Loading...
Plans (384) n(kb -00016 mine -ter MITeIC MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-398_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45996168 thru R45996176 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. `��Ep PROFESS \cp NGiNEc tc, 87022PE c- o cck'oj, OREGON Ok/� "O �'4SER1� 4 OS A. 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 PL15-398 UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:55 2015 Page 1 ID:zs2ygYHMYItl__Z1p9y12tlyAg??-C21otXC6 hwKV1DU3AVpf6uLN?I8tNi18mFYHYyEzr2 1 1-8.12 1 1 1-4-10 1 2-0-0 1 1 1-2-0 11 1-1-10 1 1 1-3-8 1 1-3-0 1 Scale=1:37.2 3x5 = 1.5x3 II 4x8 = 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 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 o urlX Y O 24 23 22 21 20 19 18 17 16 15 4x5= 3x6= 3x6 FP= 3x5= 1.5x3 I I 1.5x3 II 3x6= 3x8= 3x4= 3x8= 13-0-6 1 1-11-12 1 11-10-6125-6 I 18-6-8 I 21-4-0 I 1-11-12 9-10-10 0-7-0 b-7-0 5-6-2 2-9-8 Plate Offsets(X,Y)— 12:0-3-0,Edgel,(7:0-1-8,Edge),18:0-1-8,Edge),(24:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.10 19-20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.15 19-20 >999 360 ' BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=-394/Mechanical,24=-784/Mechanical,23=1695/0-7-0,16=1348/0-54 Max Uplift15=480(LC 6),24=-844(LC 6) Max Gray 23=1697(LC 3),16=1349(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1551,3-4=-444/0,4-5=-444/0,5-6=1444/0,6-7=1444/0,7-8=1245/0, 8-9=-761/0,9-10=-761/0,10-11=-761/0,11-12=0/1306,12-13=0/1302 BOT CHORD 23-24=1551/0,22-23=-598/0,21-22=-598/0,20-21=0/1094,19-20=0/1245, 18-19=0/1245,17-18=0/1245,15-16=-624/0 WEBS 2-23=1010/0,2-24=0/1766,7-20=-101/330,5-20=0/393,5-21=728/0,3-21=0/1165, 3-23=-1168/0,11-16=1367/0,11-17=0/942,8-17=-673/0,13-15=0/796,1316=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. ��`o��tGN„GNEER `r�o 2 "z 87022PE 9r Ir.\ '% OREGO4 )@ 9C 'MQER \1 NO �`SA. HO", EXPIRES:06/30/2017 November 30,2015 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI(REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. bill Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSS-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996169 PL15-398 UPPER F02 Floor 10 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:55:57 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-8RtYIDEMWJA2kLNsBaXHkXzecpMrLNVbc4keMRyEzro 1 1-0.0 1 1 1-1-10 ii 1-2-0 I II-7-211 1-2-0 1 1-2-0 I I 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Fl; a/ \ /•\ e e/ \ / / 104 - \e z 4\ a /01..N N- N er e 30 29 28 27 26 25 24 23 22 21 3b 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6= 3x4 = 1_ 14-2-29-11-4 I 13-0-2 10-3-7%2(3-7-01 15-9-2 1 Plate Offsets(X,V)- (14:0-1-8,Edge),(24:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0. Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incl YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,4-5=-2786/0,5-6=-2786/0,6-7=3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=4042/0,10-11=4122/0,11-12=-4122/0,12-13=3586/0, 13-14=-3586/0,1415=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=-367/0,12-24=-662/7,18-20=1271/0,18-21=0/1096,16-21=-919/0, 16-22=0/716,15-22=-31/252,14-22=1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Ro PR Ore �co<<-NG N FR s'° k, 2 4C 87022PE r N 7 �A�,, OREGO (y9 <., �s A. He?, EXPIRES:06/30/2017 November 30,2015 t I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rP11 Qualls,Criteria,DSS-89 and SCSI Sodding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Carus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996170 PL15-398 UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:58 2015 Page 1 ID:zs2ygYHMYIU_Z1 p9y12t1 yAg??cdRxWZF_GclvMVy2112WHIWp2Dne4k9lgkTCutyEzr? I 1-6-0 1 1-34 1 1 1-1-10 1 1-0-0 1 11-2-0 I Scale=1:38.1 3x4= 4x8= 3x4 II 4x4= 3x5= 3x4= 3x4= 3x4= 354= 3x6 FP= 3x4= 354= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 c li, -, - -4. 41& A k AI/ /A k'' X- /4 I I I 11\2/A I I km ' /A 1 I 6\ (4 k 1!.,..i: 35 34 33 32 31 30 29 28 27 26 25 24 23 455 = 358= 456=356 FP=455= 355= 355= 3x4= 355= 355 = 3x5= 354= 14-0-14 3-0-4 I 12-10-14 1 1 1 22-4-12 3-04 9-10-10 -0�7-0 2-3-14 Plate Offsets(X,Y)- 112:0-1-8,Edge),127:0-1-8,Edgel,135:Edge,0-1-81 LOADING(pot) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.16 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.25 27 >941 360 BCLL 0.0 Rep Stress Ina YES WB 0.91 Horz(TL) 0.02 23 n/a n/a BCDL 5.0 Code 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 UpIif35=984(LC 4) Max Gray 23=693(LC 4),34=2158(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(1b)or less except when shown. TOP CHORD 2-3=0/2846,3-4=0/2846,4-5=0/872,5-6=0/872,6-7=574/0,7-8=574/0,8-9=-1631/0, 9-10=-1631/0,10-11=-2296/0,11-12=-2296/0,12-13=-2565/0,13-14=-2565/0, 14-15=2528/0,15-16=2528/0,16-17=2528/0,17-18=2064/0,18-19=2064/0, 19-20=1227/0,20-21=1227/0 BOT CHORD 34-35=1498/0,33-34=1735/0,30-31=0/1148,29-30=0/2013,28-29=0/2565, 27-28=0/2565,26-27=0/2603,25-26=0/2342,24-25=0/1690,23-24=0/663 WEBS 2-35=0/1800,2-34=1780/0,12-29=-548/0,10-29=0/396,10-30=537/0,8-30=0/677, 8-31=-804/0,6-31=0/946,6-33=1070/0,4-33=0/1208,4-34=1446/0,21-23=928/0, 21-24=0/790,19-24=-649/0,19-25=0/523,17-25=-389/0,17-26=0/261,14-27=-266/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. Q��� P �F�S 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. c0<C GJ NE In 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-104(0.131"X 3")nails. Strongbacks to �rN !GN FR O�9 be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 4c-- 87022PE _ -Yr-- / (111% SAT OREGON (-1,c'O44 "P sit 8ER S A. HE�� P� �� EXPIRES:06/30/2017 November 30,2015 ) aWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE A10-7473 rev.10/03/2015 BEFORE USEmil Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent.not . a truss system.Before use,the bulding designer must verify the applicability of design parameters and property incorporate this design into the overall !Mel 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/TPll Qualify Crrlerta,DSB-89 and BCSI loading Component 7Suite 777 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. 109 Citrus Heiatds.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996171 PL15-396 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:zs2ygYH MYIt1_Z1 p9y 12t1 yAg??-4q_JjvGd 1 wQmzfXFI?ZIpy3?Cc7vpDxu3O DIQ JyEzr 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 j 1-2-0 II 1 Scale=1:37.1 3x4= 1.5x3 I I 4x6 = 3x4 II 3x10 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 e ��/ \ e / \ e / e a • / _ INJi." - e- 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= 1 2-11-0 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— (8:0-1.8,Edge),(17:0-1-8,Edge1,1123:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Weil Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (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. \,(c o P R OFFS' Vr\c 0NG)NEF9 /� 2 2 870 2PE , N ywA,,, OREGON ti� / AP //,/&ER \1 �Q On A. HE# EXPIRES:06/30/2017 November 30,2015 I t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTekB connectors-This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the bufding 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,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cams Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996172 PL15-398 UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:01 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-0C638bHtZXgTDygdQQbDuN8HVQikHAIBW i5UCyFigy 1 1-0-0 1 0141/41_172--0_11:67..-2.1 11-2-0 1 1-2-0 I I 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 . IL N e/ ,\ e / \a/ + te -w Ake /• - 4/,\e \e/• , ` a / \e I:cfr re "a - �^ 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6 = 3x6=3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6 = 3x4= 1.5x4 SP= 15-6-14 14-4-14 1i-11-1f I 21-4-0 I 14-4-14 0-7-0 47-0 5-9-7 Plate Offsets(X,Y)- [17:0-1-8,Edge],[27:0-1-8,Edgel LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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 VVB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,45=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 3435=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=460/0,8-30=0/334,12-28=255/55,15-28=0/498, 15-27=885/0,21-23=1366/0,21-24=0/1190,19-24=1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be �c�EO PR OFFS I attached to walls at their outer ends or restrained by other means. ���0 0i GI NE .. s/o 87022PE (p y vA), OREG•N ti� hil 9c �c'�'�BER O1 4 OS A- HEY` EXPIRES:06/30/2017 November 30,2015 1 1 N ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/0312015 BEFORE USE. 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 budding designer must verify the applicability of design parameters and properly incorporate the 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/1P11 Gently Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Carus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996173 PL15-398 UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon -- 7.530 s Jul 11 2014 M7ek Industries,Inc.Fri Nov 27 10:56:02 2015 Page 1 ID:zs2ygYHMYlti_Z1p9y12t1yAg??-UPgRLxIVKroKg6Fq_87SRbhVvg7KOYoKIMRPOeyEzgx 1 1-6.0 1 1-3-4 1 1 1-1-10 1 1-0-0 1 1 1-2-0 110-11-2 1 Scale=1:38.5 3x4 = 4x8= 3x4 II 4x5= 4x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 • o e o e o g o d I- .J 1 I. /�\ g /"\e/�Na/�Ni� e/�N /�N /�Ne/\ 9 ,n, n 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8 = 3x6 FP= 4x5= 3x5= 3x5 = 3x4= 3x5= 3x5 = 3x5= 3x4= 4x6 = 14-0-14 I 3-0-4 I 12-10-14 13-5-11 I 22-7-8 I 3-0-4 9-10-10 bb--7-0 8-6-10 0-7-0 Plate Offsets(X,Y)- 112:0-1-8,Edgel,127:0-1-8,Edgel,135:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 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 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:3435,33-34,31-33. REACTIONS. (lb/size) 23=701/0-2-12,34=2195/0-7-0,35=917/0-2-4 Max Uplift35=1009(LC 4) Max Grav 23=702(LC 4),34=2195(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2915,3-4=0/2915,4-5=0/915,5-6=0/915,6-7=555/0,7-8=-555/0,8-9=-1636/0, 1 9-10=-1636/0,10-11=-2324/0,11-12=-2324/0,12-13=-2618/0,13-14=-2618/0, 1415=2578/0,15-16=2578/0,16-17=2578/0,17-18=2096/0,18-19=2096/0, 19-20=1244/0,20-21=1244/0 BOT CHORD 34-35=1534/0,33-34=1790/0,30-31=0/1141,29-30=0/2031,28-29=0/2618, 27-28=0/2618,26-27=0/2665,25-26=0/2384,24-25=0/1715,23-24=0/671 WEBS 2-35=0/1844,2-34=-1820/0,12-29=579/0,10-29=0/411,10-30=-553/0,8-30=0/694, 8-31=-821/0,6-31=0/963,6-33=1086/0,4-33=0/1225,4.34=1464/0,21-23=940/0, 21-24=0/801,19-24=-661/0,19-25=0/534,17-25=-402/0,17-26=0/273,1427=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. ,R,,t.0 P R OFF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �'��G GINE Of) at the bearings.Building designer must provide for uplift reactions indicated. fir\ N FR �2 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4Z870 2 P E 9c 6)CAUTION,Do not erect truss backwards. N N IV y �'cl, GREG N tic:'OU C 9O �'yBER \1 On A. HE# EXPIRES:06/30/2017 November 30,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. illii" Design varid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the appricability 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/TP11 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. _ Sake 109 CBrus He_iahts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996174 PL15-398 UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:04 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg?9-RnoCmcJIsS224QPC5Z9wWOmgUdkyUYzdDfwW5XyEzgv in10-oI I 1 1-2-0 1P-7-10110-9.0Ia93 IIoso Io-sD I10-9a Io90 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 \f)°<A2 3 24 25 • _, a e_ o_ e_ o_ • e , • o_ ,A\ /\ /\ /\ �� /.\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 10-9-141 I 20-2-0 [ 13-2-14 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge),[18:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1379/0,3-4=-1379/0,4-5=-2483/0,5-6=-2483/0,6-7=-3317/0,7-8=3317/0, 8-9=-3881/0,9-10=3881/0,10-11=4177/0,11-12=4177/0,12-13=4200/0, 13-14=4200/0,14-15=-3978/0,15-16=3978/0,16-17=-3978/0,17-18=3617/0, 18-19=3075/0,19-20=3075/0,20-21=2299/0,21-22=2299/0,22-23=1261/0, 23-24=1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,4-39=897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=483/0,8-35=0/383,10-35=-277/0,24-26=-1072/0, 2427=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,14-32=268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �4�D P R OFFS 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. r'\ Gj NE .(1 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to -N r LCR Q, be attached to walls at their outer ends or restrained by other means. 444 -� Q 870 2PE r yN4.`' N fiA?, GREG N ryo "PO AMBER '\\ \p OS A. HE?' EXPIRES:06/30/2017 November 30,2015 I f tow a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 9011-7473 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 buddingcomponent,not a buss system.Before use,the budding designer must verity 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 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Till Qualify Criteria,056-89 and ICS!Building Component 7777109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996175 PL15398_UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:05 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12tl yAg??-v_MayKNdmAvia_PfGg93DJ2719nCzgmRJg4dzyEiqu 1 1d0 1 1-3-4 1 1 1-4-10 1 2-0-0 1 1 1-2-0 11 1-1-10 1 11-3-11 I 1-3-0 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 ryI • \ e //` ii 2S libtall �� 25 24 23 22 21 20 19 18 17 16 3x6= 3x6 FP= 3x8= 3x5= 1.5x3 I I 1.5x3 I I 3x6= 3x8 = 14-0-14 I 3-0-4 I 12-10-14 1f 5lj I 19-7-0 I 22-4-11 I 3-0-4 9-10-10 66--7-0 5-6-2 2-9-11 0-7-0 Plate Offsets(X,Y)— 18:0-1-8,Edge),19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.09 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.14 20-21 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.01 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=371/0-3-12,24=1523/0-7-0,25=-504/0-44,17=1310/0-5-8 Max Uplift16=-458(LC 6),25=-596(LC 6) Max Gray 24=1524(LC 3),17=1312(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1761,3-4=0/1762,45=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=0/762,1417=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. - <-.\ PROFFss ��5 0NGINEF9 /f2 "t� 87022PE -9c / U' >" �y �Aj, OREGO c;At/ O BER OS A. Heck EXPIRES:06/30/2017 November 30,2015 I ®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 Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not 1011 - a truss system.Before use,the building designer must verily 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 MiRek` - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Crllerla,DSI-89 and BCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996176 PL15-398_UPPER F09 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 10:56:07 2015 Page 1 ID:zs2ygYHM�YItl_Z1 p9y12t1 yAg??-rMTKPeMe9NQdxt8nmhid8eOLYrtYguc3vd9AiryEzgs 10-10-0 1 1nR1 I 1-2-0 1?-7-10110-9-0 10-9-0 1 10-9.0 I 0-30 10-s-0 09-0 Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4=- 1 1 2 3 4. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 e _ e e e_ e_ e_ e_ e e i ° e e_ IA a �+a`\ e N / \ ,/\ /\ /\ /\ /\ /•\ ./ •\ /•\ / \ / \ 9 o 776... o e o e e 1 ii e e_ 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6 FP=3x5= 3x5= 3x5= 3x5= 4x5= 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 1121 1 20-4-13 I 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edgel,118:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Camp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1397/0,3-4=1397/0,4-5=2518/0,5-6=-2518/0,6-7=3371/0,7-8=3371/0, 8-9=-3953/0,9-10=-3953/0,10-11=4267/0,11-12=4267/0,12-13=4306/0, 13-14=4306/0,14-15=4116/0,15-16=4116/0,16-17=4116/0,17-18=3686/0, 18-19=3121/0,19-20=3121/0,20-21=2331/0,21-22=-2331/0,22-23=1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,3142=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=-355/0,18-30=0/383,240=1126/0,2-39=0/1017,4-39=910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=-496/0,8-35=0/396,1045=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. PR 2)All plates are 1.5x3 MT20 unless otherwise indicated. ���C.d OFF 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. Strongbacics to ,!,...7 � NGI N EF Si-v- be attached to walls at their outer ends or restrained by other means. R -37 870 2PE r" 7 N ,' N �A), OREG N cy�O<U 'Ao AMBER 1N OS A. HEC't EXPIRES:06/30/2017 November 30,2015 4 I N ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 1111.. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual bung component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personalinjury and properly damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quail),Criteria,DS6-89 and CSI Budding Component 7777Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Citrus Heiahls.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/" Center plate on joint unless x,y P 4 (Drawings not to scale) offsets are indicated. I Damage or Personal Injury rallM Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS 9 g,is always required. See SCSI. 0'1/1 S Mit 2 wide truuss spacing bndiv dual lateral b aces themserlves may require bracing,or alternative Tor I ., p bracing should be considered. 11.1119 O 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. lor :2 4. Provide copies of this truss design to the building IIII For 4 x 2 orientation,locate C7-8 C6-7c5adesigner,erection supervisor,property owner and plates 0 'nd' 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-1 352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that e Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. ill by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. v.,, 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 ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. 1 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.g and pictures)before use.Reviewing pictures alone DSB-89: Desi n Standard for Bracing. is not sufficient. 9• BCSI: Building Component Safety Information, MiTe 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 MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-A REVISED 11-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1560775 thru K1560790 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. /0 'k" 89782PE 4^'OREGON dam``' Nr k PAUL V" " 31/2O1 6 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" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer t0 CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-07-02 7-06-14 4 T 4 1212 IIM-4x4 10.90 7 3 7,110.90 AL AllIlllIIlIIIhI\ rn o 0 1 O • M-3x4 M-3x4 l 1 y l (} PRQ �.6, 1-00 15-02 1-00 `� �ZJGIN '�r� �Q9 4 89782PE r' JOB NAME : 3413—A REV. POLYGON NW — Al Scale: D.34D4 " -�'`<. "' '^ WARNINGS: GENERAL NOTES, unless otherwise noted - Gd' J 1.Balder end erection contractor should be advised of el General Notes 1.This design la based only upon the parameters shown and Is for an IndNldual I'A-OREGON o'` • Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper I ez, i�, ` 2.2z4 compression web bredng mud be Installed where shown.. incorporation of component Is the roapondbAky of the bulalnp designer. l','9 'aI[7`� A F� !' 3.Additional temporary bracing to Moura stability during construction 2 Design assumes the lop and bottom chords to be laterally braces et •7 ! 1 - om+ Isla ro dbNly of erector.Additional permanent brad f 7 o.c.and at iG o.c.respectively unless braced throughout their length by (�'�l apon ng o continuo.ehealhing such as plywood sheathing(TC)and/or drywal(BC). i� `! DATE: 11/30/2015 the a *ruck.l druclath.rsapondbllly of the building designer. 8.2z eyed I bridging or lateral bracing required where drown++ v 4. 4 bad should be applied to any component until after al bradng and 4.Installation or truss Is the reependbNN of the respectNe contractor. SEQ.: K 15 6 0 7 7 5 fasteners are complete and at no time should any bade greater than 5.Design assumes looes are to be used Ina nonwonodve environment, and TRANS ID• LINK design loads be applied to any component. Design assumor'Wryes kill bearing .rue.. 5.CumpuTmehas nocontrol over end assumes noresponsibiliylerthe 6.DeedalgNa.wme.nalbeedng.t.leulWert.d,owm.smmarwedgen EXPIRES:. 12/31/2016 fabrication.handling,shipment and inddlatlan of components. 7.Design eeumea adequate drainage is provided. November 30,2015 e.This design h furnished subject to the limitations set forth by 8.Plates shall be Halted on both faces of truss,and placed so their center TPPWrCA In BCSI.eoples of shah will be furnished upon request. Ins.coincide with)orad center lines. 9.Dlglts indaale sloe of plate In Inches. MITek USA,Inc./CantpuTrus Software 7.6.6(1L)-E 10.For bade connector plate design values see ESR-1311,ESR-1988(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 81&BTR; LOAD DURATION INCREASE = 1.15 1- 3=1-729) 317 1- 8=1-421) 531 3- 9=(-412) 423 2x6 KDDF #16BTR T1 SPACED 24.0" O.C. 2- 9=( 0) 0 8- 9=1-387) 534 4- 9=1-284) 490 BC: 2x9 KDDF #lb BTR 3- 4=(-545) 308 9- 6=(-185) 448 9- 5=(-164) 138 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-566) 370 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-716) 355 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF _________"-------____-_------ LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BEG REQUIRED BAG AREA NOTE: 2x9 BRACING AT 29"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -750/ 622V -126/ 1348 153.50" 1.00 HIDE ( 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/ ON 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-1.5x4 or equal at non-structural ICON D. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.015" @ 19'- 11.0" Allowed= 0.712" Unbalanced live loads have been GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.020" @ 19'- 11.0" Allowed= 0.950" considered for this design. SPECIFICATIONS. MAX LL DEFL= -0.002^ @ 28'- 6.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ 28'- 6.0" Allowed= 0.133" 1-00 27-06 i f1 MAX HORIE. LL DEFL = -0.007" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.009" @ 27'- 0.5" 14-09 2-06-05 3-07-11 3-08-09 3-10-07 1 4 4 4 4 4 12 =M-4x9+ „ 12 Design conforms to main windforce-resisting 10.90 7 N 10.90 system and components and cladding criteria. Wind: 190 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-4x6 411111I111h53 . So M-3xS 0.25" M-3x9 0 d'�ry/�[• M-3x4+ M-5x12(S) t' � rd1Vl'�(`0 l V1 y 19-11 y 7-07 y `£J ��c IN �.-� rap"!i 1-00 27-06 1-00), -00 897$2f E 9�` JOB NAME: 3413-A REV. POLYGON NW - B1 • NW Scale: 0.1890 .y OREGON WARNINGS: GENERAL NOTES, unless omervdm noted �I Oft OIV rte-` Truss: B 11Budder and erodlen contractor should be advised of al General Notes This design Is based on y upon the parameters Mown and Is lora en IndldduaI 1",•51, a� /V//� f_ a and Wemings before construction commences budding componentApplbeblldy of design parameter and proper '�f ''7 J 2.Del compression web bredng must be incl sled where shovel.. Incorporation of component b the responsibility of the bulking designer. 3.Additional temporary bredng to Insure stability during conatruabn 2.Design assumes the lop and bottom chorea to be eterody bred at Is the responsibility ar the erector.Additional permanent bracing of 2 o.e.end at 1G o.c.respectively odea braced throughout their length by condnwmsteetgor such plywood sheathand/or drywaq(BC).DATE: 11/30/2015 the overall structure is the responsibility of int building designer. 3.25 impact bridging or lateral bracing required whereshown 0. SEQ.: Ki5 6 0 7 7 6 4.No bad should be applied to any component until after ad bracing and 4.Inetedellon of trues is the responsibility of the respective contractor. fastener are omelets and at no tone Mould any hada greater than 5.Design assumes hese.are to be used Ina non-corrosive environment, yq{{] .d fy q (ry .4 TRANS ID: LINK deep bads be applied to any componem. and are bra'My rendition'ol use. EXPIRES: IGIJ 1!'GQ16 5.CompuTrushas nocontrol over and assumes noresponsibility krme 6.DestgnaseumaaddlbearingHellmpponastwwn.Shlmorw.tlgslf November 30,2015 fabrication,MrWdng,shipment and Inselefbn of components. .m-, B.This tlestgn a fumlehetl subject to the limitations ns set e 7.Design assumes adequate drainage Is provided. by e.Pates be located on both oth le laces of trim,and placed so their canter TPOWfCA In BCST,copes of which ell be furnished upon request. Anes coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6(114-2 9.Digits Indicate sloe of pee in inches. P10.Forbeslc connector plate design values see ESR-1311,ESR-1960(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 27-06-00 GIRDER SUPPORTING 90-02-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13563) 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 BC: 2x8 KDDF #18BTR 2- 3=( -9054) 2199 6- 7=(-2136) 9795 2- 7=(-4539) 1203 WEBS: 2x9 KDDF STAND; LOADING 3- 4=( -9059) 2199 7- 8=(-2136) 9795 7- 3=(-2814) 11598 2x6 RODE #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-13563) 3066 8- 5=(-2136) 9789 7- 4=(-4539) 1203 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 27'- 6.0" V 8- 4=(-1272) 6129 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 477.1)+DL( 344.4)= 821.5 PLF 0'- 0.0" TO 27'- 6.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -2759/ 12176V -314/ 314H 5.50" 19.48 KDDF ( 625) 'I' ( 3 ) complete trusses required. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.48 RODE ( 625) Join together 3 ply with 3"x.131 DIA GUN nails staggered at: 11"11 9" oc in 2 row(s) throughout 2x6 top chords, 4" oc in 2 row(s) throughout 2x8 bottom chords, IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 20'- 2.0" Allowed = 1.329" MAX TL CREEP DEFL = -0.184" @ 20'- 2.0" Allowed = 1.772" 13-09 13-09 ` MAX HORIZ. LL DEFL = 0.032" @ 27'- 0.5" f f MAX HORIZ. TL DEFL = 0.053" @ 27'- 0.5" 7-05-12 6-03-04 6-03-04 7-05-12 12 12 Design conforms to main windforce-resisting M-4x10 system and components and cladding criteria. 10.90 V7 N1 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,f,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ;i load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x8 1111 ,M-3x8. M-5x16 M-5x16 iiiAll ibis 0 Y° 3��9I� Y o I o 1 M-4x10 =M-10x10 M-4x10 10 M-7x8(5) y y y y y �¢�p P R 0Fk. 7-04 6-05 6-05 7-04 J, 15-06 y 12-00 y �C.;') ��Ca�NE.CR c'/e9 y 27-06 �. :9782PE JOB NAME : 3413-A REV. POLYGON NW - B2 / i Scale: 0.1866 NNW WARNINGS: GENERAL NOTES, unless otherwise noted �� f„e / �40 1.Balder and arec9or contractor should be advised of e°General Notes 1.This lesion I.n.nt only pl cabn y the parametersar moven and Is op an individual . OREGON e? Truss: 82 and Warnings before anstucdon commences. building component.co Applicability is of designresponsibility pay often and proper +�T /V R 2.2r4 compression web bredng mud be Installed where shown. incorporation al component Is Iha roapenemllty of the building designer. q Y ,��J 3.Additional temporary bracing to insure stability during construction 2 Design and at 10 the by panand bottom s.,chobe to be islere°y bread at _+ Is the roepensib°Iy of the erector.Addlbnal permanent bracing of 2 o.c. at 10 rin respectively unless braced throughout their langth by S{ P continuous aheethin9 such ea plywood sheathing(TC)and/or dryw°I(BC). � PA..l°t ' DATE: 11/30/2015 the overall structure le the responsibility of the building designer. 3.2o M Impact bridging or lateral bracing required where own.s �./L 4.No load should be applied to any component until after bradrg and 4.Installation of buss is the responsibility of the respective contractor. SEQ.: K1560777 listeners era earnplete end at no Ills.should any loads greeter stan 5.Design assumes bosses Ire to be used In.son-corrosiveen.k°nm•nt, TRANS ID- LINK design loads beapgledtoany component. cedgnassuare for dry fullbe ringata. 5.CompuTrus has no control over end ammo no responsibility for the 6.Design assumes h11 bearing supports M°con.Shim or wedge if EXPIRES:. 12/31/2016 ry• fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage la provided. i ovembe r 30,201 5 I.This design la furnished subject to 8n Iim°etbns set forth by 8.Plates aheI be loafed on both faces of truss,and placed so their anter TP WWTCA In SCSI,copies of WOO will be furnished upon request. Idea coincide with joint center line 5.Digits Indicate she of plate In Indus. MITek USA,Ino./CompuTrus Software 7.6.6(11)-E to.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 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=22.8ft, 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 = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 POP Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-00 8-00 '1 .1 4 12 IIM-4x4 12 10.90 7 2 N 10.90 4ii1Ihi ;I► =M-4x4 =M-4x4 k ¢c0 PR o 16-00 J• ,1'1rj ‘yGINE �`S'P 897$2PE -s�,,,. JOB NAME : 3413-A REV. POLYGON NW - GGE • �' - Scale: 0.3299 —_..., WARNINGS: GENERAL NOTES, unless adwrwlse noted. OREGON y� /I) Truss: GGE1and Warnings before construction commencesder and vette contractor should be . building of ail General Notes building component.ApplicaThis design la based only bility of design parameters andn the parameters shown and 1proper Individual +,JA F V V N ^�-f se,, 2.214 compression web bracing must be Installed where shown.. incorporation of component Is the roepanstbNlty of building edger. IP A a..Y - r �V �,( 3.Adtlalenal temporary bracing to Insure stability during construction 2 Design assumes me tap end bottom chorda to be laterally braced et 77 ''ll)''( J CJV. Is the responsibility of the angor.Additional permanent bracing of T o.e.and al ID o.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall shudure is the responsibility of the building designer. continuous sheathing etch lateral b wing r.wood uir a where s andlor tlryweA(BCJ. �A U�. �� 3.2s Impact bndging or th. bradrp required where shown.. SEQ.: K 15 6 0 7 7 8 4.No load should be applied to any component until eller ea bracing and 4.InntaAatlon of truss Is the respnnsibely of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In.noncorrosive environment, TRANS I D: LINK deign loads be applied to any component. end are for"dry condition"of use. 5.Cempnrrus has no central over and assumes no responsibility or the 8.Destgn assumes rut beating at all supports anew,,.Shim or wedge If c EXP(RES: 12/31/20 1 6 hbrkatbn.hantlling,shipment and installation of componenla necessary. 7.Designassumested oe n fage ces le prodded. N ovember 30,2015 8.This design eNmishetl subject to the limitations set forth n S.Desig shall be located at both faces of truss,and plead so their center TP W1'ICA in SCSI,copies of whkh de be furnished upon request line coincide with Joint center lines. 9.Digits Indkate alae of poo In Inches. Wee USA,Inc./CompuTNs Software 7.6.7(1L)-E 10.For basic connector plate design values sae ESR-7317,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 40'— 0.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1ABTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIP (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-11-08 20-01 1 f 4 13-03-01 6-08-07 6-08-07 13-04-09 f 1' T T T 12 I IM-4x4 12 7.50 17' Q 7.50 M-3x5(S) M-3x5(S) 40714 1000000004# 49j, V/ Al - o o rl DA d, 1M-3x5(5) M-3x5(5) o 0 M-3x4 M-3x4 l 15-09-08 1 8-04 l 15-11 �Gj� ��yG E �'f0 l 40-00-08 }f►� 1-04.-01_7PE 17; JOB NAME : 3413-A REV. POLYGON NW - Cl •. . Scale: 0.2000 WARNINGS: GENERAL NOTES, anise.athemlea noted: C.,,u�d1 OREGON 46) t.Balder and erecton contractor should be advised of al General Notes 1.This design Ia based only upon the parameters shown and Ia for an individual 7- �}. Truss: C l and Warnings before construction commences. balding component.Appli abllly of design parameters end proper , N 2.244 compression web bracing must be installed where ehow,1. incorporation of component is the roaponslbuly of the building designer. '`.,,y ,Q Y 1�j �ir. S.Addllloal temporary bracing to insure ateblltly during construction 2.Design end St l O the tap and bottom chords to be roughWere/t their al Is the ro ndbll of erector.Additional M bracing of T o.c. at iP o.c,respectively udess braced throughout their length by nL ape cr o germane continuous sheathing such as plywood d g(TC)and/or drywal(BC). p/7..F i L. DATE: 11/30/2015 the overall structure is me responsibility of the balding designer. 3.2a WNW bddgmg or lateral bracing required where shown+. r1 U 1.. SEQ.: K 15 6 0 7 7 9 4.No bed should be applied to any component until alter al bracing and 5.4,Desi installation ofines Itrusss is s thee are c nalbebuaed i.of t sere reenc mics con and are for"dry condition"ratractor. fasteners aro complete end et no time should any beds greater thanof use. TRANS I D: LINK design loads beapnes to anycomponent. B.Design assumes fug bearing et el support.shown.Shim or wedge It 5.CumpuTnro has as no no control over and assumes no responsibility kr the a�,ry. EXPIRES: 12/31/2016 fabnatlen,handling,shipment and Installation of components. 7.Design assumes adequate drainage la provided. November 30,2015 6.This design is furnished subject to the limitations sat tenh by 8.Plates shag be located on both faces of truss,and placed so their center TPIMTCA in 6051,copies of which will be furnished upon request. linea coincide wlh joint anter lines. 9.Digits Indicate.be of plate in inches. MiTek USA,Inc./CompuTtua Software 7.6.7(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1- 2=(-2633) 1077 1- 9=(-750) 2322 2- 9=1-277) 387 BC: 2x4 RODE #160TR SPACED 24.0" O.C. 2- 3=1-2520) 1212 9-10=(-471) 1952 9- 3=1-309) 550 WEBS: 2x4 KDDE STAND 3- 4=1-2032) 1105 10-11=(-195) 1990 3-10=1-674) 563 LOADING 4- 5=1-2035) 1088 11-12=1-509) 1816 10- 4=1-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2540) 1157 12- 7=(-727) 2107 4-11=1-476) 1040 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2650) 1035 11- 5=(-686) 568 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 83 5-12=1-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-297) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HOPE 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 PSE. 40'- 0.5" -326/ 1893V 0/ OH 5.50" 2.95 ROOF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.135" @ 26'- 7,0" Allowed = 1.956" MAX TI. CREEP DEFL= -0.250" @ 15'- 9.5" Allowed= 2.608" MAX LL DEFL= -0.008" @ 91'- 5.0" Allowed = 0.138" MAX TL CREEP DEFL= -0.010" @ 91'- 5.0" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" 19-11-08 20-01 T ' ,( Design conforms to main windforce-resisting 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-9x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 p Q 7.50 load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, /- .1 4-e.4-e. Truss designed forwind loads 0114,4 in the plane of the truss only. M-5x6(S) M-5x6(5) 0.25" o.zs^ cv '-I M-1.5x3 M-1.5x3 .4 • itiihhihs • O 0 I W- .1 . oehsWprompoodherreeddordow4ww„IN,.. 4.1, 0 1 r 9 10 11 12 0 PR e to -3x6 M-3x4 0.25" 0.25" M-3x4 2'46 f �� �� 0 61 M-5x6(S) M-5x6(S) o `t t...\3IN��'` ,/�, y8-02 1 7-07-08 l 8-04 y 7-07-08 l 8-03-08 l l ,,,_4•14 V:g" 82i 40-00-08 1-04-08 • JOB NAME: 3413-A REV. POLYGON NW - C2 "' • Ifillf Scale: 0.1555 r f✓ �•'' WARNINGS: GENERAL NOTES, unless otherwise noted: A I.j�-!RE(�`+ON N. (ro. T rUS S C 2 I.Builder and aredlon contractor should be advised or al General Notes 1.This design h based only upon the peremeters shown and la for an indivlduel A� � ` and Warnings before construction commences. building component.Applicability or design parameters and proper 2.b4 comproealon web leering mud be installed where shown,. incorporation of component Is the responsibility of the budding designer. (,n 3.Additional temporary bracing to Insure stability during censtructlon 2.Design assumed the lop end bottom chows to be roughs braced sl '` /tiA t104. Is the roaponNbllity of 01s erector.Additional permanent bracing o/ 7 o.c.and at 10'0.0.respectively umess braced throughout their length by /"' UL L` DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 2onimuo t sheathing such rplywooe airedsheatwhere s saorand/ar dryweA(BC). ng4.:n impact bridging s th lateral bradng ty of e where tive co S EQ. KI560780 4.No bed sareld cceleteappied In any component u any ager greater than 4. ntdimes Isme ere to be Ne Ia the respective contractor. fasteners are complete and al no time should any hatls greater then 8.Design assumes trusses ere b be used In a non-corrosive environment dew le.dehaa aha component. andarefor'dry condmon•ofuse. EXPIRES: 12/31/2016 TRANS ID: LINK s.compuru.n..applied eraed awmesnoreeponeib:Ity for the G.Design assumes MIbeednBatall supportsshown.Shim orwedgeif November 3 ,2015 fabrication.handling,siepment and Installation of components, necessary.nass d. 8.This design h furnished subject to the limitations set forth by 8.Design assumes adequate drainage faces to tpruss, 8.plass shall a bootee on both hoes of true,and placed so they center 7PVWICA In BCSI,espies of Which roll be NmiNetl upon request. Ines cemdde with)nisi comer lines. 9.Digits indicate she of phis In Inches. MiTek USA,Ina./CompuTrus Software+7,6.6-SP2(1L)-E 10.For basic connector plata design vetoes see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-9162) 1836 1-11=(-1458) 3621 11- 2=( -405) 1158 6-16=(-473) 1050 BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. 2- 3=(-2777) 1172 11-12=(-1311) 3229 2-12=1 -791) 555 16- 7=(-686) 568 WEBS: 2x9 KDDF STAND 3- 4=(-2251) 1067 12-14=( -766) 2490 12- 3=( -28) 349 7-17=(-263) 573 LOADING 4- 5=(-2168) 1170 13-15=( -26) 64 3-14=( -618) 363 17- 8=(-297) 346 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 6=(-1929) 1166 15-16=( -196) 1380 13-14=( -87) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1969) 1088 16-17=( -504) 1759 19- 4=( -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=(-2474) 1157 17- 9=( -728) 2080 14- 5=( -503) 1037 OVERHANGS: 0.0" 16.5" 8- 9=(-2607) 1035 14-15=( -358) 1722 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 83 5-15=(-1103) 733 15- 6=( -587) 996 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORS 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) er ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed= 1.956" MAX TL CREEP DEFL =-0.349" @ 13'- 4.0" Allowed= 2.608" MAX LL DEFL = -0.008" @ 41'- 5.0" Allowed= 0.138" MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed= 0.183" 19-11-08 20-01 1 .f f MAX HORIZ. LL DEFL = 0.099" @ 39'- 7.0" 2-05-12 5-05 5-05 2-04 4-03-12 6-06-10 6-06-10 6-11-13 MAX HORIZ. TL DEFL = 0.159" @ 39'- 7.0" T T T i' T 1 T T T 12 12 Design conforms to main windforce-resisting 7.50 M-4x6 j750 system and components and cladding criteria. 9'0 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /- M-3x5 6 �"� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '`� load duration factor=1.6, M-5x6(S) M-Sx6(S) Eveal ) epostowind, 61 1ILIi \MI5x3 s - O c o 01 1 M-3x4+ I M-3x4 0 13 15 16 17 9\ M-1.5x3 0.25" M-3x4 M- 6 1 0 0 M-3x4+ 0 0 M-5x8 a 3.75 M-4x10 M-5x6(S) 12 y y 1 )' 1 l l y SIN E 2 05-12 5-05 5-05 y2-04 8-05-12 7-07-08 8-03-08 y l �N "� FI %, 17 y2-04 10-10 26-10-08 1-04-08 4: :9782PE r 40-00-08 JOB NAME: 3413-A REV. POLYGON NW - C3 Scale: 0.1297 �� R/ `/t,6/,�,, WARNINGS: GENERAL NOTES, unless otherwise noted' �/�r/OREGON`^N Q,,, Q" 1.Builder end eredlon contrador ahead be edvleed oral General Notes 1,This design is based only upon the peremeters shown end Is for en individual .7:11,i51, ,ay V(/I n y A V .`Rs` Truss: C3 and Warnings before construction commences. building component.Apple/Willy of design paremeten and proper 7( l fL 2.204 compression web bredng must be Installed where shown". Incorporation of component is the responsibility of the building designer. 'T \� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lap and bottom chords to be laterally braced et !*f/� \` Q Is the reepemldN f the erector.Addssost permanent bracing of 2 0.0.end et 10 0.0.respedNsly unless braced throughout the!,Nngth by /"4 U.{,. {` b o contlnuoue sheathing such dee ptynood sheet ing(TC)andlr drywal(BC). DATE: 11/30/2015 the overall structure N the Gaboneiblay of the building designer. 3.20 Impact bridging or lateral bredng required where shown•• SEQ. : K1560781 4.No load should be applied toany component until after all bracing and 4.InstaIneasumrasathereepnsibuliryedtI•nespponoeNe•eilor. fasteners are complete and at no time should any roads greater than gf EXPIRES: 12/31/2016 TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 8.Design November 30,2015 5.CompuTrua has no control over and assumes no responsibility for the necasaary. fabdcalbn,handling,shipment and Installation or components. 7.Design assumes adequate drainage is prodded. 8.This design is furnished subject N the limitations set forth by 8.Plates shag be bated on both Noes of trues,end placed so Meir canter TPIANCA In SCSI,copies of whbh WI be furnished upon request. Anes coindde 04th Joint center lines. 9.Digits Indicate size of plate In Inches. MITsk USA,lnc./CompuTrus Software 07.6.6-SP2(1L)-E 10.Forbesic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4154) 1835 1-10=(-1958) 3603 10- 2=( -405) 1153 19- 6=(-586) 996 BC: 2x9 KDDF 81&3TR SPACED 24.0" O.C. 2- 3=(-2778) 1172 10-11=(-1311) 3212 2-11=( -787) 555 6-15=(-473) 1053 WEBS: 2x9 KDDF STAND 3- 4=(-2252) 1066 11-13=( -766) 2927 11- 3=( -28) 349 15- 7=(-688) 568 LOADING 4- 5=(-2169) 1170 12-14=( -26) 63 3-13=( -617) 363 7-16=(-322) 583 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1929) 1165 14-15=( -202) 1369 12-13=( -87) 0 16- 8=(-306) 399 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1972) 1106 15-16=( -503) 1748 13- 4=( -197) 180 TOTAL LOAD= 42.0 PSF 7- 8=(-2485) 1224 16- 9=( -769) 2083 13- 5=( -503) 1033 8- 9=(-2610) 1087 13-14=1 -396) 1711 "" For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 5-14=(-1100) 744 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -266/ 1682V -297/ 298H 5.50" 2.69 KDDF ( 625) 90'- 0.5" -265/ 1682V 0/ OH 5.50" 2.69 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "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= -0.393" @ 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" T f f 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 1 '( '1 ( f T T 1' T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 7.50 Q 7.50 Wind: 190 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), 6 ,6( load duration factor=1.6, 0444, End vertical(s) are exposed to wind, M-$x6(S)M-3x5 M$-Sx6(S) Truss designed for wind loads in the plane of the truss only. 14. .25" 0.2 „ M-3x9 ,1f M-1.5x3 M-3x5 2 M-3x8 411111111166. o ,„„...,.„.. ......1........„1„...`� "^ o �.. O 1 M-3x4+6 11 M-3x4 0 13 12 14 15 16 +a p IM-3x4+ : M-1.5x3 0.25" M-3x4 M-3x6 1 M-5x8 a 3.75 M-4x10 M-5x6(S) K) PRQpe 12c,RG f C y )' y y y i' y y ''' GINE qsi y2-04y 2-04 5-05 10-10 5-06-12 2-04 6-05-12 26-10-08 7-07-08 8-03-08 i.l ,�, � �R .009 l l :97$2PE r' 40-00-08 „Ipp .400r JOB NAME: 3413-A REV. POLYGON NW - C4 Scale: 0.1347 WARNINGS: GENERAL NOTES, unless otherwiss noted. ,, -.74, RE"`N cox, 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown end I°for an Individual .,EJ `�: r �. Truss: C4 and Warnings before construction commences. building componentApplicability of design parameters and proper 7 ( J 2.204 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility or the building designer. Rk. �+ 3.Additional temporary bracing to Insure stability dating construction 2.Design assumes the lap and bottom chords to he laterally braced at r' h/� t ("� Is the reaponsibBty of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by A U k,,.. s DATE: 11/30/2015 the overall stnlcture Is the responsibility f the building deal rear. continuous sheathing or eter l b edng replywood uiredsheathere s nM/or dryweA(BO). ty o g g 3.t20o Impact hedging or latent bradng required the when shown++ SEQ.: Ki5 6 0 7 8 2 4.No load should be applied to my component until atter all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and Cl no time should any loads greater than S.Design assumes trusses ars to be used In a non-corrosive environment. and are kr^dyadnenkn^of use, q EYE f ( E 12/31/2016 TRANS ID: LINK design loads be appliedtoanycomponent, 5.CompuTrwhesnocontrol over and assumes noresponsibllMkrthe '•Design °wm.,futile.°"ng°'°"°appc"aehavm.Bhimarwedg°" November 30,2015 fabrication.handling,shipment and Installation of cempsnents. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of uss,and placed so thele center TP6WTCA In SCSI,copies of whk:h will be furnished upon request. lines colndde with joint center lines. MTek USA,Inc./Com Trus Software 7.6.7 1L E g.Diggs Isis non alae of plate In Inches. W ( F 1.For basic cote size plate in inc es. see E3R•1311,ESR•1988(MlTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR - LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 8=(-750) 2311 2- 8=(-277) 387 11- 6=1-304) 399 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 8- 9=(-507) 1941 8- 3=(-309) 550 WEBS: 2x4 KDDF STAND 3- 4=(-2033) 1105 9-10=(-202) 1429 3- 9=(-674) 563 LOADING 4- 5=(-2038) 1107 10-11=(-503) 1805 9- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2552) 1223 11- 7=1-769) 2122 4-10=(-476) 1043 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2659) 1087 10- 5=(-688) 567 TOTAL LOAD= 42.0 POE 5-11=(-321) 583 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -267/ 1707V -298/ 298H 5.50" 2.73 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 40'- 0.5" -265/ 1706V 0/ OH 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net(-5 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" @ I5'- 9.5" Allowed = 2.608" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" Design conforms to main windforce-resisting 19-11-08 20-01 system and components and cladding criteria. 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 f Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f f f f f f load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, Q M-4X6 Truss designed for wind loads 7.50 7.50 4 0" in the plane of the truss only. 4 .M M-5x6(5)" .M-5x6(S) 0.25 ,007* ' 4141 ,05" .4 M-1.5x3 M-1,5x3 2 AggiA I 1 M-3x6 M-3x4 3•25" bD•25" M-3x4 M-3x6 f R oM-5x6(S) M-5x6(S) o C.(�k � © �11 8-02 y 7-07-08 y 8-04 y 7-07-08 y 8-03-08 �, „ENGIN '�cR /at 40-00-08 4t' :9782PE r° JOB NAME : 3413-A REV. POLYGON NW - C5 Scale: 0.1533 WARNINGS: GENERAL NOTES, ante..atMrwha noted' lirr (/ 1.Builder end eredlon contractor should be advised of e8 General Notes 1.This design N bleed only upon the parameters shim and Is for en Individual 9 OREGON T. T ri os s: C 5 end Warnings before construction commences. building componentApplkabl8ty of design parameters and proper /f � Q" 2.214 compression web bradng must be Installed where shown* incorporation of component is responsibility of the bolding tleelgnsr. "T (/ V� 3.Additional temporary bracing to blare etebNNy during conebuction 2 Design assumes int by end bottom chords to M laterally braced al Ii Y . lame rospontlblt8y of the ander.Additional permanent bracing of 7 o.c.end at IT c.c.respectively unless braced throughout their length by aa ,.- DATE: 11/30/2015 the overel abucture is the responsibility or the building designer. 3.22 Mad bridging or lateral b dngcontinuous sheathing such as plywood u ed where Wean e dryweA(BC). PAUL SEQ.: K 15 6 0 7 8 3 4.Na bad should be applied to any component W i alter all bracing and 4.Installation Ohms Is the royantlbOty of the respective comrader. 1 1. feetenen are complete and at no time should any keds greeter then 5.Design assumes trues.are to be used in a noncorrosive environment, design beds be applied to my component. and aro ler"dry condNon"of use. TRANS ID: LINK 6.Design assumes Ml beering at ail supports shown.Shim or wedgeg EXPIRES: 12/31/2016 5.Compurnn has no control over end assumes no responsibility for the n rebdcatbn,hendling,shipment and hateletion of components. 7.Desigeryssumes edequate drainage is provided. November 30,2015 S.This design is furnished ended to the limitations setMb forth by e.Plates Meg be located on both faces of truss,end placed ss their center TPWVICA Ar SCSI,copies of WMch all be furnished upon request. lines coincide with joint anter lines. 9.Digits indkate sin MiTek USA,Inc./CompuTrue Software 7.6.7(1L)-E 10.For basic plate de Mies. values pp sign relsee ESR-7311,ESR•198e(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1091 1- 9=(-766) 2364 2- 9=1-303) 399 BC: 2x9 ROOF #1SBTR SPACED 24.0" O.C. 2- 3=(-2560) 1227 9-10=(-477) 1968 9- 3=1-321) 582 WEBS: 2x9 KDDF STAND 3- 9=1-2047) 1110 10-11=1-198) 1449 3-10=1-688) 568 LOADING 4- 5=1-2045) 1092 11-12=(-507) 1824 10- 9=(-976) 1043 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2599) 1160 12- 7=(-730) 2114 4-11=1-476) 1040 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=1-2659) 1038 11- 5=1-686) 568 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 83 5-12=1-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-296) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 0'- 0.0" -269/ 1711V -313/ 304H 5.50" 2.74 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 2.0" -327/ 1849V 0/ OH 5.50" 2.96 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.137" @ 26'- 8.5" Allowed = 1.963" MAX TL CREEP DEFL = -0.255" @ 15'- 11.0" Allowed = 2.617" MAX LL DEFL = -0.008" @ 41'- 6.5" Allowed = 0.137" MAX TL CREEP DEFL = -0.010" @ 41'- 6.5" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.061" @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.096" @ 39'- 8.5" 20-01 20-01 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Design conforms to main windforce-resisting T f ,f ' T f ,' system and components and cladding criteria. 12 M-4X6 12 Wind: 190 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7.50 Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9,0" load duration factor=l.6, 4 Is' End vertical(s) are exposed to wind, Ns Truss designed for wind loads in the plane of the truss only. M-5x6.25(5)" 0M-5x6(S) . 5" 47 3 a: as M-1,5x3 )10prM-1"5x3 ko 0 0 -,/ a o 1*M-3x6 M-3x4 Y.25" b0.25" M-3x9 "M- 0 6 of ry [- o M-5x6(S) M-5x6(S) o '( �� PRpfiFss l y l l y y V J. 8-03-08 7-07-08 8-04 7-07-08 8-03-08 l l C` ��G�N �4) fd 90-02 1-04-08 e 89782PE �r JOB NAME : 3413-A REV. POLYGON NW - C6 •� Scale: 0.1516 let WARNINGS: GENERAL NOTES, un .otherwise noted: G' Truss: C 6 1,Builder and erection contractor Mould be advised o!a1 General Notes 1.This design I.based only upon me parameter.shown and Is for an Individual ""'S? OREGON��"" and warnings before construennn commence. building component Applicability of design parameters and proper 0Nr 2.2x4 comprenbn web bracing must be Installed where shown*. incorporation of camponeM I.the responsibility of Me building destpner. ,[J �� r � +C}s 3.Additional temporary bnctng to Insure stability during combustion 2.Design assumes the top and bottom chords to be laterally braced et 7 y :7 is the responsibility of ON erector.Additional permanent brewing of T c.c.est et 10'c.c.reapedNety uhises braced throughout their length byifr DATE: 11/30/2015 the overall structure is the responsibility of building designer. DtImpcontinuousbridging lateral rsuch ite tluired here send: drywel(BC). 4'4'+t �\ d M 4.In Impactolttu or stems bracing y of the where shown•t a lJ L. SEQ. : K1560784 4.Nobaasaecmld be apeiantoanycomponentanybadafter deradnhantl 4.Dedgnosuftnlnt.the..eresponsibilityetebeditherespectivecoenvdoc fasteners are complete and at no time anoue.ny wail.greater than 5.Deagn..nrnn trusses ere to be used in.non�ormalve environment, TRANS ID: LINK design wads be applied to any component. and are for"dry condition"of um. 5.CumpuTnnla has no wmrol over and assumes no responsibility forme 8.Design assumes hili bearing at.l supports Nom.Shim dr weag.k EXPIRES: 12/31/2016 fbdeanon,handling,shipment and installation et components. 7.oeagn assumes adequate drainage is provided. November 30,2015 6.This design I.furnished subject to the limitations rat forth by S.Plates shall be located on both faces of turn,and placed.o their center TPNNTCA in 13C51,copes of which vd1 be famished upon request. linea coincide with joint center lines. MiTek USA,Inc./Com uTrua Software 1 7.6.7 L E 5.Digits indicate aim of pieta in inches. P ( )- 70.For basic connector plate design values vee ESR-1311,ESR-ISIS(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 2.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PIE Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP M-152 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'Refer to CompuTrus gable end detail for complete specifications. 20-01 20-01 T T T 13-04-09 6-08-07 6-08-07 13-04-09 T '1 T T T 12 UM-4x4 12 7.50 V. 2 Q 7.50 M-3x5(S) M-3x5(S) NIINI o I L7 r I c 0 - I M-3x5(5) M-3x5(5) o 0 M-3x4 M-3x4 1 15-11 ,1 8-04 1 15-11 fit' PROp ,Ca GINEii, /p y 40-02 s 1-0•9782PE fpr JOB NAME : 3413-A REV. POLYGON NW - C7 Scale: 0.1997--�'r WARNINGS: GENERAL NOTES, unless otherwise noted. 'FrC., OREGON �0) 1.Mulder and erection contractor should be advised of al General Notes 1.building designis based Applicability upon nit et parameters mnpenmashown n andis for an Individual —v OREGON l �},,.. Truss: C7 and Warnings before consi action commences. Incorporation of component la the responsibility of the balding designer. /rV V { V . ].2t4 compression web bracing map be insiatiad where shown+. 2 Design assumes the top and bottom chords to be laterally braced at 1^ 4A r '1 _{(<!y 3.Additional temporary bracing to Insure stability during construction 2 o.c and at 10 a.c.respectively unless braced throughout their length by V Is the responsibility at the erector.Additional permanent bredrp of continuous sheathing such as plywood sheathing(7C)and/or drywal(BC). PS 1 l l � DATE: 11/30/2015 the overall structure lama responsibility of building designer. 3.a impact bridging or lateral bracing required whe,a shown•• lJ L 4.Na bad should be applied to any component anti after al bracing and 4.Insulation abuse la the responsibility of the respective contractor. SEQ.: K 15 6 0 7 6 5 intends are complete and at no time should any leads greater than 5.Design assumes trusse.are to be used Ina nen<enoswe enwonment. design pude be applied to any component. and ere for"dry condition"of use. TRANS ID: LINK s.CompuTruehasnocontroloverandaewmesnoresponsibilityfortiro e.sago assumes hulaaregaI leuppan..hacs Shim arwedge g EXPIRES: 12/31/2016 abrkatbn,handling.sitlpment and lnetelation of components 7.Desgn es.unres adequate drainage is prodded. November 30,2015 S.The design is furnished cabled b the limitations sat forth by 8.Pates shall be seated on both faces of truss,and paced so their center TPLWTCA In SCSI,copies of whkh WI be furnished upon request. Anes coincide with Joint center Woes 9.Dlptis ndln.te she of pate In Inches. MITek USA,Inc.ICompuTtus Software 7.6.7(1L)-E 10.For basic connecter plate design values see ESR-1311,ESR-1988(MITch) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. 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, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, M-1.5x4 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Note:Truss design requires continuous bearing wall fox entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12-06-08 12 -/ 9.00 D 2 0 0 N 1 ''' o AU 0 3 M-3x4 9 l l l 1-00 11-06-08 b y 12-06-08 .. r � D P R o�rfis ti., NG01NEk",9 /© 89782PE 'r JOB NAME : 3413—A REV. POLYGON NW — D1 ,:.]/ ' • Scale: 0.9806 �''-e/ /1 _ WARNINGS:BuiN08: O.This design unless onherwhenoted: 7A.OREGON 1,Builder and eredlan contractor Moble be advised or all General Notes 1 This design Is based only uponthe parameters Moven and is for en Individual I� >tiYJ Truss: D1 and Warnings before construction commences. bulldog componentApplicability of design parameters and proper (yd 2.2a4 compression web bradng must be installed where Mown s. incorporation of component Is the responsibility or the building assigner. .�J, (+ 1}s 3.Additional temporary bracing to Insure stability during construction 2.Design assumes hI tap and bottom dards to De laterally bead sl T� ��* -i e/` • Is the responsibility of the erector.Additional permanent bracing of T o.c.and N t P o.c,rsepeGNely unless braced throughout their length by J continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). PA U t n DATE: 11/30/2015 the overab structure lathe responsibility of the building designer. 3.7,Impact hedging or lateral bracing required where Mown v a L. SEQ.: K 15 6 0 7 8 6 4.No bad should be applied to any component until after ail bracing and 4.Instsgatlen of truss Is the responsibility of the respective contractor. fasteners are wmplete and at no time should any bads greater than 5.Design assumes trusses ars to b.used In a non-corrosive environment, TRANS I D: LINK design roads be applied to any component. and are for dry condition'of use. c 12/31/2016 CnmpaTrus has no control over and assumes no responsibility forth. 6.Design assumes 841 bearing at ail support.Maven.Shim or wedge If 5. EXPIRES: fabrication,handling,shipment and installation of components. 7.Design assumes necessary. 6.This design I.furnished subject to the limitations set forth by 8.Plates shall be located oneboth faces drainage lof�ss,eand placed so their center d. November 30,2015 TPINVICA In BCSI,wpbs of which will be furnished upon request. Anes coincide with joint center line. 9,Digits Indicate size of plats In Inches. MR&USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic wnnedor plate design values see ESR-7311,ESR•1988(Waif) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-721) 169 1-5=(-235) 630 5-2=( 0) 234 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-106) 98 5-6=(-238) 626 2-6=(-686) 208 WEBS: 2x9 KDDF STAND; 3-4=( -7) 3 6-3=(-165) 128 2x9 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. TON. TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SINE SQ.IN. (SPECIES) 1'- 0.0" -66/ 559V -56/ 152H 5.50" 0.89 KDDF (.625) LI = 25 PSF Ground Snow (Pg) 12'- 6.5" -66/ 495V 0/ OH 5.50" 0.79 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1i 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" 4 9' ' ` MAX HORIZ. TL DEFL = 0.009" @ 12'- 1.0" 12 9.00 M-1.5x3• 4 Design conforms to main windforce-resisting :,, -/ system and components and cladding criteria. f Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, • Truss designed for wind loads M-3x9 in the plane of the truss only. 2 N I O cr ill1 '. Mil I _� o v,_� 5 6 O M-3x8 M-1.5x3 M-3x4 1 l j 6-08-02 5-10-06 1 k l 1-00 11-06-08 r( y 12-06-08 y \�'<(' C9 4 89782PE r' JOB NAME : 3413-A REV. POLYGON NW - D2Sale: 0.9181 -*-..4( • WARNINGS: GENERAL NOTES, unless omarwse noted. Co51y OREGON 1.Builder anderectioncomredor Moub be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for en mdvldual ,/ N. Truss: D2 and Wantbefore oeneeuctlen commences. buldl g component.Applicability of design parameters and propel / V olgr Z.D�4 compression web bracing must be installed where Moven 0. Incorporation of component is the responsibility of the building designer. 9a /�Q Ey 4 ,y IG y. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Any 1 J �VV- hout their length by Is the responsibility of me erector.Additional permanent bracing of T ntinuoue sheathingsuchas epywood sheathing(ty unless braced 7C)and or drynNI)SC). p//1� L '' DATE: 11/30/2015 the overall structure la the reeponeibMlty of the building designer. 3.Di Impact bridging or lateral bracing requked where Mown 55 �"1 U. , \ SEQ.: K1560787 4.No load Mould be applied to any component anti after el bracing end 4.Installation of tnaesign essumes is the reaioMueyel ttherre respective rn e nN mmenl hstanen are complete end et no Ilene eheWd any beds greater than and are for condition"of use. TRANS ID: LINK design bads be applied to any component. 8.Design assumes uibnn'el•t el supports Shim or wedge if 5.Compsonlshas nocontrol over and assumes noresponsibility for the neelOneeEXPIRES: 1.2/31/2016 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 B.Thla design Is furnished subject to the limitations eel forth by 8.Plates Mel be bated on both Sees of buss,and pieced a*their center TPWITCA In SCSI,copies of which wG be furnished upon request. Anes coindde with joint anter linea 5.Digits indicate side of plate In Inches, MITek USA,Int./CornpuTrus Software 7.6,7(TL(-E 1o.For bade connector plate design values see ESR-1311.ESR-1Se8(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-497) 176 1-5=(-220) 392 2-5=(-432) 199 BC: 2x9 ROOF #16BTR SPACED 24.0" O.C. 2-3=( -83) 77 5-3=(-129) 111 WEBS: 2x9 ROOF STAND; 3-9=( 0) 0 2x9 OF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -52/ 490V -93/ 119H 5.50" 0.66 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 9'- 8.5" -98/ 376V 0/ OH 5.50" 0.60 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.006" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.019" @ 5'- 2.6" Allowed = 0.390" MAX TL CREEP DEFL = 0.021" @ 5'- 2.6" Allowed = 0.519" 5-03-02 4-01-10 0-03-12 T I ,r ,r MAX HORIZ. LL DEFL = -0.003" @ 9'- 3.0" MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 12 9.00 M-1.5x3 Design conforms to main windforce-resisting 9 3 -/ system and components and cladding criteria. lir Wind: 190 mph, h=20.Bft, ::::=:::::CDL=6.0, ASCE 7-10, (All Heights), Encl , 2, Exp.B, MWFRS(Dir), load duration facto6End vertical(s) axeoo wind, M-1.5X3Trussdesignedfor in the plane of the truss only. N rw u7 , tv1 rl e' M I 8-. 5 M-3x8 o M-3x4 y y 1 9-03 0-05-08 l y J. 1-00 8-08-08 y 9-08-08 1 �" O PRQF'ess :9782PE 1-- JOB JOB NAME : 3413-A REV. POLYGON NW - D3 Adir '40" Scale: 0.4704 , WARNINGS: GENERAL NOTES, unless otherwise noted • Co, OREGON �� 1.Builder and erection contractor should be edvleed of al General Notes 1.This design is based only upon the parameters shown and b for an indvklwt �/� h ,,}. Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper f V �` 2.204 compression web bracing must be Installed where ahem e, Incorponabn of component b the roeponstbley of the budding Geigner. +V fiq[j v At 5 3.Additional temporary bracing to insure stability during construction 2.Desitin assumes the top and bottom chords to its Merely braced at •l Y Is me ro albSty of the erector.Additional permanent brodrq of 2'o.c.and el 10'ob.respeesely unless braced throughout their length by ` sit" continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). PA 1 i t= DATE: 11/30/2015 the overal structure is me responsibility of the building designer. 3.20 Impact bridging or Mitral bracing requked where shown+v •l�.1 Lw SEQ.: K1560788 4.No load should be applied to any component anti after all bracing and 4.istaailatooumtr ss is the responsibe ility of t.rrosspenoveleder.environment, fasteners are complete and at no time sheuld any bads greater than e TRANS ID: LINK design leads be applied to any component. 8 Dein for"dry MIbearing use. talw its shown.Shim or we If 5.CompuTrushasnocontroloverendassumesnoreeponebiltyforthe seek,m°° ° �° wedge EXPIRES: 12131/20:16 fabrication,handling,shipment and installation of components. 7.nDesign assumes adequate drainage is prodded. November 30,2015 8.DM design is furnished subject to the limitations sat forth by 8.Plates shag be located on both faces ettruss,and placed so their center TPIM/rCA in SCSI,copies of which wig be hmlehed upon request. lines coincide with joint anter lines. 9.Digits Indicate eke of plate In inches. MITek USA,Ino./CompuTrue Software 7.6.7(1/)-E 10.For basic connector plate design vahwa sea ESR-1311,ESR-1g88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 POP load duration factor=l.6, M-1.5x4 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Note:Truss design requires continuous bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-08-08 f T 12 4.00 •• NI 0 stn - , 1 0 3 M-3x4 9 1 l y 1-00 8-08-08 l y 9-08-08 p VD 4\ [, �yGIN �c, Fir qtr -57 ct- 89782PE r"' JOB NAME : 3413—A REV. POLYGON NW — D4 - Scale: 0.5079 WARNINGS: GENERAL NOTES, Mem otherwise noted Truss: D 4 1.Budder and erection eontrador should be advised of all General Notes 1.The design Is based only upon the parameters Mown and Is for an individual -57, OREGON 2p�h and Warnings beton construction commences. building component.Applicability of design parameters and proper V 1J 2.art compression web bracing mud be installed where shown e. incorporation ofthetopcomponent la Me responsibility t of the laterally brag designer. /PT��. ARY 15 < ,. 3.Addhional temporary brewing to Insure stabIIMy during construction 2.Design at ly the top and bottom shake a be lahredy bawd at la the responsibility of the endor.Additional permanent bracing of 2'o.c.and at i a c.c.respectively had s braved throughout their length by continuous sheathing soca as*wad aheathing(TC)andror drywell(BC) DATE: 11/30/2015 the overall structure la the nsponsmMlty of the building designer. 3.Dr Impact bridging or lateral bowing required where shown e e �/�.,� . SEQ.• K1560789 4.No load should be applied to any component unlit alter ash bracing end 4.Installation of truss is the responsibiMy of the respectNe contractor. fastened an complete and at no lime should any bads greater than 5.Design assumes foresee are to be used Ina noncorrosive environment TRANS ID: LINK design leads be applied IS any oampananr and are for.dry condition.oruse. 5.CompaTnra has no control over and assumes no naponeibyey for the 6.Doren...ane.MI bearing at all supports shown.Shim or wedge 11 .EXPIRES: 12/31/2016 fabrication,handling.shipment and Installation of components. newwry. s provided. 6.This design is furnished subject to the limitations at forth by S.Plates sh7.Deregn all be locames ted enabot faces drainage lof truss,and placed so their center November 30,2015 TPI,WTCA In SCSI,copies of which will be Nmehed upon request. Ines windde with Join center lines. 9.Digits indicate Me of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 16.For bare connector plate design values ala ESR-1311,ESR-1908(MlTek) 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/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x4 KDDF #1sBTR SPACED 24.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIP 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) 9.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6^ Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19,3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor=l.6, 3 -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 2 ,-1 Mo �o emiii laillablVi oi 11 '/4 M-3x5 1-00 y 1-00 y gOp PROFF6 'PROVIDE FULL BEARING;Jts:2,4,4 I �`�l'"� `GINE - (,)�tO,�q�. :9782PE ter° JOB NAME : 3413-A REV. POLYGON NW - El • J,. Scale: 1.1020 WARNINGS: GENERAL NOTES, unless otherwise noted tr,„ iiii Truss: E 1 1.Builder and erection contodor should be advised Ord General Notes 1.This design I.based only upon the parameters shown and I°for an Individual -57 '� EGOt'JN. and Warnings before conarua:on commences. building component.ApplcNdNy of design parameters end proper C/ 2.2»4 compression web bracing must be Installed where shown.. Incorponibn of component Is the responsibility of the building deelgner „,yy�. 3 Additional temporary bracing to Insure debility during construction 2.Design assumes IM lop and bottom chord°to be laterally boded at 77 Is Me responsibility of the erector.Additional permanent bracing of 2 rest.end at 70 ase.respectively unless hoed throughout their length by DATE: 11/30/2015 the overall structure le IM responsibility of the building designer. continuous sheathing or such l b*mod aired rp(TC)ands drywaA(BC). 't. /"ti s li [^� 3.In Imps.hof true or lelenl bhang required where shown.. /"'A [i SEQ.: K1560790 4.Nooadstauldbeapplied toany component anti after ailbracing and 4.InstallatonoftonsIsthe osponsibiAtyofthe respective contractor. fastener.are complete and et no time should any loads greater then 5.Design assumes tmaes are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied teen component. and are for"dry condition'of use. EXPIRES: A!y /ry({ 5.CompuTrus has no control over end assume.no rseponsibllity for the 8.Design assumes hal bearing al all supports shown.Shim or wedge if 1 2/31/G V hbdcatIon,trending,shipment and installation of components. 7. '.Pea s shall been adequateenboth nage lace,0 prodded. and 30,2015 8.This design Is furnished subject o the limitations eel forth by 8.plate.shag be located on both leas of Wu, placed ere their center TtIMTCA In SCSI,copies or which wig be furnished upon request. Ines coincide with Joint center lines. MITek USA,Inc.ICompuTrua Software 7.6.7(114-E 9.Digits Indicate size of plate In Inches. 10,For basic connector piste design values see ESR-1311,ESR-198S(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION Failure to FollowCould CausePt 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenthsProperty 1 /q I If0er(Drawings not to scale)offsets are indicated. Damage or Personal Injury r��II Dimensions are in ft-in-sixteenths. 11%,. Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. 1 TOP CHORDS 3 diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-1/16" 4 wide truss spacing,individual lateral braces themselves :. may require bracing,or alternative Tor I Allit p bracing should be considered. FO 3. Never exceed the design loading shown and never F U U stack materials on inadequately braced trusses. d Provide copies of his truss ign to the ng O C7-s 6-7 csa �O 4 designer,erection tsupervisorr,,sproperty ownerandFor 4 x 2 orientation,locate plates 0-14s'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. g 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. shalls not exceed 19% moisture content of fabrication. PRODUCT PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: In all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �i Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MTek®All Rights Reserved approval of an engineer. IMM O reaction section indicates joint 17.Install and load verticallyunless indicated otherwise. Illani.%1111 IN number where bearings occur. Min size shown is for crushing only. ►—� al MN 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSSDesign Standard ompon for Bracing. M � BCSI: Building Component Safety Information, lt* 20.Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013