installed where Hawn*. incorporation of component b the naponsibpby of the aiding(signer. 3.Additional temporary bracing to Insure stability doling combudb^ 2.Design a.mss the top end bottom drams to d throughout Mterely brocsd atby la the responsibility of tM aredor.Add conal eM bracing of 7 ntin end N 17 o.c.rsuch es M rindunles braced(TC) dlmete all(B). penmen continuous Maalhing soon es Myriad aheelhlnp(TC)and/or drywal(BC). �A��. ``\ DATE: 11/30/2015 the overall doctor.Is me responsibility of the bulling designer. 3.7x Tinted bridging or Idterel bracing required dune shown«• SEQ.: K15 60 7 8 5 4.No bad should be applied to any amponem untl eller all bracing and A matdelbn of tram lathe responsibility of Ina nspenhe contractor. fasteners are complete and at no time should any bads greater than 5.Design sesames busses we to be used Ina non-wnosive environment, design beds be applied to any wmparoM. and an for"drycendbbn"of use. TRANS ID: LINK e.De.lora...rmea anbearing.t.ISOPPO shown.Shim arwedge if EXPIRES 1`2/31/X116 5.CompuTrus has no control over NA sesames no responsibility for the nets. • radiation,handling,shipment end Installation of components. 7.Design a.mes etlequale dnlmge Is Ixovlded. November 30,201 5 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of Inds,and placed so their anter TP WYICA In SCSI.copies of which nil be furnished upon regasl. lines 9.Diens coincide iInnlate with Joint oi tote Incl es, MITek USA,Ina./CampoTrua Software 7.6.7(1L).E 10.For basic connector piste design values de ESR-1311.ESR-1a88(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 6.5" 'COND. 2: Desi TC: 2x4 KDDF #16BTR gn checked for net(-5 psf) uplift at 29 "oc spacing. LOAD DURATION INCREASE = 1.15 8C; 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cet.2, Exp.e, MWFRS(Dir), M-1.5x9 or equal at non—structural TOTAL LOAD = 92.0 PSF load duration factor=1.6, vertical members End vertical(s) are exposed to wind, (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads Unbalanced live loads have been in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. 12-06-08 T 1' 12 4.00 v 2 0 ,o 0 cr gl 1 o 0 3 M-3x4 4 y Y 1-00 11-06-08 y 1 l 12-06-08 89782PE �� JOB NAME : 3413—A REV. POLYGON NW — Dl . Ye • Scale: 0.9806 -'-d " WARNINGS' GENERAL NOTES, unless otherwise noted. 'R —^^ Truss: D 1 I.Sabre,and erection contractor should be advised Mail General Notes I.this design h based only upon the parameters shown and h for en ImNvltlal def { EG/Y I�I N. and VI/timings before construction commences. building component Appeoeblllry of design parametere end proper 7 r l GL:A V I V 2.P54 compression web bracing must be installed where shown+. mcorponibn of component Is the responsibility of the building designer. �-ry�.+ 3.Additional temporary bracing to Insure stability during construction 2 Destgn d sums.the top and bottom unless braced M M'Nerdy braced eet n "�/�. Alp�f 4 ¢ N the responsibility of the erector.Additional permanent bracing of 7o.c.ou at ea o.c.respectively unless bnadthroughout their Nrpm by I�� fl 1 1 UL DATE: 11/30/2015 the overall shudure la IM responsibility continuous sheathing such as plywood snaalhih.,.ei and/or drywsl(BC), /*a,S i^A1 aponsibRty of the building designer. 3.In Impact bridging or lateral brodng requited where shown** J"�f,{ `` SEQ.: El5 6 0 7 8 6 4.No load should be applied to any component until after all bracing and 4,Installation Muss Is the responsibility of the respective contractor. Menem era complete and 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 loads be applied to any component. end are for"dry eondmon.of use. r n Me no control over ced assumes nepeneldllty for the EXPIRE8.Design Saone..MI bearing at all supports Mown.Shim or wedge if 5.EeepnT :: 12/31/2016 fabrication,handling,shipment end inabl.tion of components. necesseq. Design assumes s 6.This design isfurntehedsubject tothe tmitatiensset forth by 8.Dedgn°°"'m•°°tleden both n°o1htena.inage o truss,sin November 30,2015 TPldMCA m SCSI,copies of which eli be furnished upon request. 8.mePlats coincies WWI de IM center tiha.of sues,end plead so Med caller MRek USA,Inc./CempuTruo Software 7.6.7(1 L}E 9.Digits indicate atae of stele In Inches. i6.For basic connector plata design values see ESR•f 311.ESR-I988(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/Cg=1.00 TC: 2x4 KDDF #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=1-238) 626 2-6=1-686) 208 3-4=( -7) 3 6-3=(-165) 128 WEBS: 2x4 KDDF STAND; 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOM CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -66/ 559V -56/ 152H 5.50" 0.84 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12'- 6.5" -66/ 495V 0/ OH 5.50" 0.79 KDDF ( 625) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. JT 1: Heel to plate corner = 5.25" BOTTOM CHORD CHECKED FOR 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 f MAX HORIZ. TL DEFL = 0.009" @ 12'- 1.0" 12 M-1.5x3 Design conforms to main windforee-resisting 4.00 v Wind: 1iiidt 0.i 0 ril p 7 44 5 6 o M-3x8 M-1.5x3 M-3x4 1 1 1 6-08-02 5-10-06 1 1 1 1 1_00 a-o6 oa ,i,,,,D PROpe 12-06-08 49 ��`ro �461NE,E (,S'�,,0% 89782PE 1,r • JOB NAME : 3413-A REV. POLYGON NW - D2 • Sale, 0.4181 -• r WARNINGS: GENERAL NOTES, unless otherwise noted: °�!t[�Ct'�l^t(�i T �. 1.Builder and eredlen contrador should be eddeed 5151 General Notes I.TN.design b based only upon the parameters Mown and is bran Individuel G R.EGOr Truss: D2 and Warnings before conotructbn commences. building component.Applicability of deepn parameters and proper (}� 2.b4 compression web bradng must be impaled where shaww+. incorporation of component la me responsibility of the building d 1gn.r. "SI q nY 15j e.,, 3.Additional temporary bredng to Neuro stability during construction 2.Deign assumesthes top and y*bottu data de thlatrougrallyhout Belt et ♦ t'C�' is 0,e responsibility WON erredor.Addaioml pennenard bradng of n relitoc.eund at 10 o.e.rwpectwaly unle s braced ihroughed incl!length by A- �A �` lY o continuous sheathing such as plywood shealhbp(TC)and/or drywel(BC). UL `a DATE: 11/30/2015 the overall structure Is the responsibility of the balding deigner. 3.2a Impact bridging or lateral bracing required where she,e+ SEQ.: K 15 6 0 7 8 7 4.No load should be applied to any component untl lifter al bracing and 4.betel/Non of Inns is the responsibility of the respec1Ne contractor. fasteners are compete and at no time ahoutd any bads greater than 5.Deign assumes trusses are to be used in a non-corrosive environment, design bads be applied to any component. and are for"dry eendion"et use. TRANS ID: LINK 8.Deign s.�mesfdlb.edngalaSeuppem.neen Shim srwedge it EXPIRES: 12/31/2016 5.compaTroe has no control owrend.swmsa no responsibility for the n mmtry. febrleetbn,handling,shipment and insteaelbn of components 7.Deign norms adequate drainage I provided. November 30,2015 K.This M s deign M nished subject to the NmXetona set forth by S.Plates steal be bW boated on both faces of es,and placed so their center TP6WTCA In BCSI,copies of which pall be furnished upon request. B.lineDigs inerde wIth dicate slza oft center n laehas. MITek USA,Inc./CompuTrue Software 7.6.7(1L)-E 10.For basic connector plate design values we ESR-1311.ESR-t988(MTV) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" TC; 2x9 KDDF #16BTR IBC 2012 MAX MEMBER FORCES 4 /Cg=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-497) 176 1-5=(-220) 392 2-5=2-5=(-(-932) 199 WEBS: 2x9 KDDF STAND; SPACED 24.0" O.C. 2-3=( -83) 77 5-3=(-129) 111 2x4 DF STAND A 3-9=( 0) 0 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 BC LATERAL SUPPORT <= 12"0C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -52/ 440V -43/ 114H 5.50^ 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 8.5" -48/ 376V 0/ OH 5.50" 0.60 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" !COND. 2: Designchecked for net(-5 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP fpsf) uplift at 24 "oc spacing. ae 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 f ,f T f MAX HORIZ. LL DEFL = -0.003" @ 9'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 4.00 v M-1.5x3 4 Design conforms to main windforce-resisting 3 -1 system and components and cladding criteria. If Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads 2 in the plane of the truss only. N 'q I 0 I 6 DEngo M-3x8 M-3x4 6 J• l l 9-03 0-05-08 J, y l 1-00 8-08-08 9-08-08 to PR Opt. mac* ENGIN � .gyp 2 4t' :9782PE JOB NAME : 3413-A REV. POLYGON NW - D3 ,r,, Scale: 0.4704 NW WARNINGS: GENERAL NOTES, :Man otherwbe noted W. / to Truss: D3 1.Budderand erection contractor should be advhed or A General Notes 1.This design is band only upon the parameters shown and Is for an Indhidual 5.1' ()REGION cEs and Waminge before construction commence.. budding component.Applicability of design parameter.and proper I�17.� V t Y 2 2i4 compression web bhang mud M installed where Mown+. Incorpuntlon of component la the responsibility or the building designer. et„ Ilr 3.Additional temporary bracing to Inure W dmy during contrudlon 2.Design aswmss the tap set bottom chords M Morally braced at 1' 4!A V -15 Is the responsibility of the erector.Additional permanent bracing of 7 o.c.00 at 10 e c reapectivsly plywood braced throughout(heir length by t� �'f ! 1 DATE: 11/30/2015 the overall structure is me re continuous Meeming such es plywood Meeldng(.C)and/or drywed(BC). !�'" eponabnry of the budding designer. 3.20'mind bridging or lateral bradng required when Mown++ Rf,�. SEQ.: El5 6 0 7 8 8 4.No Ned should be applied to any component until all bndng and 4.Installation of trim 1a the responsibility of the respedNe contractor. V fasteners are complete and at no gine Mould any baa greater than 5.Design assume.true....me to be used in a noncorrosive environment. TRANS ID: LINK design loads M epplhd to any component. end are for"dry condition'or use. 5.Compovrus hes no control over end Ileums no responalbildy forth. 8.Design.slimes NI bearing.ted supports shown.Shim or wade.II febricefion,handling,shipment and inatalMBon of component.. 6 nec°°sery' �y EXPIRES: /y�j'I r'�ay'� 6.This design Is furnished subject to the dmlatinns set fodh by 8'Design es WIbeelocated°ded aden quate faces Wm., m., November 30x20 5 t7 !' u plea o!which will be furnished upon request. 6 linePlats coincide with Joint casterrllmee,s or true and placed se their caller TPUWfCA In BCSI,coP MiTek USA,Inc./CompuTrue Software 7.6.7(11)-E9.Digits indicate she of plate In Inches. 10.For basic connector pike design values see ESR-1311,ESR-1066(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER 4PECIFICATIONS TRUSS SPAN 9'- 8.5" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DUSPAIED I24R0ASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #1SBTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=20.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD= 42.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, v .ic9 or equal at non-structural Truss designed for wind loads vertical members (uon). LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-08-08 T 12 4.00 v SD Lfl 0 fv1 ti m 1_ ...15111111.11MIMI.MIMMIMIMIMIMIMIMMIMIMIMIMI.1.11 I S q M-3x4 l ), l 1-00 8-08-08 l 9—lea—os `co ��N qs`r/p ' 89782PE JOB NAME : 3413-A REV. POLYGON NW - D4 • Scale: 0.5079 I', • O'"Icr Nigig WARNINGS: GENERAL NOTES, unless otherwise noted. a OREGON q'(1) 1 Builder and erection conbador shodd be advised of ell General Notes 1.This designisbased only upon the parameters shown and h or en individual /�� "` Truss: D4 and warnings before construction commences building nem.Applicability of design parameters and proper Y r 2.2x4 compression web bracing must be Metalled raters Mown*. 2.Design assumes the ion of top and nent sbottom chows tothe ybe laterally braced alof the building ner. w9 T RY' '�J 3.Additional temporary bracing to insure stability during construction Y dc.and et 10 o.c.espedNey unless braced throughout their length by (� Is the responsibit9y of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)andor drywel(BC). It PA U L ``�. DATE: 11/30/2015 the overal ehudure Is the respnnsibliy or the building designer. 3.2a Impact bridging or lateral bracing required where Mown*s SEQ.: K 15 6 0 7 8 9 4.No load should be applied to any component ural alter all bradng and 4.Installation of Suss is the responsibility of the respective contrarian hseners are complete and et no time should any bads greater then 5.Design assumes tosses are to be used in a nnndorrueve environment design bads be applied to any component, end ars or"dry condition"of use TRANS ID: LINK a Design aawmeshalbeadsgetelwpwrisshone smmorwedge it EXPIRES: 12/31/2016 s.Compurru.Mae control over and assume.Na raaponslbllHy for the eoesssry. fabrication.handling,MMpmant and installation of components. 7.Design eswmes adequate dnlnegeI Provides November 30,2015 S.This design is furnished subject to the limitations est odh by E.Pates shat be located on both feces of trues,and plead so their center TPUWICA in SCSI,copies of which Ml be furnished upon request. lineH.Digits indicate with joint of platster in Nrc. MITek USA.Ine.ICompuTrus Software 7.6.7(1L}E 10.For beds connector pints design values see ESR•1311.ESR.IHH5(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 #168TR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x4 KDDF #ls 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)t-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. LL.. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 -/ End vertical(s) are exposed to wind, Truss designed for wind loads ',21in the plane of the truss only. ti r oillj.,al I �� o r I oo ailli O r- 4 44 M-3x5 y 1-00 1-0o y � O PRQ�rk, [PROVIDE FULL BEARING;Jts:2,4,4 I ��t+_'�.rN�.7)+INE�� V/0 JJ �i(('^��1��777111ppYr�l 0 -117 '< :9 02 f-E JOB NAME : 3413-A REV. POLYGON NW - El • Scale: 1.1020 'Ie.' WARNINGS, GENERAL NOTES, Mess otherwise need, Truss: E 1 1.Builder end"radion contractor should be advised dal General Notes 1.This design b hosed only upon the parameters ehewn and is for an individual -9 0 se EGON N and Wamhps before construction commence, bolding component.Applkebillty olaeign parented and proper EGON• �^�, 2.204 compression web bracing mule be Inhaled where shown 0. Incorporation of component Is the responsibility of the building designer. Q 3,Additional temporary bracing to Insure sisblley dung construction 2 Design eawmee the top end bottom drone to be laterely braced at /ti �qpy A5 I� DATE: 11/30/2015 Is the responsibility of IM erector.Additional permanent bndrp of 7 o.c.and at 10'ex.respect ply orales"bread throughout their length by I l jr 0'ty/ the overal shudule lathe roywnsibllly of the bottling designer. continuous sheathing such es plywood coined ng(TC)end/or drywal(BC). r' �*s 3.2t Impend bntlpinp or lateral bracing required where shown.. r-A UL SEQ.: K1560790 4.Na bad should be wined to eny component unN ager all bracing and 4.Installation of Ms is lin responsiblgty of the respective contractor. fastened era complete and at no time should any bads greater than H.Design assumes Moses aro to be used in a nen-corrosive environment, TRANS ID: LINK design Reds be applied teeny component. end Cr,for ananen^of u... y �r 12/31/2016 5.CompuTms hes no control over and essumss no respomibllty for the S.Design assumes MI bearing et el supports Mown,Shim or wedge If EXPIRES. ebricadon,handling.shipment end installation of components. 7.Dmign assumes neasssry. d. 9.This design ishanishedsubject to the limitations set forth by B.Plaesshalbebaaaduonebathinage faaslo�massand placed sotheir renter November 30,2015 TPIMTCA In BCS(,copies of which wtl be furnished upon request. Ines coincide nOh Joint center tines. Wee USA,Inc./CompuTrue Software 7.6.7(1L}E 9.Digits indicate ate"of plate In Inches, 10.For bask connector pieta design values see ESR-1311,ESR-11M1(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION1 Failure to Follow Could Cause Property 3 " Centerplate onjoint unless x, 6-4-8 dimensions shown in ft-in-sixteenths /4 y I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. MIMEDimensions are in ft-in-sixteenths. imi4„ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS c1_2 c2-3 2. Truss bracing must be designed by an engineer.For O 1/1Q, 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I o bracing should be considered. O O = 3. Never exceed the design loading shown and never �_� U stack materials on inadequately braced trusses. II O 0 . Provide copies of this truss design to the building C7-8 cs cs a 4designer,erection supervisor,property owner and For 4 x 2 orientation, BOTTOM CHORDS all other interested parties. plates 0-1na' from outsideside 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design Is not applicable for PLATE SIZEuse with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber Is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: In all respects,equal to or better than that SYP represents values as published specified. ,I, Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. .."-, Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. ® number where bearings occur. IMO IMO Min size shown is for crushing only. NI 0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all port(ons of this design(front:back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. Is not sufficient. DSB-89: Design Standard for Bracing. i'I'eIC 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mil-7473 rev.01/29/2013