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Plans (33) RFORNIFD l 333 2- Sw 547 y FEB 0 3 2016 MiTek� E��k.�: i4; MiTek USA, Inc. 7777 Greenback Lane Suite 109 — Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-360_UP Fax 916/676-1909 3413 BD The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R43072337 thru R43072345 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ��i PR OFFs NsGINE�c /0 87 2PE (g+'O� OREGON Ro Q/1// yAO y8ER � OS A. HO; P EXPIRES:06/30/2015 October 22,2014 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 Oty Ply 3413 BD R43072337 PL14360_UP F01 Floor 8 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon .. 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:55:55 2014 Page 1 . . ._ .. 10:zs2ygYHMYItI_Z1p9y12t1yAg7?-mZklu7nJFB2pnNMD17D5HWoxE9pBZYs091DnHyR6o2 1 1-0-0 1 11-1-14 it 1-7-0 i i- -I I 1.2-0 1 1-7-0 ii 1-7-0 1 1-2-0 11 1-7-0 1 1-7-0 1 Scale=1:34.7 3x4= 4x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 e 9:4 e e e_ /- e / 1-1e ' a m < a\`` a e_ - ] o % e e e \ ,N r / .N 32 31 30 29 26 27 26 25 24 23 22 21 3x4= 4x6= 3x5= 3x5=3x6 FP= 3x5= 3x4= 3x5 = 3x5= 4x6= 3x4= 3x6 SP= 12-0-14 I 10-10-14 le-7-10410-7-0 el-1410. I 20-4-12 I 10-10-14 0-7-0 7-0 8-3-14 Plate Offsets(XX)- 112:0-1-8,Edgel,[26:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.33 26-27 >747 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.51 26-27 >477 360 BCLL 0.0 Rep Stress!nor YES WB 0.57 Horz(TL) 0.08 21 n/a n/a BCDL 5.0 Code IBC2012/rP12007 (Matrix) Weight:101 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) 21=891/Mechanical,32=891/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1628/0,3-4=-1628/0,4-5=-2869/0,5-6=2869/0,6-7=-3728/0,7-8=3728/0, 8-9=-4216/0,9-10=4216/0,10-11=-4245/0,11-12=4245/0,12-13=-3990/0, 13-14=-3990/0,14-15=-3183/0,15-16=-3183/0,16-17=-3183/0,17-18=-1851/0, 18-19=-1851/0 BOT CHORD 31-32=0/864,30-31=0/2294,29-30=0/3343,28-29=0/4019,27-28=0/4019,26-27=0/4309, 25-26=0/4245,24-25=0/4245,23-24=0/3655,22-23=0/2578,21-22=0/991 WEBS 2-32=-1209/0,2-31=0/1071,4-31=-932/0,4-30=0/805,6-30=664/0,6-29=0/538, 8-29=-408/0,8-27=0/281,10-26=-325/281,19-21=1300/0,19-22=0/1127,17-22=952/0, 17-23=0/794,14-23=618/0,14-24=0/450,12-24=-655/57 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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/171 1. 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 O. P.R OF be attached to walls at their outer ends or restrained by other means. '�� SS LOAD CASE(S) Standard �5 �NG(N��R la $70 2PE to cv 7 -0,„.OREGO. n '51.',.Q:BER 11 R4 . . SA. HERS EXPIRES:06/30/201.5 October 22,2014 l 4 A WARNIMI-Ved?Idesign pwameiers and READ MOIES GN 7W5A ND IMMURED MIIERREFERE?KE PAGE MII.7 473 ren 1/29/20II BffOREUME • �" Design valid for use only with MiTek connectors.This design is based only upon parameters shown and is for on individual bulding component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the bolding designer.For general guidance regarding fabrication.quality control storage,delivery,erection and bracing,consult ANSI/TPII Quality CrIteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely ItSou Southern Pine(Sp)lutmber is sspe�ed a the design values arethese effeco�eve I2�A/02(2013 byMSC4 Citrus Heights,CA,95610 Job Truss Truss Type City Ply 3413 BD R43072338 PL14-360_UP F02 Floor 10 1 Job Reference(optional) Pad&:Lumber&Truss Co Lake Oswego.Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:55:56 2014 Page 1 D:zs2ygYHMYItt_Z1 p9y12t1 yAg??-EI Ih5unxQUAgP WJnnOeSdV3xMdSHw020dpmmJjyR6o1 I 1-0-0 I 1 1-1-10 II 1-7-0 111-7-211 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e w /."\ /'N/ �/N/ �a/ aJ - `\a e e o o e e eo o �R` 30 29 28 27 26 25 24 23 22 21 -26 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6= 3x4 = 14-2-2 I 13-0-2 19-11-417b.7-0I 14-0-2 5-9-2 Plate Offsets(X,Y)— (14:0-1-8,Edge),124:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/dell Ud 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/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,4-5=-2786/0,5-6=-2786/0,6-7=-3608/0,7-8=3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=4122/0,11-12=-4122/0,12-13=-3586/0, 13-14=-3586/0,14-15=-3053/0,15-16=-3053/0,16-17=-1806/0,17-18=-1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26.27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=-1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=367/0,12-24=662/7,18-20=-1271/0,18-21=0/1096,16-21=-919/0, 16-22=0/716,15-22=-31/252,14-22=-1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. ,v�IJ PR OFess LOAD CASE(S) Standard �NGINEF-. /02 Q .870 2PE 5.7 N0^ox.OREGO ti „4/ S A. HEp`N EXPIRES:06/30/2015 October 22,2014 4 1 ®WARNIM3-Vsdfydesign pammetrrssod READ ARIESOMTHISAND L (SED MITE(REFERFNCEPAGE MU.1413ret,1123/2014 RETREUSE Design valid for use only with Mnek connectors.This design is based only upon parameters shown.and is for an individual building component. ,Apicability of design parameters and proper incorporation of component is responsrbdiy of building designer-not truss designer.Bracing shownis for lateral support of individual web members only.Additional temporary bracing to insure stabil y during construction is the responsibil iiy of the �{NIp erector.Additional permanent bracing of the overall structure is the responsiblity of the building designer.For general guidance regarding IvtiTek. fabrication,quality control.storage.delivery.erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB489 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312 Alexondria.VA 22314. Citrus Heights,CA,95610 tf Southern Pine(SP)lumber isspecifieri,the design Values arethese effective 06101/2013 byALSC Job Truss Truss Type Qty Ply 3413 BD R43072339 PL14-360_UP F03 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co.. Lake Oswego,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:55:58 2014 Page 1 .-- ID:zs2ygYHMYIII_lZ.plp�9y12t1yAg??-ABQRWapBy6QOegTEuFthwiw8HbR780uDJ47FtOcyR6o? 1 1-10-8 1 1043-61 7-20 1 1 1-7-o 1 tai Scale=1:38.2 304= 3x6=4x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x5= 4x5= 12 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 N ,e•-•••"" v \... rmtILW—N‘ir../A&."..N11/./11.EV/7 NN.1.,..Pie W. N. 33 32 31 30 29 28 27 26 25 24 23 22 21 3x4= 3x6 = 3x6 FP= 305= 3x5= 3x5= 3x5= 3x6= 4x6= 3x4= 3x5 SP= 3x8= 14-0-14 1 2-1.8 1 12 -10-14 1_5-11 1 n+12 I 2-1-8 10.9-6 7-0 8.3.14 0-7-0 Plate Offsets(X,Y)— (11:0-1-8,Edge),(12:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) i/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.47 27 >569 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.73 27 >364 360 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.10 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:111 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)*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-33:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 21=979/Mechanical,33=979/0-2-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1777/0,3-4=3152/0,4-5=-3152/0,5-6=-4347/0,6-7=-4347/0,7-8=-5033/0, 8-9=-5033/0,9-10=-5240/0,10-11=-5240/0,11-12=-4989/0,12-13=-4602/0, 13-14=-4602/0,14-15=-3597/0,15-16=3597/0,16-17=3597/0,17-18=-2057/0, 18-19=-2057/0 BOT CHORD 32-33=0/1777,31-32=0/2350,30-31=0/3807,29-30=0/3807,26-29=0/4749,27-28=0/5184, 26-27=0/4989,25-26=0/4989,24-25=0/4989,23-24=0/4171,22-23=0/2888, 21-22=0/1095 WEBS 12-25=-28/290,2-32=0/739,2-33=1991/0,11-27=203/562,7-28=0/373,7-29=-527/0, 19-21=-1435/0,19-22=0/1262,17-22=-1089/0,17-23=0/930,5-29=0/707,5-31=-859/0, 3-31=0/1051,3-32=924/0,14-23=753/0,14-24=0/564,12-24=-839/0 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. �Q` 0 P R OFFS 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)33. �'�, - N 1 (n 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1 �� F 6)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 4G' 2`9. attached to walls at their outer ends or restrained by other means. .87022PE r 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard N" ''t) OREGO. ��QkI t? MeEa �1 4C) A. HES EXPIRES:06/30/2015 October 22,2014 t ®WARNIM3-Vedtydesign parameters and READ NOIES GN MSAND IM7.tI.DED NI7EKREFERENCE PAGE/417.1473 mr 1/29/201dBE0,REUSE Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual but ding component. �• Applicability of design parameters and proper incorporation of component isresponsiblity of building designer-not truss designer.Bracing shown . is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M ITek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,deavery,erector and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N,Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights.CA,95810 If Southern Pine(SP)lumber is specified.the design values mattes*effective 06/01/2013 by MSC Job Truss Truss Type thy Ply 3413 BD R43072340 PL14-360_UP F04 FLOOR 3 1 Job Reference(optional) . __._........Parc Lumber 8 Truss Co.,___.Lake Oswego,Oregon 7.530 s Jul 11 2014 MiFek Industries,Inc..Tue Oct 21 15:55:59 2014 Page 1 ID:zs2 YHMYItI Z1 yg p9y12t1yAg7?-eK_pkwgpjPYFG_14S8C9F7hUgrab7JASJn? v2yR6o 1 1-4-0 1 1-4-0 1 1 1-7-6 1 1-0-0 1 1 1-2.0 1 p-in-l01 1-2-0 i i 1-7-0 1 1-2-0 i i 1-2-0 i 1-2-0 1 Scale=1:36.1 3x4= 4x6= 3x4 II 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 • N wY B 32 31 30 29 28 27 26 25 24 23 22 21 4x5= 3x8= 3x6 FP= 3x6= 3x5= 3x5 = 3x4= 3x5= 3x5= 3x4= 4x6= I 2-11-0 I 21-3-0 7-11-0 18-4-0 i Plate Offsets(X,Y)— (12:0-1-8,Edge],124:0-1-8,Edge],132:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.12 25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.19 24 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.02 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF 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:31-32,30-31,28-30. REACTIONS. (lb/size) 21=655/Mechanical,31=2027/0-5-8 (min.0-1-8),32=-825/Mechanical Max Uptift32=-913(LC 4) Max Gray 21=656(LC 4),31=2027(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2546,3-4=0/2546,4-5=0/648,5-6=0/648,6-7=-675/0,7-8=-675/0,8-9=-1611/0, 9-10=-1611/0,10-11=-2163/0,11-12=2163/0,12-13=2325/0,13-14=-2325/0, 14-15=-2077/0,15-16=-2077/0,16-17=-2077/0,17-18=-1298/0,18-19=-1298/0 BOT CHORD 31-32=-1244/0,30-31=-1452/0,27-28=0/1188,26-27=0/1933,25-26=0/2325, 24-25=0/2325,23-24=0/2268,22-23=0/1747,21-22=0/715 WEBS 2-32=0/1552,2-31=-1691/0,12-26=-428/65,10-26=0/322,10-27=-453/0,8-27=0/592, 8-28=-719/0,6-28=0/861,6-30=-985/0,4-30=0/1125,4-31=-1399/0,19-21=937/0, 19-22=0/764,17-22=-589/0,17-23=0/433,14-23=281/0,1424=-135/300 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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �(CQ PRQFF 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 •<C '''-0 ,9 attached to walls at their outer ends or restrained by other means. <G3 % AAG1 NE - s/0 6)CAUTION,Do not erect truss backwards. �C? 29 LOAD CASE(S) Standard $7022P� i N S. �Aj`OR :GON rye 4// 1 C' MQER1 �. �`s A. HE,- EXPIRES: EXPIRES:06/30/2015 October 22,2014 t r ®WARIVIM3-Yu:Pr design parameters and READ MESON 7111E AND MCLIZED/4/7EKREFEREM7 PAGE MIL 7413 rat.1125/EPIE BECAME Design valid for use only with Wel(connectors.This design is based only upon parameters shown.and is for on individual buldug component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ,is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of thepNIp erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' ek' fabrication.quality control,storage.delivery,erection and bracing.consult ANSI/TPI1 Quality Crtleda.DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Skeet,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specked,the design values are those effective 06/01/2013 byAtSC Job Truss Truss Type Oty Ply 3413 8D R43072341 PL14-360_UP F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:56:01 2014 Page 1 ID:zs2ygYHMY1,t11 Z11p9y12t1yAg??-bj5a9c3F1pyVIBpZZEdKYml/e9PbGXIm5UXzxyR6ny n 1 1-0-0 i 0r-j4r 1—'-0 i f>--'i 11-2-0 1 1-2-0 I I 1-2-0. I 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 17. - - e. m s e e a o e - e - 3 . � 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x8= 3x6=3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6= 3x4= 1.5x4 SP= 15-6-14 I 14-4-14 11-11-1 I 21-4-0 I 14-4-14 0-7-0 7.0 5-n-2 Plate Offsets(X,Y)- 117:0-1-8,Edgel,127:O-1-8,Edgel LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4 (min.0-1-8),35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3.4=1712/0,4-5=-3036/0,5-6=-3036/0,6-7=3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=4727/0,11-12'-4727/0,12-13=-4554/0, 13-14=-4554/0,14-15=-4554/0,15.16=3935/0,16-17=3935/0,17-18=-3339/0, 18-19=-3339/0,19-20=-1950/0,20-21=-1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,2425=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,434=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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1��0D PR O .p 5)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. NGI NEF 6"./. attached to walls at their outer ends or restrained by other means. • �. %44.1 17 LOAD CASE(S) Standard C .87022PE r / N - R`,o .GREG•N (tom ofN. '0,. 8E,R.4''‘ Pia' ti .Cit . A. He iik- EXPIRES:06/30/2015 October 22,2014 4 ®IVARN1 3-Verity design parameters and READ NMES GN THIS AND MEWED 1417EKREFERENCE PAGE HIT 7473 res 4/49/2014 REGREW: ammo Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for on individual building component. 1, Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the . MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the bolding designer.For general guidance regarding fabrication,quality control.storage.delivery.erection and bracing,consult ANSI/1P11 Quality Criteria,DS8.89 and BCSI Building Component M7 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314- Citrus Heights,CA,95610 it Southern Pine(SPI lumber is specified.the design values are thole effective oG/01/2013 byf4tSC • Job Truss Truss Type Qty Ply 3413 BD PL74360 UP F06 R43072342 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:56:02 2014 Page 1 D:zs2ygYHMYIll_Z1 p9y12t1 yAg??-3vfyMysl?Kxp7Rm?7HIstmlxT2WZKe2u?ID4WNyR6nx 1-10-8 low 26-0 I t—2-41-W1P° Scale=1:38.5 3x6 FP= 4x5= 5x16= 3x4= 3x4= 3x5= 3x4 I I 1 2 3 4 5 6 7 89 10 11 12 13 HriL " lr \/ \k illi 11._ Mill nil 2 CZ ` Cill _r 22 21 20 ill 0 19 18 17 16 15 14 5x6= 4x6= 3x8= 3x6= 3x4 = 4x8= 3x4= 3x6 FP= 14-0-14 7-1-8 011-18 -$i0 13-5.1 19-7-0 19 YL-7-8 i� 1 -14 3 -g�8 2-i-8 4-8 10-7-14 b-7-01 I 5.8-2 0-1-8 2-11-0 0-7-0 Plate Offsets(X,Y)— (7:0.1-8,Edgel,(10:0-2-0,Edge),(16:0-1-8,Edge),(22:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deb lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.17 18-19 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.27 18-19 >786 360 BCLL 0.0 Rep Stress lncr YES WB 0.91 Horz(TL) -0.01 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:106 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&BIr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)"Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-22:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 14=258/0-2-12 (min.0-1-8),22=-996/0-2-4 (min.0-1-8),21=2003/0-5-8 (min.0-1-8),15=1230/0-5-8 (min.0-1-8) Max Uplift 14=350(LC 6),22=-1061(LC 6) Max Gray 14=15(LC 5),21=2006(LC 3),15=1231(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2107,5-6=-1588/0,6-7=-1588/0,7-8=-1384/0,8-9=-1384/0,9-10=-1364/0, 10-11=0/1084,11-12=0/1077 BOT CHORD 21-22=-2107/0,20-21=-1778/0,19-20=0/969,18-19=0/1384,17-18=0/1384, 16-17=0/1384,15-16=0/357,14-15=-919/0 • WEBS 2-21=1183/0,2-22=0/2360,7-19=0/341,6-19=-269/0,5-19=0/669,5-20=-1175/0, 3-20=0/1787,3-21=-921/0,10-15=-1540/0,10-16=0/1112,9-16=-375/0,12-14=0/992, 12-15=-534/0 . 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)14,22. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. lt.❑ PR OFF 5)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement " ' SS at the bearings.Building designer must provide for uplift reactions indicated. . �Co .�NGINEF /O 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to R 2 be attached to walls at their outer ends or restrained by other means. �� .87022P E 9t% 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 5. N N -7 'oj; OREG*N -? wN 1' &..*"gI3ER -,• PDQ Sq. Hevk EXPIRES:06/30/2015 October 22,2014 r ®t4A_RNTM3-Year design parameters and READ/07ES of/IRIS AND Ls/L10ED MIIEN REFEREIWZ PAGE MII.7473 rue 1/19/2014BE REUSE Design valid for use only with MTek connectors.The design is based onty upon parameters shown,and is for an individual building component. �, Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members onty.Additional temporary bracing to insure stability during construction B the responsibillity of the - M ITek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage.delivery.erection and bracing,consult ANSI/TPI1 Quarrly Criteria,D5B-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 31Z Alexandria.VA 22314. Carus He' 1f c:uthern Pine(SP)lumber itspecified,the design values arethos.e effective 06/01/2023 byALSC Heights,CA,9561 D • Job Truss Truss Type Qty Ply 3413 BD R43072343 PL14-360_UP F07 Floor 3 1 Job Reference(optional) Truss Co., Pacific Lumber a Lake Oswego,Oregon - 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 21 15:56:03 2014 Page 1 I D:zs2ygYHMYIti_Z1 p9y12t1 yAg7?-X5DKZItKm e3gIbLBh_G5Pzr7ASrY3Bf2EPze2pyR6nw 1-2-o I 10.8-611 1-2-0 I�7 21 Scale=1:34.3 4x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4=3x6 FP=3x4= 4x4= 1 2 3 4 5 6 7 B 9 10 11 12 13 1415 16 17 18 19 01.4 3 30 29 28 27 26 25 24 23 22 21 0 3x4= 4x6= 3x5 = 3x6 FP= 3x5= 3x5= 4x5= 3x5= 4x6= 3x4= 1.5x4 SP= 14-4-14 13-2-14 1?.-9-141 20-2-0 13-2-14 b-7-0 b-7-0[ 5.9.2 Plate Offsets(X,V)- [12:0-1-8,Edge),113:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.32 26 >750 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.50 26 >480 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 20=881/0-4-4 (min.0-1-8),31=881/0-2-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1828/0,3-4=-1828/0,4-5=-3135/0,5-6=3135/0,6-7=-3937/0,7-8=-3937/0, 8-9=-4227/0,9-10=-4227/0,10-11=-4040/0,11-12=-4040/0,12-13=3625/0, 13-14=-3103/0,14-15=-3103/0,15-16=-3103/0,16-17=1829/0.17-18=-1829/0 BOT CHORD 30-31=0/980,29-30=0/2541,28-29=0/3595,27-28=0/3595,26-27=0/4141,25-26=0/4181, 24-25=0/3625,23-24=0/3625,22-23=0/3625,21-22=0/2542,20-21=0/981 WEBS 12-24=-340/0,13-23=0/377,2-31=-1284/0,2-30=0/1112,4-30=-935/0,4-29=0/778, 6-29=-603/0,6-27=0/448,8-27=-267/0,10-25=-256/66,11-25=-273/0,12-25=0/792, 18.20=-1287/0,18-21=0/1111,16-21=-934/0,16-22=0/735,13-22=-1024/0 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)31. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/7P11. 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 ��D PRQF� be attached to walls at their outer ends or restrained by other means. • �5� NGIN�F. .65• LOAD CASE(S) Standard • �! 9 -44 870 2PE -7 �'o,>;:OREGQ.. c)� MsER O QS A. HS- R EXPIRES:06/30/2015 October 22,2014 r ISSRNIW3-Voltydesign parameters and READ?/TES CN MS AND I=MD 14I7EKREFERENCE NAGE 1417.7473 me 1/29/204 WORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown g is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the iViiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Quality CrIeda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(5P)lumber is specked,the design values arethase effective 06/03/2013 byALSC Job Truss Truss Type Qty Ply 341360 R43072344 PL14-360 UP F08 Floor 1 1 Job Reference(optional) _.......___....Pacific Lumber 8.Truss Co., __.Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:56:04 2014 Page 1 ID:zs2ygYHMYIti Z1p9y12t1yAg??-?HnineuyXyBXMIw0EhoKyBOLSsFRoXPBS2iBaFyR6nv 1 1-10-12 1 111.11_14111-0-0 1 1 1-2-0 ii 1-4.10 1 1-3-0 II 1-3-0 1 1-3.0 1 1 1-11-8 1 Scale=1:37.0 3x4= 4x12= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x8=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 N ' 11111L /4A- . /All&IIVNIIIIr ‘Ar : •4 . 1:-' B B 4 111.411 �' e 32 31 30 29 28 27 26 25 24 23 22 21 20 4x6= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x4= 3x6= 3x6= 3x5=- 3x5 3x5= 14-1-2 1 2-1-12 I 12-11-23-6-2� 19-74 21-9-12 2-1-12 10-9-6 b-7-o 1-7-ol 5-6-2 1 2.7-8 1 Plate Offsets(X,Y)— 112:0-1-8,Edge),)18:0-3-0,Edge),(23:0-1-8,Edge),(32:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deb Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.16 24-25 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.98 Horz(TL) 0.01 21 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 6-0-0 oc bracing. REACTIONS. (lb/size) 20=-565/0-812 (min.0-1-8),31=1786/0-5-8 (min.0-1-8),21=1495/0-5-8 (min.0-1-8),32=-809/0-4-8 (min.0-1-8) Max Uplift20=631(LC 6),32=-873(LC 6) Max Gray 31=1788(LC 3),21=1497(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1020,3-4=0/1020,6-7=-1076/0,7-8=1076/0,8-9=1543/0,9-10=1543/0, 10-11=-1662/0,11-12=-1662/0,12-13=-1391/0,13-14=-1391/0,14-15=-269/0, 15-16=-269/0,16-17=-269/0,17-18=0/1309 BOT CHORD 31-32=-1722/0,30-31=-1766/0,29-30=-347/0,28-29=-347/0,27-28=0/698, 26-27=0/1354,25-26=0/1633,24-25=0/1391,23-24=0/1391,22-23=0/821,21-22=-460/0, 20-21=-1309/0 WEBS 13-23=-281/0,2-31=-1742/0,18-21=-824/0,2-32=0/1930,12-25=-35/470,826=0/266, 8-27=389/0,17-21=-1081/0,17-22=0/911,18-20=0/1456,6-27=0/531,6-28=-658/0, 4-28=0/800,4-30=-943/0,2-30=0/1035,14-22=-718/0,14-23=0/725 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. OD PR Q,E. 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. . '-' �NGINE -,40 s./0 5)CAUTION,Do not erect truss backwards. �S? ifj LOAD CASE(S) Standard 2 .87022PE �c N e � CV 'oj,.OREG•N eP u// S A. He?' EXPIRES:06/30/2015 October 22,2014 1 1 AWAN73-Vc-r:fpdesign paramefrs and READ hEUUSONTHIS AND 1 UOEDM7EKREFEREMEPAGEKU1473ma1/25/2OIEBLnREUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for on individual building component. MIII- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsb8ty of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 31Z Alexandria.VA 22314. Citrus Heights,CA,95610 1fSauthem Pine(SP)lumber Issue ed,the design values urethane effective 06/01/2013 byALSC Job Truss Truss Type Qty Ply 34138D R43072345 PL14-360 UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Od 21 15:56:06 2014 Page 1 ID2s2ygYHMYIll Z1p9y12t1yAg?7-xgvTCJvC32RFc34mM6go1cTc1XfsdFXyUwMI N8yR6nt 1 1-0-0 1 1 1-0-10 II 1-7-0 1 f}7"211 1-2.0 112-0 n 1-7-0. 1 10-0 i Scale=1:35.8 3x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 e i .1 zit.4,WaWa.11rAil-pr/troW vyrx. a.a B 9 \ / N v 3 T�L n e e a 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6= 3x6 FP= 3x5= 3x5= 3x5= 3x6= 3x5= 44= 3x4 = 1.5x4 SP= 3x6= 15-2-10 I 14-0-10 114-7-1q 1 20-11-12 I 14-0-10 b-7-0 b-7-0 5-9-2 Plate Offsets(X,Y)- (14:0-1-8,Edge),115:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.38 28 >667 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.59 28 >427 360 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.08 22 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 10-0-0 oc bracing. REACTIONS. (lb/size) 22=917/0-4-4 (min.0-1-8),34=917/0-3-12 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1681/0,3-4=-1681/0,4-5=-2973/0,5-6=-2973/0,6-7=3886/0,7-8=-3886/0, 8-9=-4421/0,9-10=-4421/0,10-11=-4572/0,11-12=4572/0.12-13=-4395/0, 13-14=4395/0,14-15=-3852/0,15-16=-3266/0,16-170r-3266/0,17-18=-3266/0, 18-19=-1914/0,19-20=-1914/0 BOT CHORD 33-34=0/890,32-33=0/2372,31-32=0/3474,30.31=0/3474,29-30=0/4199,28-29=0/4540, 27-28=0/4507,26-27=0/3852,25-26=0/3852,24-25=0/3852,23-24=0/2668.22-23=0/1024 WEBS 14.26=-316/0,15-25=0/423,2-34=-1246/0,2-33=0/1107,4-33=-968/0,4-32=0/842, 6-32=-702/0,6-30=0/576,8-30=-438/0,8-29=0/312,13-27=-257/0,14-27=0/843, 20.22=-1342/0,20-23=0/1166,18-23=-989/0,18-24=0/784,16-24=25/257, 15-24=-1135/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �.R O 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. 15� ::GtN,EFR.d/Q. LOAD CASE(S) Standard L $72�< GREo �1 ...;;;::—.13-11.111111„)...FMBEF3 �,� RSP . A. HE. EXPIRES:06/30/2015 October 22,2014 ®WARNIN3-Keay design parameters and READ M IES ON TIISAND INCLUDED MSTEKREFERENCE PAGE MU 7473 rev-1,/29/2014BE 7REUSE r Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown l is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the . MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the binding designer.For general guidance regarding fabrication.quality control storage.derrvery.erection and bracing.consult ANSI/TPii Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information i Southern pine(SP)lumber I is from theldesiugn values are.those*Horde'Suite e 06/01/2013 byALSC 22314. Citrus Heights,CA,95610 Symbols Numbering System a General Safety PLATE LOCATION AND ORIENTATION Notes 1 3/a Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1 ry N� opply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. ihkC1.2 C2a �-1/16" 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I p bracing should be considered. O ■NE� _ U rA 1 � 3. Never exceed the design loading shown and never a U stack materials on Inadequately braced trusses. O a. For 4 x 2 orientation,locate C74 cea c54 Q 4. Provide copies of this truss design to the building 0-dd' BOTTOM CHORDS designer,erection supervisor,property owner and platesfrom outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locatio andoint are bregula ed ed by ANSI/TPI Knots and wa1 a at joint connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available In MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 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 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.Camber is anon-structural consideration and is the responsibility 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 LATERAL BRACING LOCATION Indicated are minimum plating requirements. Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and SYP represents values as published sn ac respects,equal to or better than that se Indicated by symbol shown and/or by AWC in the 2005/2012 NDS specified. 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 dote of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. *IL Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior `MUMMYreaction section indicates joint ©2012 MiTek�All Rights Reserved approval of an engineer. - number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. tlltllAl� =� 01 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing, is not sufficient. BCSI: Building Component Safety Information, pi Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plateivaliek ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 I \JET _ -..,. I - ❑X CONFORMS TO DESIGN CONCEPT 1 -- - 1 0 CONFORMS TO DESIGN CONCEPT WITH - , FEB U REVISIONS NOTED FB A0 n C 0 NON•CONFORMING-REVISE&RESUBMIT 11 U Ix;£}f CRAW 14 riV0¢E0 wArt,a,0447 0 7EW1 Ok3.A:SVe. 6,711 MUT. ONLY / py i-S FA'Y 0aCCATr._E.^f.O,�S_.:P likTLC7.ccvor,,,,:FNT!C_5::1 N Ce1C I 1 Y F 1�o.''d`\3" D -.. 0, /N;� s iAnu S%EOF:FeAM3 A9 A?T.AfiLc_'yjE3.l.t C0 WV..It1VE C) V ' r i7»L:.aEaDvidRBurne L1" Di L:. "9Vi S if-NN — BVDavid ARCNRIeTECZT54 SJ1 . a c3 SJ1 SJZ 3:1• :V, SJ2 q SJ3. _. SJ3 Ca ® ONFGR S i0 DESIGN CONCEPTr --. 0 CJNFORNS TO DESIGN CGNPCEPT ATTR �, O )N-CON5FSSNO'1.4J Q - ._ _. -- _ ION-CONFORMING-feVISE;.47RESU3Mt /1., --- :AR AK JtSF�Ys1 w'Fk 7�YIEY.-FfA Cs!oX COffCR l4 F-I g'\: CCHC;4 CWY 0KC i:E.YOi IAftYE Sif m_ - _ 4011 1 4004_0 OF:40'1.417150 FOR 47010 05W.111 407 .... m 3'+V ouchs:Akl 57•_11urm Alt G Ki110 kid 1i..1iY CER'ii SKS 14x14.. V.7.4-44110.:7 1.1541T ALL Cl''4710. •—.. -- -- — ` 6- 12 -- 0/: Toil R.Erten . .. •t4 CT ENGINEERING INCT.r . _6:12 2 (5) �� tm e i — c3 V C4 (2 l b SJ3 _ , '' • tAil ` — - SJ3 SJ1 r ' Bo Ir ,' co 1___ SJ1 l, . - . ...�i._ 6:12 1III__ uK i__ — _--f- ._ 4, : < •s•-• NI V) • CI, C4 rat„, , ,,,, GARAGE NI • SJ1 __�I 6 12 , -- SJ1m 4- `- N ch cvf N — 12-4• 4 151-? I2T INfFF I14'$1/` et Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: MOVE PIAN PROVIDED FOR TRUSS POLYGON NW 10/23/14 TP`ACEMEALCUNLAAT1ONSAND PROJECT TITLE: REVISION-t: DEENNGINNc oR FORALL iii,ma 3413-B POLYGON NW INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD a I-, II PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS . TO TRUSS CONNECTIONS.BUILDING :4t, ,...n1 ur 3413 / B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO & TRUSS COMPANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"=1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. A 3'_ OX CONFORMS TO DESIGN CONCEPT I CONFORMSSIONSNOTED TO DEIGN CONCEPT WITH y REVI 0 NONCONFORMING—REVISE&RESUBMIT '!FS LPDA^OF,1W=.5 W:B.::R:L.0Am TSR COTESTE WVOPZAO::F. Milk DENSE ONOEPS ENS TID GOES IGT RUDE T,E FaaRCAR,FaCDR OF RES$:e:'WJTY FIR ClOSE =E WON 005[011 //gy�pp 0101[:0.5.SPEOF'f+YMIn5..Mo aPRICa4_CUES.All tat MRI]I!iA.t yR By.F.irYhW David R Burnett Date 10/27/54 MILRRANDT ARCHITECTS T7- �l an �� q SJ2 I��_! :, All SJ2 °° I�1%'►�� 0 LAM'1 SJ3 —- ��.'�,I,!' ' ,I r ,',___.■'' ® CONE.RMS'O DESIGN CONCEPT - • - - - - -- - 0 CONN RMS0 DESIGN CONCEPT WITH er,„, RENS ONS,S SHOWN _ - Y A ❑ NON-(08F0;NING-REVISE AND RESUBMIT A00 (21 'KS WIT?6 EKIL nl?FISP STEERED TN STONE SCF=.RL�:I iii ` STTl TOTE 1E31•:CTRSPT CLT MC D}5 lET 001_1 ii NE FAo57CATC417.:.S CK ECiA.iFiLI1S:CRT CAIPA0LE 1,170'f 53505;AA=AND PSDIFECATiCIS Al CT TMT i SEER PRESETS ..ET THIS SERF ROM. CRIIA/4IDT VALI YT.RIF5 All C0 ICS.S'S. 311 Tool R.Mae :ate:9;tabtr S0.2011 CT ENGINEERING INC N C2 (5) 6:12 V G3 C4 _ — 19 ..C ti:' HUM• i Y;i7 HUMPH ,ilk 1 — — r,i: , w 503 4 : .. "U : /' . II- Sag SJ1 _��' Mine Ill L1111- SJ1 II pai dcol RS imi csi ,.112 i Ma 11.101 a ,` a T cc,, .?v7R12 v I ''.��I -- --� 502 119 GARAGE O b SJ1 _I�rI,1 : 1'12 , 1_ SJ1 NI DR 232 g g a ..a- 44P 1- 15:2' 17-4' -1 I- 2T-6' I14'$1/2" ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: '1 ABOVE PLAN PROVIDED FOR TRUSS POLYGON NWPLACEMENT ONLY.REFER TO 10/23/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER q 3413-B POLYGON NWDESIGNERIENGINEER BUILDING RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNEiIENGINEER OF RECORD TO COMPANY 3413 / B CHECKED BY: REVIEW AND APPROVE OF ALL QS TRUSS i1 ... DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. V 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. Job Transmittal MiTek USA, Inc. II��III��III�II��I�III�I��I�IIU��I 250 Klug Circle, Corona, CA 92880 (951)245-9525 Fax(951)273-0040 Transaction ID: 410995 TO: PACIFIC LUMBER& TRUSS DATE: 10/23/2014 ATT: Bob Cairns Drawings Repairs Sequence #'s Description 40 0 6095233-6095239,6095241-609524: 3413-B POLYGON NW1 -3413-B POLYGON I\ Transmittal Notes: Design Notes: FTP:410995.zip 10/23/2014 1:26:53 PM Page 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 BC: 2x4 KDDF It1&BTR STAND 2- 3=(•1772) 530 5- 6=(•456) 1767 5- 3=(-30) 49 BC: 2x6 KDDF tANDR LOADING 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 WEBS: 2x4 KDDF LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0' TO 6'- 0.0' V BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0' TO 9'- 2.0' V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 2.0' TO 15'- 2.0' V LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC UNIF LL( 0.0)+0L( 40.0)= 40.0 PLF 0'- 0.0' TO 15'- 2.0' V 10'- 2.0' -256/ 1210V 48/8/ 48H 5.50' 1.94 KODF 8H 5.50' 1.94 KDDF ( 625) NOTE: 2T4 OPACIOR AT EASOC UON. FOR TC CONC LL( 250.0)+DL 70.0 - 320.0 LBS @ 6'- 0.0' ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL250,0)+DL( 70.01= 320.0 LBS @ 9'- 2.0' ( ICOND. 2: Design checked for net(-5 Intl uplift at 24 'oc specific.' Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = •0.058' @ 6'- 0.0' Allowed = 0.713' M,M2OHS,MI8HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.102' @ 6'- 0.0' Allowed = 0.950' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = 0.012' @ 14'• 8.5' ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL = 0.020' @ 14'- 8.5' NOTE:Design assumes moisture content does not exceed 19t6 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 5-11-11 3-02-10 5-11-11 Wind: 140 mph, h=20.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, '( 4320f 4320# T (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=l.6, 12 .. ::16.00 12 Truss designed for wind loads 6.00 M-4x6 M-6x6 4 6.00 in the plane of the truss only. C ' iiii",••••••••0011 M 0 O ;/ 4.4 C o ** I 5 6 0 M-3x5 M-3x4 M-1.5x3 M-3x5 L. J. y J. 5-08-08 3-10-12 5-06-12 15-02 F,e. 0 PROpe JOB NAME: 3413-B POLYGON NW - Al Scale: 0.4209 �� dI��IT s'o WARNINGS: GENERAL NOTES,unless otherwise noted: '^92 P E 9� 1.Builder and erection contractor should be advised of a9 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: Al and Warnings before construction commences. building component.Appltcabinty of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsldGty of the building designer. ,oe f 3.Additional temporary bracingto Insure stebltty during construction 2.Design assumes the top and bottom chords to be laterally braced at 41�►' 2'o.e.and et 10'o.c.respectively unless braced throughout their lenggth by finer! DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing or continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A �'Q" DATE: 10/23/201 4 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ rI� QREGON� ' 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. a SEQ. : 6095233 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used In a non•corrosive environment, .q y 14,.;N 1. design loads be applied to any component. and are for'dry condition'of use. Q:. tT TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes his bearing at all supports shown.Shim or wedge if � 'Rt., fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. -M •R R`�� 6.This design Is furnished subject to the Imitations set forth by 6.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII II II VIII IIID VIII VIII IIII III) TPIANTCA In SCSI,copies of which will be famished upon request. lines eindicae withf center Ines. 9.Dies Indicate sizeJoint of tplateIn inches. . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1968(MITek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input PACIFIC LUMBER-BC p by LUMBER SPECIFICATIONS TRUSS SPAN 15'• 2.0' TC: 2x4 KDDF g1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 BC: 2x4 KDDF STAND SPACED 24.0' O.C. 1.2=(-774) 153 1.4=(-47) 587 4.2=(0) 353 WEBS: 2x4 KDDF STAND 2-3=(•774) 153 4.3=(-47) 587 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 0'• 0.0' -80/ 637V -66/ 66H 5.50' 1.02 KOOFP(C625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 15'- 2.0' -80/ 637V 0/ OH 5.50' 1.02 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LL 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TL CREEP DEFL = -0.055' @ 7'- 7.0' Allowed = 0.950' BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD, TOP MAX TC PANEL LL DEFL = 0.085' @ 4'- 0,2' Allowed = 0.514' AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. MAX HORIZ. LL DEFL = 0.006' @ 14'• 8.5' 7.07 MAX HORIZ. TL DEFL = 0.011' @ 14'• 8.5' T 7-07 12 T notexceed19�satn es timelofure manufactu�edoes 6.00 IIM-4X4 12 Q 6.00 Design conforms to main windforce•resisting 2 4.0" system and components and cladding criteria, F-4f Wind: 140 mph, h=21.1ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1.1 M O 07 cm O .. 1 4 rAIII 1v 81 t,, 0 O M-3x4 M-1.5x3 M-3x43 y 7-07 y 7-07 y 1, 15-02 y JOB NAME : 3413-B POLYGON NW - A2 ��0 PR0A-e, Scale: 0.4584 IN Spit O. WARNINGS: GENERAL NOTES,unless otherwise noted: ,C..? v�/1i1 /"v Truss: A2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual 4t ^921 OP E 1' and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown.. Incorporation of component Is the responsibthty of the building designer. �� DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by DATE: 10/23/2014 the overall structure Is the responsibility of the building designer, continpact uous sheathing such as plywood required where sho mi.. -iat sheathing(TC)and/or drywali(BC). `+1,,.. 40141 SEQ. : 6095234 4.No load should be applied to any component until after all bracing end 4.Installation of trusstrIs thor e responsiral bility the respective contractor. tr fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to bo used ina non-corrosive environment, '�` OREGON �/ TRANS I D• 410995 design loads be applied to any component. and are for'dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if i0 9Y 14 Q��t•'�� fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the Irritations set forth 7.Design assumes adequate drainage Is provided.ass,oMFS R I�L.k- III I II 1101111111111 III II II 11111111 TP1NdTCA in SCSI,copies of which will be furnished upon quest. 9.Mas coincidbe e with Joint center mess of truss,end placed so their center MITek USA,Inc./CompuTrus Software 7.6.6(1 L)•E 09.Forrits b sicicate connector ple of ate design vallate In ues see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 11111111This LUMBER-BC TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-1950) 394 1.5=(-379) 1667 5.2=( -301) 1673 BC: 2x4 KDDF U1&BTA SPACED 24.0' O.C. 2-3=( -115) 108 5-6=(-367) 1603 2-6=(-1853 )434 BC: 2x6 KDDF lANDA 3-4=( •10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. BEARING MAX VERT MAX HORZBRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF DL ON BOTTOM CHORD = 10.0 PSF LBEARINGS MAXCVIRTS REACTIONSSIZE RE UI, (BPGCIRE) 0'- 0.0' •2071 1079V -57/ 1446 5.50' 1.73 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' -308/ 1440V 0/ OH 5,50' 2.30 KDDF ( 625) C M,M2OHS, 18HS (16 no MiTek prefix) = CompuTrus, Inc ADDL: BC CONC LL+DL= 1210.0 LBS @ 4'- 0.0' M,M20HS,M18HS,M16 = MT series ADDL: BC CONC LL+DL= 637.0 LBS @ 6'- 0.0' ICOND, 2: Design checked for net(-5 psi) uplift at 24 'oc spacina.l "• For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED SADOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = 0,016' @ 4'- 0,0' Allowed = 0,354' REQUIREMENTS OOF F IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.052' @ 4'. 0.0' Allowed = 0.472' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = -0.004' @ 7'- 6.5' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ, TL DEFL = 0.009' @ 7'• 6.5' 4-01-12 3-06 08 0-03-12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 6.00 M-1 4 Design conforms to main windforce-resisting .5x3 ', system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x8 C,, 0 11111111.1% 0 4 nn o 0 ® :�1 0 1 •M-3x4 M-3x8 M-5x6 +1210# 1,637# y 4-00 y 4-00 y y 8-00 ��v�D PROFFIN S� JOB NAME: 3413-B POLYGON NW - A GIRD Scale: 0.4665 �� ``In�zJ 92 WARNINGS: GENERAL NOTES,unless otherwise noted: - '921 Il/ll PIE �r 1.Builder and erection contractor should be advised of all General Notes 1.This deing component.Apis plicabilityonyluponont of he parameters reshswn and nd is for an individual /411011, Truss: A GIRD and 4 Warnings before emn commences. Incorporation of component Is the responsiblety Of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 4601111111. 3.Additional temporary bredng to insure stabilty during construction 2'o.c.and at 10'o.e.respectively unless braced throughout their to th by `�- DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathe d thro and/or drywal C). OREGON � CC DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown S 4.No load should be applied to any component until after at bracing and 4.Installation l Designa assumes trusses Is the s es are o be used f Inc he respective contractor. eml environment, Oso SEQ. : 6095235 fasteners are complete and at no time should any loads greater than and are for*clry trussesaof eode. �`, 4�y 14 NSP} TRANS I D: 410995 design loads bes no to anycomponent.and assul 6.Design assumes tun bearing at at supports shown.Shim or wedge It MFR 4►1-�- 5.CompuTrus hes no control over assumes no responsibility for thenecessary. _ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. S This ThsWiCA IIs n SCSIs copies of which will betafurnishet forth up n request. 8 naPlates shall be a with Joint center on both faces of truss,and placed so their center IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII MITekUSA,lnciCompuTfw Software furnished O.For basicconnectorplatetdesignvaluessee ESR-1311,ESR-1R68(MRek) EXPIRES:12/31/2015 ` 1111IIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-4o(OF/Cq=1.00 BC: 2x4 KDDF N168TA SPACED 24.0' O.C. 1-2=( 0) 50 2-4=(0) 0 2.3=(-42) 40 TC LATERAL SUPPORT <= 12'0C, UON, LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'. 0.0' -61/ 297V -7/ 47H 5.50' 0.47 KDOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 10.9' -102/ 88V 0/ OH 1.50' 0.14 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 6'• 0,0' 0/ 48V 0/ OH 5.50' 0.08 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 'COM 2: Design checked for net(-5 sof) uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.133' 1-11-11 MAX TL CREEP DEFL = -0,003' @ •1'• 0,0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.002' @ 1'- 0,0' Allowed = 0.097' MAX TC PANEL TL DEFL = -0.003' @ 1'• 1,5' Allowed = 0.145' MAX BC PANEL LL DEFL = 0.007' @ 2'- 8.6' Allowed'= 0.250' 12 MAX BC PANEL TL DEFL = -0.020' @ 3'- 3.8' Allowed = 0.333' 6.00 C'- MAX HORIZ. LL DEFL = •0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. .r Wind: 140 mph, h=19.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads '' v in the plane of the truss only. 0 m o� r o ill 0 2►� 1110- 14 -/ M-3x4 y y 1, 1-00 'PROVIDE FULL BEARING:Jts:2,3,4' 6-00 JOB NAME : 3413-B POLYGON NW - AJ1 Scale: 0.6954 ��J��GNGPNOF��,/O WARNINGS: GENERAL NOTES,unless otherwise noted: �� 0/R 1 -q 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual `92 4 0 P E r Truss: AJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown.. Design oration of component Is the m sibimy of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure sladGty doting construction 2.Design assumes the top and bottom chords to be laterally braced at is the resposiblaty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� DATE: 10/23/2014 the overall st acture Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). `rte; 0 g 3.2x Impact bddging or lateral bracing required where shown+s Q. SEQ. : 6095236 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '7G/ �REGONON �C(/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, O< TRANS I D' 410995 design loads be applied to any component. and are for"dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at as supports shown.Shim or wedge If O 14 s. fabrication,handling,shipment and installation of components. necesary. p p 6.This design Is furnished subject to the imitations set forth by 78.Plates shall be loilnes coincide categd oneboth most Wsseand placed so their center ��n�� IIIIII II II VIII VIII VIII I III I III IIII IIII MTiTPIAMTCA e $A�InC./CompuTrus SCSI,copies of which SOftwafe 7.6.6(1 L)E request. iQ Digits indicatnssize erat plate e design Inches. see ESR-1911,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF p16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF 918BTR SPACED 24.0' O.C. 2-3=(-65) 49 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 BAG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' •50/ 346V -14/ 77H 5.50' 0.55 KDDF ( 625) 3'- 10.9' -97/ 113V 0/ OH 1.50' 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 57V 0/ OH 5.50' 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,1116 = MiTek MT series LIMITED STORAGE DOES NOT APPLY QUE TO THE SPATIAL )GOND, 2: Design checked for nett-5 nsf) uplift at 24 'oc soacina.l REQUIREMENTS OF IBC 2012 AND IPC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ •1'- 0,0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.000' @ 0'. 0.0' Allowed o 0.078' 3-11-11 MAX TC PANEL LL DEFL = 0.012' 0 2'- 2.2' Allowed = 0.246' T MAX BC PANEL TL DEFL = •0.034' @ 3'- 1.4' Allowed = 0.333' MAX BC PANEL TL DEFL = -0.003' @ 4'- 1.4' Allowed = 0.333' 12 MAX HOAIZ. LL DEFL = -0.000' @ 3'- 10.9' 6.00 MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, �' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads d' 0 in the plane of the truss only. ct co o 41 hti co ►/4 -> o �� M-3x4 Jr 1-00 y (PROVIDE FULL BEARING:Jts:2,3,4) 6-00 .‹<... P PRQp JOB NAME : 3413-B POLYGON NW - AJ2 Scale: 0,6329 �5 �GIN , w� to/Zl/ � WARNINGS: GENERAL NOTES,unless otherwise noted: :�' 92 i•P E f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: AJ2buildingcomponent.A Applicability of design parameters and proper and Warnings before basing mustn commences. Incorporation component is the responsiitty of the buildindesigner. 2.2x4 compression web bracing be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stabitty during construction 2'o.c,and at 10'a c.respectively unless braced throughout their to th by `�- ®'�' DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywaillC). A DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown++ OREGON 11 �/. 4.No load should be applied to any component until after all bredng and 4.Installation of truss la the responsibility of the respective contractor. I� SEQ. : 6095237 fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In anon corrosive environment, � k. � "' ) oo 4. design loads be applied to any component and ere for"dry condition"of use. �/ 14- ft., TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnes ign assumes full bearing etas supports shown.Shim or wedge if A 1 �` fabrication,handling,shipment and Installation of components. 7•Design assumes adequate drainage is provided. '. fiR R 14r� .. 6.This design is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center - - ll be n ines coincide with joint center Pries. IIIIII11111111111111111111111111I11 ftIft MTITpIrWMA In BCSI,copies of e SA lint./CompuTrt�slSoch ftware 7.6.6(1 L))-E request. 10.IFurbaslemnnectorsize of platete in Inches. desgnvalues see ESR-1311,ESR-1989(MITeW EXRIRES:12/31/2015 1111111111 This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' TC: 2x4 WOOF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 BC: 2x4 WOOF #1&BTR SPACED 24,0' D.C. 1-2=( 0) 50 2-4=(0) 0 2.3=(-97) 68 TC LATERAL SUPPORT <= 12'0C. 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 OVERHANGS: 12.0• 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0,0' -57/ 402V -22/ 108H 5.50' 0.64 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'_ 9.2' 0/ 74V 0/ OH 5.50' 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 11.7' 68/ 160V 0/ OH 1.50' 0.26 KDDF ( 625) M,M2OHS,M18HS,1116 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 of) uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' 5-11-11 MAX IC PANEL LL DEFL = 0.079' @ 3'- 7.2' Allowed = 0.395' MAX TC PANEL TL DEFL = -0.092' @ 3'- 4.8' Allowed = 0.593' f MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9' 12 MAX HORIZ. TL DEFL = -0.001' @ 5'- 10.9' 6.00 17 �, NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=1.6, Truss designed for wind loads d in the plane of the truss only. 0 m Cc Tr' cs ►a 4�19 M-3x4 y Jr Jr 1-00 (PROVIDE FULL BEARING:Jts:2.4.3( 6-00 JOB NAME : 3413-B POLYGON NW - AJ3 �e�E� PRo��s Js/�WScale: 0.5817 �GJ� 7:9621,ON:P7 ARNINGS: GENERAL NOTES,unless otherwise noted: � 0/L<1.Builder and erection contractor should be advised ofell General Notes 1.This design Is based onty upon the parameters shown end is for an Individual 1' Truss: AJ3 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression wob bredng must be installed where shown a. Incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10•o.c.respectivelyunless braced throughout their length by 041111......... DATE: 10/23/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(9C). /a: 3.in2Impactofbridgingtruss or lateral bracing required where shown++ Q. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "7G A_.OREGON SEQ. : 6095238 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, / lir 20�t /s TRANS I D: 410995 design loads be applied to any component. and are for"dry lull bearing of use. ' S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if Q: 14 (y fabrication,handling,shipment and Installation of components. necessary. /11 .* I .� - 6.This design Is furnished subject to the Imitations set forth 7.Design assumes adequate drainage Is provided. /11.'b p`��. aced so r center 1 (IIIII III I III I III 111111 II 11 11 IIIII MITeUSA,tlncS/Co Inc./CompuTrus which SDwill lwafe 7.6.6(1L)-E�request. 19.Poet indicaat lines coincide si tero8.Plates shall be th f plate la ed on bInt n I Inches.th faces see sESR-1,177 ESR 19188(MITek) 'l rl EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF kt&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3=(-116) 93 3.4=( -70) 27 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'. 0.0' -35/ 377V -28/ 131H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 66V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -142/ 352V 0/ OH 1.50' 0.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9' -58/ 15V 0/ OH 1.50' 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacinn.I BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TO PANEL LL DEFL = 0.041' @ 2'- 9.3' Allowed = 0.397' 12 MAX IC PANEL TL DEFL = -0.050' 0 2'- 11.9' Allowed = 0.596' 6,001 MAX HORIZ. LL DEFL = -0.001' 0 5'- 11.2' MAX HORIZ. TL DEFL = -0.001' 0 5'- 11.2' I NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, o Truss designed for wind loads d• in the plane of the truss only. m o v o 5► 0 II M-3x4 .1. J• y y 1-00 6-001PROVIDE FULL BEARING:Jts:2.5.3.41 1-05-15 ,tp PR OF�CtS JOB NAME: 3413-B POLYGON NW - AJ4 scale: 0.5576 ��,, ENGIN cS/� �wc 9247//7'' 1P WARNINGS: GENERAL NOTES,unless otherwise noted: 17 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: AJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ®�' mpo ry 2'o.c.and at 10'o.c.respectively unless braced throughout their leng&th by /�i0!... DES. BY: LJ Is the responsibility et the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(eC). DATE: 10/23/201 4 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. �� OREGON�� +c/. 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. A. - SEQ. : 6 095239 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 2.0 �`i. design loads be applied to any component. and are for"dry condition'of use. /O: 9'Ti' 14, T 6.Design assumes full bearing at all supports shown.Shim or wedge ff TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the necessary. MFR R V�.,' fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - - ch n lines coincide with joint center lines. II VIII III I IIIII II I 1111111 II VIII MiTek SA Inc./CompuTrus s I/WTCA in BCSI,copies of (Sofwill (ware 7.6.6(1L))-E request. 10.For basiits emnnectorte size of plalate In Inches. te design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIIThis design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0' TC: 2x4 KDDF M18BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( IB 0) )C 201502 M2.10E(81007)R5204 43-10U`/C-61)00465 2x6 KDDF N16BTR T2 SPACED 24.0. O.C. BC: 2x6 KDDF A186TR 2- 3=(-5997) 1190 10-11=(•1314) 6874 10- 4=( -231) 1443 3- 4=(-6056) 1207 11-12=(•1098) 5946 10- 5=(-1830) 393 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(•5410) 1106 12.13=(•1096) 5946 5-11=( -25) 347 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 6=(-6898) 1424 13- 9=( -712) 3848 11- 6=( -374) 1591 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7-6. 7=(•3907) 761 12. a( 0) 130 8=(-4412) 831 6-133=(•2514) 548 LL = 25 PSF Ground Snow (Pg) 8- 9=(.4445) 845 7-13=( -259) 1540 NOTE: 2x4 BRACING AT 24'0C UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0' TO 12'- 0.0' V 13. 8=( -55) 304 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0' TO 12'- 0.0' V BEARING MAX VERT MAX HOAZ BRG pEOUIRED BAG AREA ADDL: TC CONC LL+DL= 598.0 LBS @ 8'• 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) OVERHANGS: 12.0' 0.0' ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 0.0' 0'- 0.0' -670/ 3376V -73/ 79H 5.50' 5.40 KDDF ( 625) 27'- 6.0' -412/ 2330V 0/ OH 5.50' 3.73 'KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' M,M20HS,1118HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 2: Heel to plate corner = 0.75' AND BOTTOM CHORD LIVE LOADS ACT NON•COD. NTLY. MAX LL DEFL = 0.002' @ •1'- 0.0' Allowed = 0.100' *` For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.003' 0 -1'• 0,0' Allowed = 0.133' MAX LL DEFL = 0.168' @ 12'- 5.8' Allowed = 1.329' MAX TL CREEP DEFL = •0.537' @ 12'- 5.8' Allowed = 1.772' MAX HORIZ. LL DEFL = -0.050' @ 27'• 0.5' MAX HORIZ. TL DEFL = 0.116' @ 27'• 0.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21,2ft, TCDL=4.2,80L=6.0, ASCE 7.10, 7-11-11 11-06-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS Dir T ( 7-11-11 load duration factor=l.6, ( )' f f 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 inuss thedesiplaneed offthewind trussoonly. 12 4,598# T T T 12 6.00 M-5x12 M-3x6 M-4x10 M-4x10 6.00 5 T2 -e 4_ M-1.5x3 M-1.5x3 M O ' Ogy ...7 Feral D _ _ O M-4x10 10 11 12 ,l M-3x10 0.25"1./.25 M-4x10 9** o M18HS-7x14JS) M-3x10 y y 4144N y 7-04-12 5-01 2-08-04 4-11-04 y y y J, 7-04-12 1-00 27-06 y JOB NAME : 3413-B POLYGON NW - B1 • oQ,ED PRape s Scale: 0.2355 <0 !<JGI�JN s/O WARNINGS: GENERAL NOTES,unless otherwise noted: �� v/d/R/PrY 1 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and Is for an Individual '92 .P E 17 Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,,r 2.204 compression web bredng must be Installed where shown*. Incorporation of component Is the responsibiity of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'0.0.and at 10'o.c.respectively unless braced throughout their length by ` 4/_R... DATE: 10/23/2014 the overall structure Is the responsibility of the building designee continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / -110 4.No load should be aany component3.2x Impact bridging or lateral bracing required where shown** A �.' applied to until after as bracing and 4.Installation of buss is the responsibility of the respective contractor. "� OREGON <' SEQ. : 6095241 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to bee.used In a non-corrosive environment, L� ,I.,,d 2�Na TRANS I D: 410995 design loads be applied to any component and are condition'of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If Q 14 1 fabrication,handling,shipment and Installation of components. necessary. p 6.This design Is furnished subject to the irritation sat forth by 7a.Plates nshall bee locategd oe both facceslof tans,end placed so their center - ��R R V�-� 111111 VIII VIII VIII VIII III I VIII(III(III which request. MTe USA,Inc./CompuTrus Software 7.6.6(1L)E lines FiIndicate aof plate . orrtsct connector design values see ESR-1311,ESR-1e98(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-2948) 628 1-5=(-568) 2526 5.2=( -232) 1254 4.7=(-1984) 446 BC: 2x6 KDOF #16BTR SPACED 24.0' 0.C. 2-3=(-1606) 366 5.6=(-556) 2462 2.6=(-1172) 282 WEBS: 2x4 KDDF STAND 3-4=(-1408) 342 6.7=) -44) 104 6-3=) -114) 568 LOADING 6-4=( -506) 2308 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) 0'- 0.0' -344/ 1658V -42/ 105H 5.50' 2.65 KOOF ( 625) NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0' -711/ 3191V 0/ OH 5.50' 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+OL= 1210.0 LBS @ 3'- 0.0' ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0' ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) ADDL: BC CONC LL+OL= 2330.0 LBS @ 7'- 0.0' Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = 0.011' @ 3'- 0.0' Allowed = 0.354' M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.034' @ 3'- 0.0' Allowed = 0.472' -r ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = -0.003' @ 7'- 10.3' Join together 2 ply with 3'x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL = 0.005' @ 7'- 10.3' nails staggered at: NOTE:Design assumes moisture content does 9' oc in 1 row(s) throughout 2x4 top chords, 9' oc in 2 row(s) throughout 2x6 bottom chords, **HANGER BY OTHERS TO APPLY not exceed 19% at time of manufacture.9' oc in 1 rowCONC. LOAD s) throughout 2x4 webs. LOAD(S) EQUALLY TO ALL MEMBERS. Design conforms to main windforce-resisting ** Far hanger specs. - See approved plans 6-02-11 1-09-05 system and components and cladding criteria. Wind: 140 mph, he20,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-01-12 T 3-OO 15 f 1-09 05 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 Truss designed for wind loads in the plane of the truss only. 6.00 p M-4x6 M-3x5 iii joimmormi.L CIPP M-3x6 Csi o el I4111111111111111111 _ CM2 ISI c0 - ® ti 1►_ 5 6 **7 O M-3x4 M-3x4 M-7x8 M-3x8 +1210# ,}637#), ,2330# ,, y y 3-00 2-09-12 2-02-04 y J, 8-00 �,R5.,0 PRO/ JOB NAME : 3413-B POLYGON NW - B GIRD Scale: D.406D ��, �GIN'(fiJ/pb,p d'i��l_ WARNINGS: GENERAL NOTES,unless otherwise noted: �� !92/f 6 C 9r 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. bultding component.Applicability of design parameters and proper Truss: B GIRD 2.2x4 compression web bracing most be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and chords to be laterally braced at T o.c.and at 10'c.c.respectivvelyely u unless braced throughout their length by `.gym!. DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywa8(9C). "0 LC DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing end 4.Installation of truss la the responsibility of the respective contractor. I� - O< SEQ. : 6095242 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �/�^"�.,y ZEN , design Toads be applied to any component and are for-dry condition'of use. A TRANS I D: 410 995 5.CompuTrus has no control over and assumes no responsibility for the 8'cocotte assumes full bearing at all supports shown.Shim or wedge if V 1 4, 3` fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. FR R y�`'. _. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - n 11111111111311111111 M e SA,lncTPIAANCA in JCompuTrus I,copies of (Software 7.6.6(1Lch win be furnished )�E Ines coindde with joint request. 9.10.Fnter lines. oribindicate oectorof platedesign vale in ues see ESR-1311,ESR-1988(MITeM� EXPIRES:12/31/2015 111111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF /115BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF A15BTR SPACED 24.0. O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12.00, UON, LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0,0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0,0' -67/ 301V •6/ 43H 5.50' 0.48 KDDF ( 625) 1'- 9.2' -29/ 24V 0/ OH 5,50' 0.04 KDDF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 12 LL = 25 PSF Ground Snow (Pg) 2'• 0.0' -18/ 43V 01 OH 1.50' 0.07 KDDF ( 625) M,M20HS,M18HS,M16 = Mprek MT series 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONO, 2: Design checked for nett-5 psfl uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.050' MAX BC PANEL TL DEFL = -0.001' @ 1'- 0.1' Allowed = 0.067' MAX HORIZ. LL DEFL = •0.000' @ 1'- 11.2' MAX HORIZ. TL DEFL = -0.000' @ 1'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. '' Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), liol load duration factor=l.6, 4Truss designed for wind loads tm in the plane of the truss only, c3/- 0 00 0s- •� 2► 4' f M-3x4 1-00 2-00 (PROVIDE FULL BEARING:Jts:2,4.3) 0 JOB NAME : 3413-B POLYGON NW - BJ Scale: 0.9953 �J��NGPN`fi►O�p7Fp��,t9 WARNINGS: GENERAL NOTES,unless otherwise noted: �� (hv��]]1Il:/1 r! 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ^92•O P E r Truss: BJ and Warnings before construction commences, building component.Applicability of design parameters and proper /// 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibiity of the building designer. -DES. BY: LJ 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at / is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.e.respectively unless braced throughout their!ngth by ` ��' DATE: 10/23/2014 the overall structure Is the responsibilityof the designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall C. / * '.r% building g 3.2x impact bridging or lateral bracing where shown++ t ) se (r 4.No load should be appied to any component until after all bracing and 4.Instaliallon of truss is the responsibility of the respective contractor. "� OREGON 4./ SEQ. : 6095243 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, // �qY ZO,�D �� TRANS I D: 410995 design loads be applied to any component and are for"dry condition.'of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at ail supports shown,Shim or wedge if O. 14, fabrication,handling,shipment and Installation of components. necessary. p 1 �Q`. 6.This design Is furnished subject to the irritations set forth 7.DesignII lates shall be assumes adequate on both drainageces isprovided.runs,and M�.'rl R 4-�'. r center 111111111113111113 MTITpI/WTCA in BCSI,copies of e USA,Inc./CompuTrus iSoftware 7 8 6(1 L)-E�ch will be furnished upon quest. U lines For indad^sj joint oplate f enter Inches.ales eesESR-1 JI11 ESRaced so t19168(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 DUTCH TC SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=(-2656) 11318 15- 3=( •760) 3666 11.22=(-282) 1834 2x6 UDE #1&8TA T2 2- 3=(-12832) 3056 15-16=(-2308) 9736 3.16=(•1936) 366 22.12=( -92) 388 BC: 2x4 KDDF #1&BTR LOADING 3- 4=( •8758) 2262 16.17=(-1954) 7814 16- 4=( •12) 594 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8064) 2206 17.19=(-2544) 9458 4-17=( -622) 82 2x4 OF 2400F A; TC UNIF LL( 50,0)+OL( 14.0)= 64.0 PLF 0'- 0,0' TO 34'- 0.0' V 5. 6=( 0) 0 18-20=( -108) 406 17. 5=( -360) 2198 2x4 KDDF k1&BTA B TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0' TO 26'- 0,0' V 5- 7=1 -7232) 2022 20.21=(-2198) 8376 17- 7=(-2696) 810 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 34'- 0.0' V 7. 8=( •9404) 2668 21-22=(-2024) 7538 7.19=( 0) 500 TC LATERAL SUPPORT <= 12'OC. UON. 8.10=1 -7608) 2180 22.13=(-1544) 5908 18.19=( 0) 142 BC LATERAL SUPPORT <= 12'OC, UON. TO CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'• 0.0' L 9.11=( 0) 0 19.20=(-2090) 8004 TO CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" L 10.11=1 -6146) 1706 19- 8=( •406) 1272 11.12=( -6894) 1858 20- 8=( -732) 426 NOTE: 2x4 BRACING AT 24'00 UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12.13=( -6854) 1846 8.21=(-1178) 270 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13.14=1 0) 50 2110-10=( 710 7 974 4 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP OVERHANGS: 12,0' 12.0' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. 0'- 0.0' -902/ 3806V -95/ 95H 5.50' 6.09 KDDF ( 625) vertical members (uon). , Join together 2 ply with 3'x.131 DIA GUN 34'• 0.0" -903/ 3806V 0/ OH 5.50' 6.09 KDDF ( 625) nails staggered at: Connector plate prefix designators: 9' oc in 1 row(s) throughout 2x4 top chords, 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing,) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc \n/ 9' oc in 2 row(s) throughout 2x6 top chords, M,M2OHS,M18HS,M16 = MiTek MT series /V` 9' oc in 1 row(s) throughout 2x4 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = 0.001' @ -1'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL = -0.001' @ -1'- 0.0' Allowed= 0.133' MAX LL DEFL = -0.321' @ 13'- 4.7' Allowed = 1.654' MAX TL CREEP DEFL = -0.616' @ 13'- 4.7' Allowed = 2.206' MAX LL DEFL = 0.001• @ 35'- 0.0' Allowed = 0.100' 12-08-11 8-05-06 12-09-15 MAX IL CREEP DEFL = •0.001' @ 35'- 0.0' Allowed = 0.133' Tf 2-09-12 4-04-03 5-01 1 02-14 3-11 MAX HORIZ. LL DEFL = 0.160' @ 33'- 6,5' .( f .' MAX HOAR. TL DEFL = 0.258' @ 33'. 6,5' 2-09 �2-09-12� 0- 6-05 �2-08-08 3-04-02 4-05-08 NOTE:Design assumes moisture content does T T ��97.30N 4597.30# 12 not exceed 19% at time of manufacture. 12 M-3x8 li d 6.00 Design conforms to main windforce-resisting 6.00 HM-4x4+ system and components and cladding criteria. M-3x5 M-3x5+(s) M-3x5+s) rM-3x4 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cet,2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-4x10 -5X6 Truss designed for wind loads M18HS-5x16 II,'I �� M in the plane of the truss only. M-3x4 M-1.5X3 M-2.5x4 or equal at non-structural diagonal inlets. M-3x8 `` M 4x10 �_. = o 5 16 17 19 -- �:.: ��4 a o .f M-3x4 M-3x8 c is 20 e21 22 0 a am-1.5x3 M-3x10 0.25 M-3x8 M-3x8 0 M-7x10 M18HS-5x16(S) .-3,75 12 i' ), i' y y )• b )' y -05-092-09-12 2-11-08 5-02 , 4-11-08 3-07-10 3-09-06 8-02-12 , y , y-05-08 10-09-08 20-09 1-00 34-00 1-00 ��ir0 PROF6-6, JOB NAME : 3413-B POLYGON NW - Cl Scale: 0.1516 �� t�GIN '0 iP WARNINGS: GENERAL NOTES,unless otherwise noted: �� ,�r��I oC 9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 11 r` { and Warnings before construction commences. building component Applicability of design parameters end proper Truss: Ci 1 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabiGly during construction 2.Design assumes the tap and bottom chords to be laterally braced at 49�•. 2'0.0.and at 10'o.c.respectively unless braced throughout their le th by `.pn, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)andlor drywal C). �. DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �C/.. SEQ. : 6095246 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 1k fasteners ere complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, 2 �� design loads be applied to any component and are for'drycondition-of use. t�. TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Denengue assumes NII bearing at as supports shown.Shim or wedge If /... 4, M • 1 4 O fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage Is Provided. R R).L`''. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IANTCA In I,copies of wh lines ndde with joint center lines. VIII 11 11 II 11 11 II VIII I III IIID IIII IIII MiTek USA,lnciCompUTrus(Software+7.6.6(1 L)-Eequest. 0eiitssceize of late in �For bconnector plate design es see EOR-1311,ESR-1888(MITek) EXPIRES:12/3172015 • IIIThis design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N168TR LOAD DURATION INCREASE = 1.15 1. 2=) 0) 50 2.10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF N18BTR SPACED 24.0. O.C. WEBS: 2x4 KDDF STAND4-2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=( -15) 446 LOADING 3. 4=(•2275) 488 11.12=(•272) 1794 4-11=1-642) 235 TC LATERAL SUPPORT <= 12'0C. MON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(•1611) 437 12- 8=(•398) 2138 11- 5=(-229) 1069 BC LATERAL SUPPORT <= 12'OC. MON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=(-22 488 11-6 2=)•-45) 235 6. 7=(•227755)) 488 6-12= 446 OVERHANGS: 12.0' 12,0' TOTAL LOAD = 42.0 PSF 7. 8=(•2510) 513 12- 7=(-253) 175 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: 8- 9=( 0) 50 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BUG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'• 0.0' -235/ 1542V -187/ 187H 5,50' 2.47 KDDF ( 625) 34'- 0.0' -235/ 1542V 0/ OH 5.50' 2.47 KDDF ( 625) ICOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0,100' MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' MAX LL DEFL = •0.114' @ 17'- 0.0' Allowed = 1.654' MAX TL CREEP DEFL = -0.232' @ 17'• 0.0' Allowed = 2.206' MAX LL DEFL = 0,002' @ 35'. 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 35'- 0.0' Allowed = 0.133' MAX HORIZ, LL DEFL = 0.050' @ 33'- 6.5' 17-00 MAX HORIZ. TL DEFL = 0.083' @ 33'- 6.5' 17-00 T T NOTE:Design assumes moisture content does 6-00-05 51. -05-13 5-05-13 5-05-13 5-05-13 6-00-05 not exceed 19% at time of manufacture. to man wndforce- esistin 12 12 system fponentsiandlcladdin rcriteria, 6.00 M-4x6 d 6.00 Y andcomP g 4.0" Wind: 140 mph, h=23,4ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 5 45f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) M-5x6(S) load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" >.15x3f/ i)pv. Oonc M-4x4 M-3x4 b.25" M-3x4 =M-4x4, o M-5x8(S) y 1' ,L. /. .1 y y 8-09-04 8-02-12 8-02-12 8-09-04 1-00 34-001. 1-00 JOB NAME : 3413-B POLYGON NW - C2 Scale: 0.1843 ,;:o 0A GIN/�{�FF76;,9 WARNINGS: GENERAL NOTES,unless otherwise noted: �� /0/R /7'! --Y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 8 P E �r Truss: C2 and Warnings before construction commences, building component.Applicability of design parameters and proper l 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o,c,and at 10'o.o.s sped] ly unless braced throughout their length)by r�� - ��• DATE: 10/23/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(eC. ` Q Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ J `i/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '9 OREGON 4(j SEQ. : 6095247 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- h� Nlh i. design loads be applied to any component and are for"dry condition"of use. / TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6•Design assumes fug bearing at at supports shown.Shim or wedge If O 14, 20 Q+ fabrication,handling,shipment end Installation of components. necessary, 41 R R 1 o.VP 6.This design Is furnished subject to the Imitations set forth 7.Design assumes adequate both drainage Is sand r, 111111111111111111111111 by 8.Plates shall be located on faces of truss, placed so their center TPIAsRCA in SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.Forr9. its b sicconnesctorplate design values see ESR-1311.ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 1111111This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2.) 0) 50 2.11=(-774) 4293 11- 3.1 •202) 1398 7-16=( 0) 406 BC: 2x4 KDDF N1&BTR SPACED 24.0' 0.C. 2- 3=(-4872) 917 11.12=(-677) 3691 3-12=(-1247) 322 16- 8=(-206) 147 WEBS: 2x4 HOOF STAND 3- 4=(-2797) 540 12-13=(-373) 2449 12- 4=( 0) 371 LOADING 4. 5=(-2106) 491 14.15=) -8) 54 4.13=1 -754) 176 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2076) 581 15.16=(-294) 1872 5.13=) -295) 203 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 432 16- 9=(-390) 2127 14.13=( 0) 29 TOTAL LOAD = 42.0 PSF 7- 8=(-2278) 486 13.15=( -144) 1319 OVERHANGS: 12.0' 12.0' 8- 9=(-2501) 506 13- 6=( -301) 1073 LL = 25 PSF Ground Snow (Pg) 9.10=) 0) 50 15- 6=( -57) 416 Connector plate prefix designators: 15- 7°C -690) 238 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONSHORZSIZE SO.IN. (SPECIES)BRGAREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'• 0.0' •235/ 1542V -188/ 188H 5.50' 2.47 KDDF ( 625) 34'- 0.0' -235/ 1542V 0/ OH 5.50' 2.47 KDDF ( 625) (GOND. 2: Design checked for net(-5 oaf) uplift at 24 'oc spacino.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.182' @ 13'• 4.0' Allowed = 1.654' MAX TL CREEP DEFL = -0.363' @ 13'- 4.0' Allowed = 2.206' MAX LL DEFL = 0.002' @ 35'- 0,0' Allowed= 0.100' MAX TL CREEP DEFL = -0.003' @ 35'- 0.0' Allowed = 0.133' 17-00 17-00 MAX HOAIZ. LL DEFL = 0.108' @ 33'- 6.5' 2-09 T 5-03 5-04-12 3-05-08 6 O6 4-07-07 6-00-05 MAX HORIZ, TL DEFL = 0.179' @ 33'- 6.5' ( T T T f NOTE:Design assumes moisture content does 1212 not exceed 19% at time of manufacture. IIM-6x6 'Q 6.00 6.00 Design conforms to main windforce-resisting 6.0" system and components and cladding criteria. 6 .f-4f Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M-1.5x3 M-5X6(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M 5x6(S) 0.25" inTruss thedplaneed offor thewind trussoads only. 0.25" /.* a� M-1.5x3 M-3x6 111 es M-3x8 - c �� jj 12 n 13?- c� 4e -. 0 4 c M-3x4 c 14 15 0.256 =M-4x4+ o c M-5x8 **2X WEDGE o M 5x8 M 4x8 M-5x6(S) a 3.75 W/(2) M-3X4 TYP. M-1.5x3 12 , 1 J' )' )' 1' J y2-05-08(, 5-03 5-08-04 , 3-07-04 8-02-12 8-09-04 J• J, y2-05-08 10-09-08 20-09 OQ 1-00 34-00 1-00 v,VO PROF6. JOB NAME: 3413-B POLYGON NW - C2-C Scale: 0.1718 �co 4 ‘,,GIN s/o'. WARNINGS: GENERAL NOTES,unless otherwise noted: -4 0 0 PE ti' I� /� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: C 2-C end Warnings before construction commences, building component.Applicability of design parameters and proper // 2.2x4 compression web bracing must be installed where shown�. Incorporation of component is the responsiblity of the building designer. 3.Additional temporary bracing to insure stablity during construction 2.Design assumes the top and bottom chorda to be laterally braced at 2'o.c.and at 10'o.n.respectNely unless braced throughout their lenggth by `rile: DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). y DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown.1.4. OREGON w,/� 4.No toad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 37 SEQ. : 6095248 fasteners ere complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4.design loads be applied to any component. and are for'dry condition"of use. / �- 2S) 'k' TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.nDecesse assumes full bearing at all supports shown.Shim or wedge If Q b1t�4' �� fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. rl n V1"\-• 8.This design is furnished subject to the Imitations set forth by e.Plates shall be located on both faces of truss,and placed so their center - %CI be famished upon Ililll VIII III I VIII II II VIII VIII IIII IIIIMiTTpe USA,Inc./CompuTrus chIANTCA In SCSI,copies of wh(Software 7.6.6(1 L)E request. lines ts Iis size of ate In es. Uootb connector plate design values see ESR-1311,ESR41988(MiTe10 EXPIRE5:12/3172015 IIIIIII111 III This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-12=(-523) 2154 12- 3=( 0) 289 BC: 2x4 KDDF #1&BTR SPACED 24.0' D.C. 2- 3=(•2528) 688 12.13=(-525) 2151 3-13=(-570) 193 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 653 13-14=(-434) 1708 13- 4=(-132) 542 TC LATERAL SUPPORT <= 12.00. UON. LOADING 4- 5=( 0) 0 14-15=(-554) 2151 13- 6=(-182) 137 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(•1644) 622 15.10=(•552) 2154 6-14=(-182) 137 DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1644) 622 8.14=(•132) 542 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-570) 193 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=(-1944) 653 9-15=( 0) 289 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9.10=(•2528) 688 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11=( 0) 50 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0' 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators:CLOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES) Cnnec 8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -293/ 1542V -152/ 1528 5.50' 2.47 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 34'- 0.0' -293/ 1542V 0/ OH 5,50' 2.47 KDDF ( 625) JT 2, 10: Heel to plate corner = 1.75' ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.114' @ 17'- 0.0' Allowed = 1.654' MAX TL CREEP DEFL = -0.230' @ 17'- 0.0' Allowed = 2.206' MAX LL DEFL = 0.002' @ 35'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 35'• 0.0' Allowed = 0.133' Support top chord at joint 5 and 7 MAX HORIZ. LL DEFL = 0.052' @ 33'- 6.5' 15-11-11 2-00-10 15-11-11 MAX HORIZ. TL DEFL = 0.087' @ 33'. 6.5' 7-03-04 6-05-04 2-03-031, 1190-95 6-05-04 7-03-04 notexesign assumes moisture content does T '( f exceed 19% at time of manufacture. 1j00-b5 72-03-03 Design conforms to main windforce•resisting M-4X6 M-3x4 M-4x6 system and components and cladding criteria. a 1 i .6. 12 Wind: 140 mph, h=23,2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 12 6.00 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 6.00 load duration factor=l,6, Truss designed for wind loads 44 in the plane of the truss only. M-3x4 M-3x4 o 3 o =M-4x4 • =M-4x4 c o 1 12 13 4 14 1 v M-1.5x3 0.25" 0.25" M-1.5x35 M-5x8(S) M-5x8(S) 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 1-00 34-00 y 1-00 JOB NAME : 3413-B POLYGON NW - C3 Scale: 0.1960 ��J��N//G PN O��p��o n WARNINGS: GENERAL NOTES,unless otherwise noted: �'� / /Z/7l I 2r! 0 1.Builder and erection contractor should be advised dell General Notes 1.This design is based only upon the parameters shown and is for an individual 192.O p E - { Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper //Jv 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 41100, DES. 8 Y: LJ 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top end bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.e.respectively unless braced throughout their length by �� CC DATE: 10/23/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as sheathing(TC)and/or d gR) rywalBC). p° ty g 3.2x Impact bridging or lateral bracing required where shown++ A 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -`j7G OREGON to SEQ. : 6095249 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, , q y NC, A. TRANS I D• 410995 design loads be applied to any component. and are for'dry condition of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if Q 1 4, 2.0 A fabrication,handling,shipment and Installation of components. necessary. 4i . �`-. 6.This design Is furnished subject to the 6rrftations set forth 7.Design8. lates shall be assumes adequate drainageth faces Isprovided.un,and D R'��. heir center 1111111111111111111111111 MTe SA'nBCSI,copies of lnalCo npUTrus whichwill (ware+7,6.6(7 upon)- quest. 9.10.For giittts coinccide teroth f pint design helues see ESR- ESR`)gae(MITeW rl EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1,00 TC: 2x4 KDDF R16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2- 3=(•2528) 537 10.11=(-389) 2151 3.11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1644) 490 13- 8=(-418) 2154 5.12=(-174) 94 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1944) 494 6.12=( -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=(-2528) 537 12- 7=(•570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED 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 SO.IN. (SPECIES) OVERHANGS: 12.0' 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -222/ 1542V -152/ 152H 5.50' 2.47 KDDF ( 625) 34'- 0.0' -222/ 1542V 0/ OH 5.50' 2.47 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc )GOND, 2: Desion checked for net(-5 osf) uplift at 24 'oc spacing.) M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 2, 8: Heel to plate corner = 1.75' MAX LL DEFL = 0.002' @ -1'. 0.0' Allowed= 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.114' @ 17'- 0.0' Allowed = 1.654' MAX TL CREEP DEFL = -0.230' @ 17'- 0.0' Allowed = 2.206' MAX LL DEFL = 0.002' @ 35'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL = -0.003' @ 35'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.052' @ 33'. 6.5' MAX HORIZ. TL DEFL = 0.087' @ 33'- 6.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 13-11-11 6-00-10 13-11-11 system and components and cladding criteria. TWind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 7-03-04 6 08-07 3-00-05 3 00 05 6-08-07 7 03 04 ( ( T T T (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, 1212 Truss designed for wind loads 6.00 M-4x6 M-3x4 M-4x6 Q 6.00 in the plane of the truss only. 4 5 w M-3x4 M-3x4 *4444044 M O 0 _ lie e2 13 • o t. o �M-4x4 M-1.5x3 0 1b.25" 0.25" M 1.5x3 =M-4x4-follillIlliIlIllb---1 c M-5x8(S) M-5x8(S) b y 7-01-08 y 6-05-04 y 6-10-08 y 6-05-04 y 7-01-08 y y 1-00 34-00 1-00 JOB NAME : 3413-B POLYGON NW - C4 Scale: 0.1843 \��'OGIRN OCO /O�1_ WARNINGS: GENERAL NOTES,unless otherwise noted: C. I�/�I 'vim 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 1 . =920 P E f Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: L.J is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.o.respectively unless braced throughout their lennggth by f va. . po continuous sheathing such as plywood sheathing(TC)and/or drywall(Bc). „f (t DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ IO OREGON� �' SEQ. : 6095250 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �O y 14, 20 �A. design loads be tippled to any component. and are for"dry condition"of use. h, TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge If �[" fabrication,handling,shipment and Installation of components. necessassumes ary. p p n 6.This design Is furnished subject to the imitations set forth by 8.Platesgshall be located on both facces of truss,and placed so their center � f l R`�� lines ncide with joint center Ones. Ililll VIII III'III'(VIII VIII I III I'll(III MiTTPek USACA nII1CSI,copies of/CompuT S(ch will be furnished upon Software 7.6.6(1 L)-E request. 10.For ibasic coo connector plate design values see ESR-1311,ESR-1968(MiTep ' EXRIRES:1213112015 IIII MI This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-12=(-611) 2140 3.12=(-174) 159 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2- 3=(-2509) 789 12.13=(•727) 2521 12- 4=1-100) 628 WEBS: 2x4 KDDF STAND 3. 4=(.2272) 723 13.14=(-727) 2521 12- 6=(•649) 281 TC LATERAL SUPPORT <= 12'OC. MON. LOADING 4. 5=( 0) 0 14-10=(-660) 2140 13- 6=( 0) 241 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(•1973) 679 6.14=(-649) 260 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD r, 10.0 PSF 6- 8=(•1973) 690 8-14.1 -88) 628 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-173) 153 NOTE: 2x4 BRACING AT 24'OC MON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=(•2272) 738 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-2509) 799 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'11=1 0) 50 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0' 12.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOPBEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS'. .0 REACTIONS/ 1542V REACTIONS1SIZE 2.47 F ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'• 0.0' 289/ -109/ 10OH 5.50' 2.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 34'- 0.0' -297/ 1542V 0/ OH 5.50' 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacino.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ •1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL =•0.003' @ •1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.149' @ 17'- 0.0' Allowed = 1.654' MAX TL CREEP DEFL = -0.300' @ 17'- 0.0' Allowed = 2.206' MAX LL DEFL = 0.002' @ 35'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 35'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.059' @ 33'- 6.5' MAX HORIZ, TL DEFL = 0.097' @ 33'- 6.5' 11-11-11 9-02-10 12-09-11 NOTE:Design assumes moisture content does 5-01-08 4-07 2-03-03 5-00-05 4-02-05 3-01-03 4-07 5-01-08 not exceed 19% at time of manufacture. 1 Design conforms to main windforce-resisting Support top chord at joint 5 and 7 system and components and cladding criteria. 10-00 10-00 Wind: 140 mph, h=22,4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 7 f T (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 6.00 5 12 load duration factor=l.6, M-4X6 M-4x6 Q 6.00 Truso designed for wind loads 4 M-3x8 in the plane of the truss only, s • M-1.5x3 3 M-1.5x3 0) 0 m v1 .,,,ii 17_1 O M-4x4 12 n 144 -- , 1 0 4 M-3x8 u.25 M-3x8 =M-4x4 O M-5x6(5) L. y ), y y 9-06-12 7-05-04 7-05-04 9-06-12 1-00 34-00 1 y 1-00 JOB NAME : 3413-B POLYGON NW - C5 Scale: 0.1960 ?� �NGPN O��ssao /O. WARNINGS: GENERAL NOTES,unless othenvlse noted: tC,r� InI�I I( 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4' -92$OPE S' Truss: C5 and Warnings before construction commences, building component.Applicability of design parameters end proper 2.204 compression web bradn0 must be installed where shown 4. Incorporation of component Is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c,respectively unless braced throughout their lengthby -- <. �=� DATE: 10/23/2014 the overall structure Is the responsibility of the buildingdesigner, continuous sheathing such as plywood shoed where and/or drA all(BC. / r P ty 0 3.2x Impact bridging or lateral brasng required where shown++ 4.No toad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON 4./ SEQ. : 6095251 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, // V 20\b'E A. TRANS I D• 410995 design loads be applied to any component, and are far"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If a 14, A fabdwtion,handling,shipment and Installation of components. 7.necessary. q p �T' 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be locatassumes ed on both faces sl of truss,and placed so their center � R R �..�^ I IIIIII I III iIIII II Ii IIIII 11111 11 II 111 1111 BCSI, which request. lines colndde with joint center lines. MTe USA,Inc./CompuTrus Software 7.6.6(11.)-E 0 Digits plate For basic conte nector p te design values see ESR-131 1,EOR-199a(MITek) EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-495) 2140 3-11=(•175) 189 BC: 2x4 KDDF 818BTR SPACED 24.0' 0,C. 2- 3=(-2509) 644 11-12=(-534) 2521 11- 4=( -83) 628 WEBS: 2x4 KDDF STAND 3- 4=(-2272) 562 12.13=(-534) 2521 11- 5=(-649) 236 LOADING 4- 5=(-1973) 542 13- 9=(•544) 2140 12- 5=( 0) 241 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1973) 566 5-13=(-649) 208 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7.13=( -66) 628 TOTAL LOAD = 42.0 PSF 7- 8=(-2272) 590 13- 8=(-174) 176 8- 9=(-2509) 665 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG LBEARINGS MAXCVIRTS MAXCTIOZS SIZE 50.18.REDBRGAREA (SPECIES) OVERHANGS: 12.0' 12.0' BOTTOM CHORD CHECKED FDR tOPSF LIVE LOAD, TOP 0'- 0.0' -223/ 1542V -109/ 109H 5,50' 2.47 KDDF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'• 0,0' -233/ 1542V 0/ OH 5.50' 2.47 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,418HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacino.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.149' @ 17'- 0.0' Allowed = 1.654' MAX TL CREEP DEFL = -0.300' @ 17'- 0.0' Allowed = 2.206' MAX LL DEFL = 0.002' @ 35'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 35'- 0.0' Allowed= 0.133' MAX HORIZ. LL DEFL = 0.059' @ 33'- 6.5' MAX HORIZ. TL DEFL = 0.097' @ 33'- 6,5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 9-11-11 13-02-10 10-09-11 Wind: 140 mph, h=21.9ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, ( T T 5 01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, T T T T Truss designed for wind loads 10-00 in the plane of the truss only. T 1' 12 M-4x6M 5x8 s M-4x6 12 6,00 Q 6,00 MA M-1,5x3 M-1.5x3 +, 4- 0 IdiggillillighSh- -Adiii111111111hh\.... w 0 o 11 i '/ 1 0 o o M-4x4 M-3x8 u.25" M-3x8 =M-4x4 c M-5x6(S) 1, y 1' y /' b y 9-06-12 7-05-04 7-05-04 9-06-12 y y 1-00 34-00 1-00 ��,W3 PRGfpe JOB NAME : 3413-B POLYGON NW - C6 619 Scale: 0.1843 �5 �,tJGIN �� WARNINGS: GENERAL NOTES,unless athervlse noted: �� n�/�' 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual CC' ^92.s P E ti' „.-- Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility piths building designer. 3.Additional temporary bracing to Insure stabil duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at � ' mW ryty �t �f DES- BY: LJ is the responsibility o.a and at 10'o.o.respectively unless braced throughout their length by ty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall -0 " DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �` QREGON�� Q 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 609525 2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, /� 43, 4. design loads be applied to any component and are tar'dry condition'ofu se. Z� t� TRANS I D: 410 995 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnewe assumes full bearing at e.supports shown.Shim or wedge If [J b1 4' �T' fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. n R I�,` 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II II II VIII VIII VIII IIID VIII IIII IIIICA In SCI,copies of whch MI be furnished upon MTek USA,lnc6/CompuTrus(Software 7.6.6(1 L)-E request. 9.10. coincide cn with joint center Ines. lines c of asconnector plate design vallate In ues see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIII IIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 50 2.14=(•1532) 7788 3-14=( -78) 440 BC: 2x6 KDOF N16BTA SPACED 24.0. O.C. WEBS: 2x4 KDDF STAND 2- 3=(-8988) 1824 14-15=(-1508) 7862 14- 4=( -670) 2884 LOADING 3. 4=(•9058) 1848 15-16=(•1226) 6930 4.15=(•1792) 472 TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-7776) 1582 16.17=( -950) 5698 15. 5=( -350) 1906 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1474 18.12=( -508) 3480 76. 6=( -540) 996 TOTAL LOAD = 42.0 PSF 6- 9=(-3556) 1170 18.12=( -544) 3458 6.17=( -838) 310 6 . 9=(•3556) 646 16- 7=( -148) 1198 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=( 0) 0 7-17=(-2470) 506 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0' TO 6'. 0.0' V 10.0.10=(-3926) 694 7-10=( -158) 1136 11=(•3926) 676 17-100( -68) 382 ADDL: TC CONC LL+pL= 598.0 LBS @ 8'• 0.0' 11.12= -4012 688 42 OVERHANGS: 12.0' 12.0' ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 4.5' 12.13=( 0) 50 18-te=( �36� 134 Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS M,M2OHS,M18HS,M16 = MiTek MT series SIZE SO.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP 0'• 0.0' -1006/ 4915V •87/ 87H 5.50' 7.86 KDDF ( 625) ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0' -398/ 2258V 0/ OH 5.50' 3.61 KDDF ( 625) Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc in 1 row(s) ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacinq.1 throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY 9' oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. VERTICAL DEFLECTION LIMITS: LL=L/240, 80 MAX LL DEFL = 0.001' @ -1'- 0.0' Allowed 9' oc in 1 row(s) throughout 2x4 webs. = 0.100' MAX TL CREEP OEFL = -0,001' @ -1'- 0.0' Allowed = 0,133' MAX LL DEFL = 0.128' @ 13'- 10.8' Allowed = 1.654' MAX IL CREEP DEFL = •0.410' @ 13'- 10.8' Allowed = 2.206' MAX LL DEFL = 0.001' @ 35'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = •0.001' @ 35'- 0.0' Allowed = 0.133' MAX HORIZ, LL DEFL = -0,034' @ 33'- 6.5' MAX HORIZ. TL DEFL = 0.080' @ 33'. 6.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7-11-11 17-02-10 Design conforms to main windforce•resisting T 8 09 11 system and components and cladding criteria. I3-06-10 T 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1:101-1D3 2.11-10 3-06-10 Wind: 140 mph, h=21,4ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, 1 02-�4 - '( (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, 8-00 Truss designed for wind loads 12 M-5x8 4598# T ( in the plane of the truss only. 6.00 M-3x5 ` M-3x4 M-3x4 e M 4x6 12 e .--., 7 M 3X4 Q 6.00 .. o M-1.5x3 0 + M-1.5x3 c3 J 1 o \ o C �'.' 74 14 15 'r r ` 3 7 O M-3x10 M-6x8 M-3x8 ?.25n M-3x8 18 M-3x5 o 3191# y , M-7x8(S) M 3x4 1' 1, y 1' y y 6-02-12 1-04 9-05-04 9-05-04 1-04 6-02-12 /- 1-00 34-00 1-000 JOB NAME : 3413-B POLYGON NW - C7 Scale: 0.1843 C' '/0/2/ PRO WARNINGS: GENERAL NOTES,unless otherwise noted: 2/ l l 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ^992r�L s O P E Truss: C7 and Warnings before construction commences. building component.Applicability of design parameters and proper Allier' 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. B Y: L J 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'CC.and at 10'o.e. a plywood unless braced throughout their length by ��►,. DATE: 10/23/2014 the snares structure Is the responsibility of the building designer. continuous sheathing such as heathI hone)and/or drywall C, / � 3.in2x Impact bodging or he lateral bracing required the where shown++ ) 7 OREGON 1.(/Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6095253 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, G ?.� \a A, TRANS ID: 410995 design loads be applied to any component. and are for"dry condition'of use. / 9y 5.CompuTrus hes no control over and assumes no responsibility for the 6,Design assumes full bearing at all supports shown.Shim or wedge if 0 14, Q fabrication,handling,shipment and installation of components. necessary. V�. 6.This design is furnished subject to the Imitations set forth 7.DesignPlatesassumes adequate drainage Istru ,provided. 11114 p`��.V I IIIIII IIIII IIIII(IIIII IIII III IIIA IIII IIII TPIIWTCA In BCSI,copies of which wit be furnished upon request. 8. nes cdndde hall bewith Joint on center both Ines. of truss,and placed so their center MITek USA,InC.lCompUTru9 Software 7.6.6(1 L)-E 0.Forr9. its basic connector plcate slze of ate a design ate In values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 216BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.6=(-31) 112 6.5=) 0) 18 BC: 2x4 KDDF /t16BTR SPACED 24.0' 0.0. 2.3=(-183) 0 5.7=(-68) 219 5-3=) 0) 58 3-4=( -19) 35 3-7=(-221) 69 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -53/ 357V -14/ 77H 5.50' 0.57 KDDF ( 625) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -144/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) 8'- 0.0' 0/ 108V 0/ OH 5.50' 0.17 KDDF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,MIBHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.( BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed - 0.100' 3-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' '( MAX LL DEFL = -0.008' @ 2'- 4.7' Allowed . 0.170' 2-03-12 1-07-15 MAX TL CREEP DEFL = -0.019' @ 2'- 3.8' Allowed = 0.226' MAX LL DEFL = 0.000' @ 6'- 3.7' Allowed = 0.178' MAX BC PANEL TL DEFL = -0.017' @ 4'- 0.2' Allowed = 0.173' 12 MAX HORIZ. LL DEFL = -0.005' @ 6'- 3.7' 6.00 MAX HORIZ. TL DEFL = 0.010' @ 6'- 3.7' NOTE:Design assumes moisture content does not exceed 195e at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 .4 Wo Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, pi (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads �� T in the plane of the truss only. 8 0 7 I n M-3x4 o MNIIIIIIIIIIm'. o 0 0 c 0-3x4 M-3x4 M-3x5 y Je y y 2-03-12 3-11-15 1-08-05 b /, 1, 1, 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING:Jts:2.4,71 ��EO PR OFFS JOB NAME : 3413-B POLYGON NW - CJ2 Scale: 0.5751 �5 �vGIN �C) WARNINGS: GENERAL NOTES,unless otherwise noted: 2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual g ' Q 2,0 0P E Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper // 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibiBty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 41® DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'ex.and at 10'o.e.res dive unless braced throw hout their length by /omn.- continuous sheathing such as plywood sheathing(TC)and/or drywali(BCL ��" DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �` ,�'OREGON�� `c/� 4.No load should be applied to any component until after a8 bracing and 4.Installation of truss Is the responsibility of the respective contractor. . SEQ. : 6095254 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A. 2 design loads be applied to any component. and ere for"dry condition'of use. ,Q 1 4., O 6.Design assumes full bearing at all supports shown.Shim or wedge Ifj TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the necessary. b} y��. fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage Is provided. rl 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center In I,copies of ch will be furnished upon lines coincide with joint center Ines. IIIIII II II VIII VIII I I VIII VIII IIII IIIIMiTPe SA I/WTCA InCJCornpUTfus iSaftwaro 7.6.6(1 L)Z request. late in Inches. 0.Digits Incate size basic connector aplate design values see ESR-1311,ESR-1888(MiTek) 9. EXPIRES:12/31/2015 111111 11111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H168TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 11168TR SPACED 24.0' O.C. 1.2=( 0) 50 2-6=(-101) 239 6-5=( 0) 18 WEBS: 2x4 WOOF STAND 2-3=(•320) 55 5-7=(•211) 477 5-3=( 0) 64 LOADING 3.4°) -50) 46 3-7=(-483) 213 TC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. VON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -57/ 411V •22/ 108H 5.50' 0.66 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 10.9' -111/ 118V 0/ OH 1.50' 0.19 WOOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'• 0.0' 0/ 148V 0/ OH 5,50' 0.24 KDDF ( 625) M,M2OHS,M18HS,916 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psi) uplift at 24 'oc spacin0,1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0• Allowed = 0.100' 5-11-11 MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.021' @ 2'- 4.7' Allowed = 0.270' 2-03-12 3-07-15 MAX TL CREEP DEFL = -0.039' @ 2'- 4.7• Allowed = 0.359' T MAX TLMAX CREEP DEFL = 0.000' @ 6'- 3.7' Allowed = 0.105' 12 6.00 MAX HORIZ, TL DEFL = 0.022' @ 6'• 3.7' NOTE:Design assumes moisture content does )I( not exceed 19+s at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. co c Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M-4x6 c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, N Truss designed for wind loads 2Ilin the plane of the truss only. ,...iiiiii NI _olinimiiiii...11..116111/1.111.1./„. c �! o M-3x4 r_�I H}'3x4 c M-3x4 M-3x5 b 1, y J. 2-03-12 3-11-15 1-08-05 1-00 2-05-08 8-00 5-06-08 [PROVIDE FULL BEARING:Jts:2,4,71 JOB NAME : 3413-B POLYGON NW - CJ3 QED FROF Scale: 0.5251 •��• NEIN J(7�/�Y�s?0 WARNINGS: GENERAL NOTES,unless otherwise noted: �w /d/47 -(' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9'2.•P E i{ Truss: CJ 3 and Warnings before construction commences, building component.Applicability of design parameters end proper //% 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto Insure stabil during construction 2.Design atl assumes the top and bottom chords to be laterallybraced at DES. B Y: LJ is the responsibility of the ctor.Additional permanent bracing of continuous o.c.and at 10'o.c.respectively unless braced througout their length by11V �� DATE: 10/23/2014 the overall structure is the responsibility of the bulking designer. sheathing such as plywood sheelhing(TC)and/or drywail(BC). 's° 3.to Impact bridging or lateral bracing required where shown t o a 4. 4.No load should be applied to any component until after a9 bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'T7G OREGON' SEQ. : 6095255 fasteners are complete and at no Bme should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / 9y 20NO±A, TRANS I D• 410995 design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at ail supports shown.Shim or wedge If Q'. 1 4,. fabrication,handling,shipment and Installation of components. necessary. provided.s 1 P 6.This design Is furnished subject to the Imitations set forth by 7.Plates shn all be loces adequate ted onaboth facesiof us,ad placed so their center R R 11�`' IIIIII II II VIII VIII VIII VIII VIII[III[IIIMTe SA IANTCA Incin JCompuT s I,copies of l5oflwarech will be furnished 7.6.6(11 upon request with joint center tines. ; Digits indicate slze connector plate plate a iniin inches. see ESR-1311,ESR-1988(MlTetq EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.4=(0) 0 BC: 2x4 (ODE #1&BTR SPACED 24.0' 0.C. 2.3=(-127) 93 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -58/ 481V -30/ 139H 5.50' 0.77 KDDF ( 625) 7'- 9.2' 0/ 1D1V 0/ OH 5.50' 0.16 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' -94/ 219V 0/ OH 1.50' 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,916 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Desists checked for net1-5 psf) uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'. 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.275' @ 4'. 9.3' Allowed = 0.546' MAX IC PANEL TL DEFL = -0.357' @ 4'- 6.1' Allowed = 0.820' -/ MAX HORIZ. LL DEFL = -0.001' @ 7'- 11.2' 12 MAX HORIZ, TL DEFL = -0.001' @ 7'- 11.2' 6.00 ' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. Nr0 4 0 0 44► 0 M-3x4 y J. y 1-00 (PROVIDE FULL BEARING; ts: 1 8-00 Scale: 0.5501 �C,� .,,0`PN ox(ss/0 JOB NAME : 3413-B POLYGON NW - CJ7 w� Inlz1 � WARNINGS: GENERAL NOTES,unless otherwise noted: -COPE f 1.Builder and credos contractor should be advised of so General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: CJ 7building component.Applicability of design parameters and proper and compresson webre construction must ntbe Installedso=es. P PP ty P 2.2x4 compression bredng must be where shown+. Design of component Is the responsibility t ty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��► W 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `riA'- DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(OC). y (r. DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �L SEQ. : 6095256 4.No load should he applied to any component until after all bracing and 4.inatallatlon of truss is the responsibility of the respective contractor. b A. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, / ,91 OREGON design loads be applied to any component. and are fur'dry condition'.of use. O 14, Q` i. TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 8'Deneeesse assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. MFR R I��- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center .. 11111111111111111111 TPI/WTCA In BCSI,copies of which request. lines Milo USA,Inc./CompuTrus us Soflware 7.6.6(1L)E coincide eFiciceoatinches. rrboonnctorpltedegnn vues see ESR-1311,ESR-1888(Welt) EXPIRES:12/31/2015 11111 11111 This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0.0' TC: 2x4 KDDF #1&BTO LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 I: SPACED 24.0' O.C. 1-2=( 0) 50 2-7=(-239) 401 7-6=( 0) 18 BC: 2x4 WOOF #1BTR WEBS: 2x4 WOOF STAND; 2.3=(-492) 122 6.8=(-491) 803 6-3=( 0) 83 3-4=(--100) 105 3.8=(-805) 447 2x4 KDDF #1&8TR A LOADING LL( 25.0)t•DL( 7.0) ON TOP CHORD = 32.0 PSF 4.5= 4.8=(-176) 156 TC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA OVERHANGS: 12.0' 0,0' LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -80/ 473V -54/ 144H 5.50' 0.76 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0' 46/ 328V 0/ OH 5.50' 0.53 KDDF ( 625) C,M2OHS,,CN18 (or no prefix) = Compries rus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,MCN18 (or MiTekprMT series (COND. 2: Design checked for net(-5 psfl uplift at 24 "Sc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' 2-03-12 0-01 MAX 12 5-06-08 MAX Ti. CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' T MAX TLMAX CREEP DEFL = -0.070' @ 2'- 4.7' Allowed = 0.472' M-1.5x3 5 MAX HORIZ. LL DEFL = -0.029' @ 7'- 8.2' 12 -! MAX HORIZ. TL DEFL = 0.036' @ 7'- 8.2' 6.00 j NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, o Truss designed for wind loads in the plane of the truss only. M-4x6 �D ailk� o0 o .I-trI c M-3x4 0 'M-3x4 Mt 3x4 c M-3x5 2-03-12 5-02-12 0-05-08 J, i- i' y 1-00 2-05-08 8-00 5-06-08 JOB NAME : 3413-B POLYGON NW - CJ8 co,.<(.. PR°RFs Scale: 0.4876 5 !NG(N s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �4, V/d/R/ Z 1.Builder and erection contractor should be advised of en General Notes 1.This design Is based only upon the parameters shown and is for an individual ^92 0 0 P E fir" Truss: CJ 8end Warnings before construction commences, building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be installed where shown+- incorporation of component Is the reoponslbitty of the building designer. // DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'ex.ntin and at 10'o.c.respectively unless braced throughout their length by Ya. • ��! DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywalll9C). 9 g 3.2x Impact bridging or lateral bracing e where shown++ SEQ. : 6 095257 4.No load should be tippled to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. yL� �} YREGO ON �4/ fasteners are complete and at no time should any loads greater than 5.Design assumes tresses are to be used In a non-corrosive environment, -tel TRANS ID: 410995 design loads be applied to any component. and are for"dry condition"of use. S.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge If Q. 14,. rZ AC' fabrication,handling,shipment and Installation of components. necessary. A- 6.This design is furnished subject to the Irritations set forth 8.Design assumes located8.Plates shall be eone both faces e Is truss,ptrussand placed so '✓/`'p p'` eir center I III II III III I VIIII III IIID VIII III)IIII MTe SA ulna/CompuT S BCSI,copies of iSOftWafech will be f7.6.6(1 L)Z�amished upon linquest, 9.10.For Diigiba no cas nes ler of plae a th joint iniIngn helves ee ESR-1311.ESR�19a6(MITek) +l n L EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 14-08-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 7=(-365) 1690 7- 3=( 0) 275 BC: 2x6 KDDF #1&BTR 2- 3=(-1969) 487 7- 8=(-370) 1685 7- 4=(-39) 51 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1690) 459 8- 5=(•364) 1694 4- 8=( 0) 270 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1974) 486 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 6'- 0.0' V 5- 6=( 0) 50 BC LATERAL SUPPORT <= 12'0C. UON, TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0' TO 8'- 8.5' V TC UNIF LL 50.0)+DL( 14.0)= 64.0 PLF 8'- 8.5' TO 14'- 8.5' V BC UNIF LL, 0.0)+DL( 40.0)= 40.0 PLF 0'- 0,0' TO 14'• 8.5' V BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA NOTE: 2x4 BRACING AT 24'0C UON. FORLOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'• 0.0' 0'• 0.0' -255/ 1286V -52/ 52H 5.50' 2.06 KDDF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'• 8.5' 14'- 8.5' -255/ 1286V 0/ OH 5.50' 2.06 KDDF ( 625) OVERHANGS: 12.0' 12.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 nsft uplift at 24 'oc spacina.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: 124 VEflTICAI DEFLECTION LIMITS: LL=VEX LL DEFL = TION2' @ S:'• L/24 L0, TL=L/18Allowed 0 0.100' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TiCREEP DEFL = •0.002' @ -1'- 0.0' Allowed = 0.100" M,M20HS,N18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.050' @ 6'- 0.0' Allowed = 0.690' MAX TL CREEP DEFL = -0.090' @ 6'- 0.0' Allowed = 0.919' MAX LL DEFL = 0.002' @ 15'• 8.5' Allowed = 0.100' MAX TL CREEP DEFL = •0.003' @ 15'- 8.5' Allowed = 0.133' MAX HOAIZ. LL DEFL = 0.012' @ 14'- 3.0' MAX HORIZ. TL DEFL = 0.019' @ 14'- 3.0' NOTE:Design assumes moisture content does 5-11-11 2-09-025-11-11 not exceed 19% at time of manufacture. '( 1,320# 4320# T Design conforms to main windforce•resisting 1212 system and components and cladding criteria. 6.00 -::M-6x6 M-4x6 Q 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. m o © \ _ 8. 0 o zi 7 8 me c M-3x5 M-3x4 M-1.5x3 M-3x5 k ), ), y 5-08-08 3-05-04 5-06-12 ; ), )' ), 1-00 14-08-08 1-00 CEO PRO/ JOB NAME : 3413-B POLYGON NW - D1 Scale: 0.4115 �� NCa(N /� GENERAL NOTES,unless otherwise noted: 44., I0r/�1O P 2- WARNINGS: �9ZoOFE f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsiblity of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at '®^ DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Wim.. po ty continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). 0 DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ yL .O OREGON tEZ 4.No load should be rippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - SEQ. : 6 095259 listeners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in anon non-corrosive environment, ! 4 Y N " design loads be applied to any component and are for"dry condition-ri of use. Q I 1 4, TRANS I D: 410995 5.CompuTrus has no control over end assumes no responsibility for the 6'necessary.n assumes full bearing at as supports shown.Shim or wedge If A L� 11 �F fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage Is provided. illi . R t1.r`' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center n ncide with Joint center Ines. 111111111311111111111111 MITek USA,lnan SCompuTrus I,copies of (ch will be Software 7.6.6(1 L))-E request. 10.FForiblines asicc con slze ectorof plate desiglate In n values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 0111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'• 8.5' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 BC: 2x4 KDDF g168TA SPACED 24.0' 0.C. 1.2=( 0) 50 2-6=(-30) 563 6.3=(0) 342 WEBS: 2x4 KDDF STAND 2.3=(•745) 139 6.4=(-30) 563 LOADING 3.4=(-745) 139 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( 0) 50 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 12,0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0.0' -92/ 732V -66/ 66H 5.50' 1.17 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'• 8.5' -92/ 732V 0/ OH 5.50' 1.17 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, [COND. 2: Design checked for net(-5 nsf) uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.002' @ 15'- 8.5' Allowed = 0,100' MAX TL CREEP DEFL = -0.003' @ 15'- 8.5' Allowed = 0.133' MAX TO PANEL LL DEFL = 0.056' @ 3'- 10.8' Allowed = 0.497' MAX TC PANEL TL DEFL = 0.159' @ 10'• 9.7' Allowed = 0.745' MAX HORIZ. LL DEFL = 0.006' @ 14'- 3.0' 7-04-04 7-04-04 MAX HOAIZ. TL DEFL = 0.010' @ 14'- 3.0' I. 12 1' NOTE:Design assumes moisture content does 6.00 D 12 not exceed 19% at time of manufacture. • IiM 4x4 4.0° Q 6,00 Design conforms to main windforce-resisting 3 system and components and cladding criteria. IT Wind: 140 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. c) 4- 0 v ''M-3x4 M-1.5x3 M-3x4• • c y J. k 7-04-04 7-04-04 y 1-00 y 14-08-08 y 1-00 y ,cp PROF JOB NAME : 3413-B POLYGON NW - D2 Scale: 0.3990 ��GIN (PO WARNINGS: GENERAL NOTES,unless otherwise noted: �4, /0/27//71 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual ;9210P E t` Truss: D2 end Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be Installed where shown+. Incorporatlon of component Is the responsibility of the building designer. 4 // DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top end bottom chords to be laterally braced et Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by ` ��► DATE: 10/23/2014 the overall structure Is the responsibility of the building designer, continuous sheathing such as plywood sheathing(TC)and/or drywall BC). / t ,- 3.In2x impact bridging or lateral bracing required where shown++ i �.. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsidaty of the respective contractor. ''9G/ 4,O�R EG O NOS ,(,/ SEQ. : 60952 60 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, b TRANS I D: 410995 design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14, �� fabrication,bundling,shipment and Installation of components. 7.necessary. 6.This design Is furnished subject to the Imitations set forth by B.Plates shall be locatees d adequate fac sage ioltruss,end placed so their center �ded. R RI�-� I Milli II II VIII 11111 VIII VIII IIII IIII IIII TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E 190.Farrits basiciconnecttorze oplate delate sign values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5.3=(•113) 168 5.2=(-207) 191 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-139) 113 3.4=( 0) 50 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD n 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'• 0.0' -32/ 273V -114/ 44H 5.50' 0.44 KDDF ( 625) OVERHANGS: 0.0' 12.0' LL = 25 PSF Ground Snow (Pg) 6'- 6.0' -60/ 407V 0/ OH 5.50' 0.65 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Desion checked for net(-5 psfl uplift at 24 'oc spacing. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ 7'- 6.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL = •0.003' @ 7'- 6.0' Allowed = 0.133' MAX TC PANEL LL DEFL = -0.097' @ 3'- 3.5' Allowed = 0.397' 0-05-12 6-00-04 MAX TC PANEL TL DEFL = 0.133' @ 3'. 3.6' Allowed = 0.596' T MAX HORIZ. LL DEFL = 0.001' @ 6'- 0.5' 12 MAX HORIZ. TL DEFL = 0.001' @ 8'- 0.5' ' 6.00 M 1.5x3 NOTnotEexceedn19%sat6timeof s itlre content does manufacture. Design conforms to main windforce•resisting sTrussystem anddesignecomponentsdforwinanddloads cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, V) 0 in the plane of the truss only. o 0 m Co o II CA 0 0 /- 5�1 4 0 M-1.5x3 M-3x4 J, /. 1, 0-05-12 6-00-04 y ), ). 6-06 1-00 '‹.0' . E0 PRQFe JOB NAME : 3413-B POLYGON NW - D3 619 Scale: 0.53911 �5 ��G(N /Q 4� /0/Z// WARNINGS: GENERAL NOTES,unless otherwise noted: 4:t ;92 Ip E f 1,Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual Truss: D3end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where +. Incorporation of component Is the responsibilty of the building designer. 3.2u4Additional temporary bracing to insure stedGty during shownction 2.Design assumes the top and bottom chords to be laterally braced at aI�' 2'o.c.and at 10'o.c.respectively unless braced throughout their lonng�th by `:tea!- DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywan(SC). �(_ DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON lk .� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. /� SEQ. : 6095261 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �I- if 2o\ A_L design loads be applied to any component. and are for'dry condition"of use. A. Q: 14 `-T" 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 TRANS I D: 410 995 5.CompuTrus has no control over and assumes no responsibility for the necessa ''C R R y V- fabrication,handling,shipment and Installation of components. 7.Design a umes adequate drainage Is provided. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I will be furnished upon 111111 VIII 11111 VIII 11111 IIII VIII 1111 1111 MTPI/WICA In SCSI,copies of whITo USA,Inc./CompuTrusISoftware 7 6 6(1 L)E request. ate In inches. 0.lines 9.Fo Digits Indicate ectorplfate design values see ESR-1311,ESR-1988(NliTelq EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Ii18BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 1.2=( 0) 50 2.4=(0) 0 2.3=(•42) 40 TC LATERAL SUPPORT <= 12.00. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -53/ 297V -6/ 43H 5.50' 0.47 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 1'- 10.9' •93/ 86V 0/ OH 1.50' 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 9) 6'• 0.0' 0/ 48V 0/ OH 5.50' 0.08 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUTAEMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 Oaf) uplift at 24 'oc ssacino,l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1-11-11 MAX TL CREEP DEFL = •0,003' @ -1'• 0.0• Allowed = 0.133' MAX TC PANEL LL DEFL = 0.002' @ 1'- 0.0' Allowed = 0.097' MAX TC PANEL TL DEFL = •0.003' @ 1'. 1.5' Allowed = 0.145' MAX BC PANEL LL DEFL = 0.007' @ 2'. 8.6' Allowed= 0.250' 12 MAX BC PANEL TL DEFL = •0.020' @ 3'. 3.8' Allowed= 0.333' 6.00 MAX HORIZ, LL DEFL = -0.000' @ 1'• 10.9' MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. c 03 os- 4 sv IIN 0 c,.e._ 2:30. '. ►��4 M-3x4 y 1-00 y (PROVIDE FULL BEARING:Jts:2.3.4) 6-00 y JOB NAME : 3413-B POLYGON NW - DJ1 ��° PROF�ts Scale: 0.6954 ONGINI /a s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� IO/�! 7! -fY 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ^92.OP E r" Truss: DJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /' DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Desitin assumes the top and bottom chords to be laterally braced et Is the responsibility of the erector.Additional permanent bracing of 2'nun and at 10'o.c.respectively unless braced throughout their length by `r�� L �® DATE: 10/23/2014 the overall structure Is the responsibilityof the building designer. continuous sheathing such as plywood required sheathing(TC)end/or drywall(BC)• / Q 9 9 3.2x Impact bridging lir lateral bracing where shown++ 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of respective contractor. 7 OREGON 4 SEQ. : 6095262 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to bee.used In a non-corrosive environment, L/ V }' 2.0 -V.�� TRANS I D: 410995 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, fabrication,handling,shipment and installation of components. necessary. :::: 1 �P6.This design Is furnished subject to the I itations set forth 7.P8. lates shall be assumes cated one th faces a Isfp truss,and R`�� Veir center 1IIIIII II IIIIA VIII VIII VIII VIII(III(III MTITpIANTCA e SAnlrlcsI,copies of which/ConlpuT s Softwafe 7.6.6(1L)Eery ll be furnished upon quest 9.0.Digits Inlines dicate basic e size opth nate lt h cfelueslsee ESR-3111,ESRaced so t198a(MITeWEX12/3112015 1111141 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-65) 48 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 346V -13/ 71H 5.50' 0.55 KDDF ( 625) 3'- 10.9' -88/ 112V 0/ OH 1.50' 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 57V 0/ OH 5.50' 0.09 KODF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for nett-5 psfl uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0,0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' 3-11-11 MAX TO PANEL LL DEFL = 0.012' @ 2'- 2.2' Allowed = 0.246' T MAX BC PANEL TL DEFL = -0.034' @ 3'- 1.4' Allowed = 0.333' MAX BC PANEL TL DEFL = -0,003' @ 4'- 1.4' Allowed = 0.333' 12 MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' 6.00 MAX HOAIZ. TL DEFL = -0.000' @ 3'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. -/ Design conforms to main windforce-resisting system and components and cladding criteria. �)0 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads c in the plane of the truss only. N Co 4 1 V o ►t4 o �� M-3x4 y 1-00 y y 'PROVIDE FULL BEARING:Jts:2,3.41 6-00 ��,0 PR OFes� JOB NAME : 3413-B POLYGON NW - DJ2 Scala: D.6329 �� c�GI" 'o WARNINGS: GENERAL NOTES,unless otherwise noted: X44 CI I V 2l�'�PIT -vhf" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ;9 .P� Truss: DJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bred to insure atadR during construction 2.Design assumes the top and bottom chords to be laterally braced at r' po rY ng tY 9 2'o.e.end et 10'o.o,respectively unless braced throughout their lenplh by `+�.- DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). C DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. -7 ... �1k A. to SEQ. : 6 095 2 63 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y 20 i TRANS I D: 410995 design loads be applied to any component. and are for"dry condition"of use. .Q: 1,4 P 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if p �, fabrication,handling,shipment and installation of components. necessary. '" rl R V t.- P Po 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Anitatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center PIANTCA In I,copies of ch will be upon lines colndde with joint center Ines. 1111111111111111111111 MTiTo USA,lnCB/CompuT s'Software 7n6.6(1 L)-E request. 1�Digits o b basic ectorof plate design vallate In ues see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24,0. 0.0. 1.2=( 0) 50 2.4=(0) 0 2.3=(•97) 47 IC LATERAL SUPPORT <= 12'OC. MON. LOADING BC LATERAL SUPPORT <= 12'OC. MON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0' p,p• DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' •46/ 402V -20/ 99H 5.50' 0.64 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 5'- 9.2' 0/ 74V 0/ OH 5.50' 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 9) 5'• 11.7' 66/ 160V 0/ OH 1.50' 0.26 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 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 nsf) uplift at 24 •oc spacing,] BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,003' @ •1'- 0.0' Allowed = 0.133' 5-11-11 MAX TC PANEL LL DEFL = 0,079' @ 3'- 7.2• Allowed = 0.395' MAX TC PANEL TL DEFL = -0.092' @ 3'• 4,8' Allowed = 0.593' .f MAX HORIZ. LL DEFL = -0.001' @ 5'• 10.9' 12 MAX HORIZ. TL DEFL = •0.001' @ 5'• 10.9' 6.00 3 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=15ft, 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. 0 cm m of o .1211111111111111111111111111111111111111111111111111 o ► y 4►�� • M-3x4 y 1-00 y (PROVIDE FULL BEARING:Jts:2.4.31 6-00 y JOB NAME : 3413-B POLYGON NW - DJ3 �F,�E� PROF�s Scale: 0.5817 ��5 TI‘...19621:07-E s/Q WARNINGS: GENERAL NOTES,unless otherwise noted: �� Io/ 2 1.Builder and erection contractor should be advised Man General Notes 1.This design is based only upon the parameters shown and is for an Individual 91' Truss: DJ 3 end Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must bo installed where shown+. Incorporation of component is the responslbllty of the building designer. DES. B Y• LJ 3.Additional temporary bracing to insure staMBty during construction 2.Design assumes the top end bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by �� DATE: 10/23/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(rC)and/or drywall BC. `rte;: P ry g 3.2x Impact bridging or lateral bracing required where shown++ ) ' `� C 4.No load should be appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '�L/ OREGO O� �(/ SEQ. : 6095264 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nonrorroslve environment, p. TRANS I D• 410995 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 2 .* fabrication,handling,shipment and Installation of components. necessary. provided. -�` 6.This design is furnished subject to the Imitations set forth by 8.PDlates sn hall assumes locatedoon both facese]of r ,ad placed so their centerI � R R��-� (IIIII IIIII 11111 11111 11111 ill IIIII 1111(III MiTek USA CA nBCSI,copies of lflciCompUTrus(ch Soft Il be WBfe 76.6(1 L)E ished upon request. 1lines colndde with joint center lines. 0.Digits rrlb siccon connector plate dIn esign inches. see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111111111 This CIFIC LUMdesign BEpreR-Bpared from computer input by C LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE a 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-111) 93 3.4=( -77) 29 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 42.0BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) PSF 0'- 0.0' -27/ 377V -24/ 117H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 66V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2• -143/ 367V 0/ OH 1.50' 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.2' .87/ 25V 0/ OH 1.50' 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 osfl uplift at 24 •oc spacinO.1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0,0' Allowed = 0,100' MAX TL CREEP DEFL = -0.003' @ •1'- O.0• Allowed = 0.133' 12 MAX TC PANEL TL DEFL = -0.049' @ 2'- 11.9' Allowed = 0.596' 6.00(7. ' 3 b MAX HORIZ. TL DEFL = -0.001' @ 5'- 11.2' NOTE:Design assumes moisture content does 4not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All g ),fEnclEnclosed, Cat.2, Exp.B, MWFRS(Dir), All duration m Truss designed for wind loads in the plane of the truss only. C•3 01- i1 5► 0 M-3x4 1, 1, 1, /, 1-00 6-00 1-03-03 (PROVIDE FULL BEARING:Jts:2.5.3.41 ,i,, ,00 PR0pe JOB NAME : 3413-B POLYGON NW - DJ4 ;(c COIN tis' Scale: 0.5883 , O 44 InI ZI 'Li, WARNINGS: GENERAL NOTES,unless otherwise noted: ' 92 P E 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper - /' Truss' DJ 4 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsiblity of the building designer. /r• • 3.Additional temporary bracing to insure stabilduringconstruction 2.Design assumes the top and bosom chords to be laterally braced at ly 2'o.c.and at 10'o.a.respectively unless braced throughout their length by ,„„," > DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(DC). DATE• 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �L r Q REGON�� / 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility[tithe respective contractor. G� SEQ. : 6095265 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /O �. 1 4, 2� } design loads be applied to any component. and are for-dry condition'of use. ��. IC 6.Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 410995 s.CompuTrus has no control over and assumes no responsibility for the necessary, MSR n`�� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R R 6.This design Is furnished subject to the AmNations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111131111111111111 SCSI, which request. lines coincide with joint center Ines. MTe USA,lnc.CompuTrus Software 7.6.6(1L)E Indicatecol size of For basic connector rpltedesigalues see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KODF 81SBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N18BTR SPACED 24.0' 0.C. -3 2a(0) 50 2.4=(0) 0 2-3=(0) 61 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -69/ 286V -7/ 47H 5.50' 0.46 KDDF ( 625) Ground Snow P 1'• 10.8' •139/ 136V 0/ OH 1.50' 0.22 KODF ( 625) Connector plate prefix designators: LL = 25 PSF G C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 9) 8'- 0.0' 0/ 64V 0/ OH 5.50' 0.10 HOF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2; Design checked for net(-5 POI uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed= 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003' @ -1'• 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.002' @ 1'- 0,0' Allowed= 0,097' MAX TO PANEL TL DEFL = •0.005' @ 1'- 1.5' Allowed = 0,145' MAX BC PANEL LL DEFL = 0.011' @ 3'• 6.6' Allowed = 0.350' MAX BC PANEL TL DEFL = •0.075' @ 4'. 4,8' Allowed = 0.467' MAX HORIZ. LL DEFL = •0.000' @ 1'• 10.9' 1-11-11 MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 6.00 D Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 Cov 0 o :>-<4 -/ M-3x4 J, y ), 1-00 (PROVIDE FULL BEARING:Jts:2.3.4I 8-00 JOB NAME : 3413-B POLYGON NW - J1 Scale: 0.6001 �5'<�� //GIrvRp��n�6'6/ WARNINGS: GENERAL NOTES,unless otherwise noted: 45 ' !0/R!.7 I 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ^92 0 O P E �r Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. B Y: LJ 3.Additional temporary bracing to Insure stabil!),during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by �r�' - ��' DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathwhere)and/or drywatl(eC. 9 g 4.2x impact bridging Isor the lateral bracing required the wh shown+a OREGON 4/ 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 37 4 SEQ. : 6095267 fasteners are complete end et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, /,- 'I, N ,t TRANS I D• 410995 design loads be applied to any component. and are for"dry condition"of use. / •q}, ,LD 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 1 4, , shipment end installation of components. necessary. fabrication,handling, ry' MFR R{L\= 6,This design Is furnished subject to the Imitations set forth 7.Design assumes adequate drainage Is provided. rl ,and placed so r center I1WTCA In SCSI,copies of III II VIII VIII VIII I I VIII III I III)(III MTe USA,Inc./CompuTrus iSoftware 7.6.6(1L)-E�ch will be famished upon request. 10.Po ib Indicate ndicca nlines coincide olze oth f plate in 8.Plates shall be located on ti center lines.values h faces see sESR-1311 ESR,18188(MiTek) EXPIRES:12/31/2015 IllhIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0' O.C. 2.3=(-59) 61 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' •43/ 357V -14/ 77H 5.50' 0.57 UDE ( 625) 3'• 10.9' •149/ 139V 0/ OH 1.50' 0.22 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'• 0.0' 0/ 70V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LRIMIIEDMSTORAGE DOES2NOT APPLIRDUE01O NOT SPITIALET, .l IMITED E TO THE L ICOND. 2: Desion checked for net(-5 est) uplift at 24 'oc saacin0 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed= 0.178' MAX BC PANEL LL DEFL = -0.012' @ 3'- 6.6' Allowed = 0.350' MAX TC PANEL TL DEFL = •0.026' @ 2'- 2.2' Allowed = 0.369' 3-11-11 MAX BC PANEL TL DEFL = -0.111' @ 4'- 4.8' Allowed = 0.467' T T MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 3'• 10.9' 12 6.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=20,2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v 0 N el O,F 4 MM11111111111111111111111111111111111111111111 o,,-- 1110.- 1114a M-3x4 y y k 1-00 IPROVIDE FULL BEARING:Jts:2.3.41 8-00 �, ,`ED P R Oi JOB NAME : 3413-B POLYGON NW - J2 Scale: 0.6001 �� G(N WARNINGS: GENERAL NOTES,unless otherwise noted: ^920OF.E 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J2 2.2x4 compression web bracing must be Installed where shown a Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1�Ir" DES. BY: LJ Is the responsibility piths erector.Additional permanent bracing of 2'o.c.and at 10'0.0.respectively unless braced throughout their length by �... continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). �'(r DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v s OREGQN •y 4.No toad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,, S E Q. : 6095268 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ALJ 4, 20\ .L design loads be applied to any component. and arefo"dry conditionof use. Q 14 �[- 6.Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the necessary'. R R`�-, fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center urnished upon lines coincide with joint center Ines. 1111411111111111111111 MTITo SA,rInaSCompuTrus I,copies of Ich will be Softwaref 7.6.6(1 L)E request. 1U.Forr basic coon actor plsize of ate design late In values see ESR-1311,ESR-1988(MITe10 EXP)RES:12I31/2015 I IIIII I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 1.2=( 0) 50 2-4=(0) 0 2.3=(-93) 73 TC LATERAL SUPPORT <= 12'0C. 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 BOG AREA OVERHANGS: 12.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD a 42.0 PSF 0'- 0.0' -49/ 422V -22/ 108H 5.50' 0.67 KDDF ( 625) Snow P 5'• 10.9' -125/ 170V 0/ OH 1.50' 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground ( 9) 8'- 0.0' 0/ 82V 0/ OH 5.50' 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psfl uplift at 24 'on soacinad BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX EP DEFL a 0.003' @ •1'- 0.0' Allowed = 0.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ' MAX TL CREEP DEFL = -0.003' @ •1'- 0.0' Allowed = 0.13333' MAX LL DEFL = 0.000• @ 0'- 0.0' Allowed = 0.078' 5-11-11 MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed= 0.105• T I MAX TC PANEL LL DEFL = 0.086' @ 3'- 2.2' Allowed = 0.395' MAX BC PANEL TL DEFL = -0.149' @ 4'• 1.4' Allowed = 0.467' 12 6.00 MAX HORIZ. LL DEFL = -0.000' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 5'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. I �) Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, c Truss designed for wind loads in the plane of the truss only. Ca M O,- o� OE:�4 -! M-3x4 ), y 1-00 (PROVIDE FULL BEARING:Jts:2,3.4I 8-00 JOB NAME : 3413-B POLYGON NW - J3 -s`(''ato PR' 1N7 tts Scale: 0.5751 �p 0AGIN/ /j��Y tS/02 WARNINGS: GENERAL NOTES,unless otherwise noted: �4. 1n/s !( .fs 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and Is for an Individual �92 0 0P E r Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 411000,00e DES. B Y LJ Additional temporary bracing to insure stablGy during construction 2.Design assumes the top and bosom chords to be laterally braced at 3. +� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by ` DATE: 10/23/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheething(TC)and/or drywall BC. / r L P y 9 4.2x Impact bridging or lateral bracing requiredtthe where shown t a ) I C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� OREGON (V SEQ. : 6095269 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G/ ?,-1� 20 i. TRANS ID: 410995 design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q M 1 d, Lk- fabrication,handling,shipment and installation of components. necessary. -o,Q` 6.This design Is famished subject to the irritations set forth T•Design assumes adequate drainage Is provided. �R R I Lk- V 11111 I II I IIIII II II I I IIIII I I 11111 IIII IIII TPI/WTCA In BCS(,copies of which will be famished upon request. 8 tpines coincide with Joinlates shall be locatedt enter mes9s of truss,and placed so their center MiTek USA,Ina/CompuTrus Software 7.6.6(1L)-E 10.FForrits basicicate slze connectorplf atete In design values see ESR-1311,ESR-1968(liTek) EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1/1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0. O.C. 2.3n(.127) 92 TO LATERAL SUPPORT c= 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -58/ 480V -29/ 139H 5.50' 0.77 KDDF ( 625) 7'- 9.2' 0/ 101V 0/ OH 5.50' 0.16 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7' .94/ 218V 0/ OH 1.50' 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Desian checked for net(-5 psfl uplift at 24 'oc spacing.) flEQUTAEMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: U=1./240, 71:4/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed . 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' MAX IC PANEL LL DEFL = 0.270' @ 4'. 9.1' Allowed = 0.544' 7-11-11 MAX TC PANEL TL DEFL = -0.353' @ 4'- 5.9' Allowed = 0.817' '( f MAX HORIZ. LL DEFL = -0.001' @ 7'- 10.9' -,r MAX HORIZ. TL DEFL a -0.001' @ 7'- 10.9' 12 does 6.0017' ') notEexceedn1996 atassumes timemoisture content of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCOL=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 v in the plane of the truss only. 0 4 m 0 . 4► 0 M-3x4 ), y > 1-00 !PROVIDE FULL BEARING:Jts:2.4.3I 8-00 �� ED PRQp JOB NAME: 3413-B POLYGON NW - J4 Scale: 0.5376 �5 �GiN /O WARNINGS: GENERAL NOTES,unless otherwise noted: �� o/ / 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �' .72 e s P E r Truss: J4 and Warnings before construction commences. building component.Apptcabiliy of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. /' 3.Additional temporary bracing to insure stabmty during construction 2.Design assumes the top and bottom chords to be laterally braced at ®�'' 2'o.a and at 10'o.c.respectively unless braced throughout their length by /`r10•. DES. BY: (J is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 0 (� DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bredng required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '�G" 9.Q' \1,,,V.4� SEQ. : 609 5270 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design loads be applied to any component. and are for"dryfullbe condition"of use.TRANSQ I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the G.necessary.assumes full bearing at all supports shown.Shim or wedge if rpt 4'1 P. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. `it R`.\- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 111111 11111 lIII lIII whichTPIANTCA in BCSI,copies of Software will be furnished upon request. M Te USA,Inc./CompuTrus 7.6.6(1L)E de with joint center lines. 0lines ciiof For basicotectorpltedesign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.5=(0) 0 BC: 2x4 KDDF g188TR SPACED 24.0. O.C. 2-3c(-150) 126 IC LATERAL SUPPORT <= 12'0C. UON. LOADING 3.4=( -99) 37 BC LATERAL SUPPORT c= 12'0C. MON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12,0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) Connector plate prefix 0'• 0.0' -29/ 442V -37/ 170H 5.50' 0.71 KDDF ( 625) Connect8,CN18 (or no prefix) =designators:CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 7'• 9.2' 0/ 90V 0/ OH 5.50' 0.14 KDDF ( 625) 91V 0OH 1.50' 0.63 KODF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7' -93/ 428V 0/ OH 1.50' 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -I'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.200' @ 3'• 10.8' Allowed = 0.546' MAX TO PANEL TL DEFL = -0.194' @ 3'- 10.9' Allowed = 0.820' -/ MAX HORIZ. LL DEFL = -0.002' @ 7'• 11.2' MAX HORIZ. TL DEFL = •0.002' @ 7'- 11.2' 12 0 NOTE:Design assumes moisture content does 6.0017 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting � ) system and components and cladding criteria. i Wind: 140 mph, h=21,7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads c in the plane of the truss only. rn CO 0 o� 10 o OMMill 5 0_a M-3x4 J. y J k 1-00 8-00 [PROVIDE FULL BEARING:Jts:2.5.3.4I 1-11-11 JOB NAME : 3413-B POLYGON NW - J5 QED PROFF Scale: 0.4665 ��NG[fN f[T��9's% WARNINGS: GENERAL NOTES,unless otherwise noted: �� n/NI !1 -Sy 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 9 j0 P E r Truss: J5 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown. Incorporation of component is the responslbiity of the building designer. DES. B Y: LJ 3.Additional temporary bracing to Insure stability during construction 2.OeeI5n assumes the top end bottom chords to be laterally braced et ` / '� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.eoch a plywood unless braced throughout their length by / re- DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as required ing(TC)and/or drywall(BC). P N g g 3.2x Impact bridging or lateral brasng where shown.. A CC 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'Q OREGON fit" SEQ. : 6095271 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, hj \ TRANS I D• 410995 design loads be applied to any component. and are for"dry condition'of use. / q Zp 5.CompuTrs has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O. 14, ., fabrication,handling,shipment and installation of components. necessary. 1 6.This design Is furnished subject to the Irritations sot forth 7.DesignO. lates shall be assumes adequateatedonboth drainageces Is truss,and.d ��o j��.v eir center I [III1 III VIII 11111 VIII III(VIII III)[III MiTekTPI/WTCA in BCSI,copies of USA,Inc./Con'IpuTrus(Soft ch will 7.6.6(1L)-E�quest. 1r Ines. 0.Foelines coincide to oth fpplate dt sign values gee ESR-1311,ESRaced so-1968 988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF ql&BTR SPACED 24.0' O.C. 2.3=(-191) 128 3.4=) •90) 38 IC LATERAL SUPPORT <= 12.00. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0' -29/ 444V •45/ 202H 5.50' 0.71 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'. 9.2' 0/ 90V 0/ OH 5.50' 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2' -204/ 468V 0/ OH 1.50' 0.60 'KDOF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7' -34/ 60V 0/ OH 1.50' 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(•5 0:111,-(10:: at 24 'oc spacin0.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMIT : LL= 0, TL=L/180 MAX LL DEFL = 0,002' @ Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.147' @ 4'• 5.8' Allowed = 0.546' MAX IC PANEL TL DEFL = -0.202' @ 3'- 10.9' Allowed = 0.820' -/ MAX HORIZ. LL DEFL = -0.002' @ 11'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 11'- 10.9' i �� NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. ;0000,00000000000111111111111111.1111111°11°111111. 6.00 Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 Truss designed for wind loads in the plane of the truss only. v0coel oKc.� 5 * * )' * 1-00 8-00 (PROVIDE FULL BEARING'Jts'2 5,54Al 3-11-11 ��0.V PR 0p6. JOB NAME: 3413-B POLYGON NW - J6 Scale: 0.4161 �5 �IGIN /�q'p /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 41l ..I✓nI�I/I' 'v-q -. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4 . ;�O.P E f and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 6 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibltty of the building designer. 3.Additional temporary bracingto Insure stebll during construction 2.Design assumes the top and bottom chords to be laterally braced at 4� mpo ry tY 9 2'o.c.and at 10'o.e.respectively unless braced throughout their lengptthh by .....e,. 4.911601°- DES. BY: LU Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/23/2014 the overall structure Is the responsiblaty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -7 4, IIx � • SEQ. : 6095272 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, Y 2 1_ and are for*dry condition"of use. /O 14 - 0 r design loads be applied to any component 6.Design assumes full bearing at all supports shown.Shim or wedge If 1 �[.' TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the necessary. MFR RIM fabrication,handling,shipment and Installation of components. 7.Design ssumes adequate drainage Is provided. 6.This design Is furnished subject to the Imitations set forth by 6.Plates shall be located on both feces of truss,and placed so their center Ilines coincide with Joint n 1011 II II VIII VIII III I 11111 VIII 111 (III MTITeUSA,lna/CO puTrua(Software 7.6.6(1L)-En .6.6(1 L)En request. 09Fiioconcoa Forrbe neorplte design values see ESR-1311,EBR-1996(MlTelg EXPIRES:12/31/2015 11111 111111 . This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2-3=(•50) 15 TC LATERAL SUPPORT <= 12.00. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'• 0.0' -68/ 301V -6/ 43H 5.50' 0.48 KDDF ( 625) Connector plate prefix designators: 1'- 9.2" -29/ 24V 0/ OH 5.50' 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -18/ 42V 0/ OH 1.50' 0.07 KDDF = ormpuTrus, Inc ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2; Design checked for nett-5 osfl uplift at 24 'oc spacin0.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ •1'- 0.0' Allowed = 0.100' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' T T MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed a 0.050' MAX BC PANEL TL DEFL = -0.001' @ 1'- 0.1' Allowed = 0.067' 12 6.00 MAX HORIZ. LL DEFL = •0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = •0.000' @ 1'• 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v 0 M o,- 4- ill cf / 3X44! l )' y 1-00 2-00 'PROVIDE FULL BEARING:Jts:2.4,3( JOB NAME : 3413-B POLYGON NW - SJ1 .��,P�° PR0'�,ts Scale: 0,7112 N0,IN /yLyq,,p, s/O2 WARNINGS: GENERAL NOTES,unless otherwise solert kr - it)/R/P -7 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and is for an individual ' c 9 G,O P E r Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibmty of the building designer. // 3.Additional temporary bracing to Insure stability during construction 2.Design at1 assumes the top and bottom chords to be laterally braced at DES. BY: LJ permanent2'o.o.and at 1g'o.c.respectively unless braced throughout their length by `,'� Is the responsibilityof the erector.Additionalildingbrad of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /' 4.. Q DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 60952734.No load should be applied to any component until after all bracing and 4.installation of truss Is the responsibility of the respective contractor. 7OREGON 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, /- ?, ,\b' As design loads be applied to any component. and are for"dry condition"of use. / �.� 2.0 i_ A�TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if Q n 1 4, V fabrication,handling, nocesery. <'R R I IA- shipment and Installation of components. 7,n ecign assumes edequete drainage Is provided. 11111111111111111111111 IIIII VIII VIII VIII VIII I III'III'III'III 6.This design Is furnished subject to the be ns set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANrCA in KV,copies of which will be furnished upon request. lines coincide with joint center Ines. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 0.FForrits b sicicate connecoe rplf atete In design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1.2=(-28) 22 1.3=(0) 0 BC: 2x4 KDDF k16BTR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -13/ 98V -6/ 24H 5.50' 0.16 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2' 0/ 23V 0/ OH 5.50' 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.7' -24/ 46V 0/ OH 1.50' 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 26 PSF Ground Snow (Pg) 'GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-11-11 ,REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T 1 MAX TC PANEL LL DEFL = 0.001' @ 1'- 2.9' Allowed = 0.097' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = •0.001' @ 1'- 2.2' Allowed = 0.145' 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' 6.00 E7 MAX HORIZ, TL DEFL = -0.000" @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All g )), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads -, in the plane of the truss only. o mf 0 0 ,,,c_ -V 3►� ! M-3x4 > y 2-00 (PROVIDE FULL BEARING:Jts:1,3,2( ��EO PR OFe• JOB NAME : 3413-B POLYGON NW - SJ1X s Scale: 0.7693 44 17 WARNINGS: GENERAL NOTES,unless otherwise noted: ;9Z P E 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4 .Truss: SJ1X and Warnings before construction commences. building component.Applicabilityof design parameters and proper ® 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the reaponsibi¢ty of the building designer. 3.Additional temporary bredng to Insure stability during construction 2.Design assumes the top and velybottu asschobrds to be laterally braced at 7 o.c.and at 10'o.c.respectively unless braced throughout their len Qth by L•s DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �L �} OREGON; �a A.4.No load should be applied to any component until after a8 bracing and 4.Installation of truss Is the responsibility of the respective contractor. •r! SEQ. : 609 5274 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non•corrosNe environment, -/� .t/ 1 4 2Q 1 design loads be appaed to any component and are for'dry condition"of use. t/ T TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6'casae somas full bearing et as supports shown.Shim or wedge if A fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. `.r',fiR R V 4�- 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I II II II II VIII VIII VIII III VII I IIII IIII TPWINTCA In EICSI.copies of which furnished request. 9.Digits MITe USA,Inc./CompuTrus s Software7.6.6(1L)E 0lines ndde with joint center Ines. cooa �For basic connector plate design es see ESR-1311,ESR-1988(MITA) EXPIRES:12/31/2015 IIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 UDE N18,BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF A16BTR SPACED 24.0. O.C. 2.3=(-69) 30 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -62/ 322V -13/ 71H 5.50' 0.52 KDDF ( 625) 1'- 9.2' -3/ 60V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -44/ 94V 0/ OH 1.50' 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Desitn checked for net(-5 osf) uplift at 24 'oc spacing,) 6.00 17 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.050' MAX BC PANEL TL DEFL = -0.002' @ 1'. 0.1' Allowed = 0.067' MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' NOTE:Design assumes moisture content does 11 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 4 III0 c? 2��' 4►� -/ M-3x4 y y )' 1, 1-00 2-00 1-11-11 !PROVIDE FULL BEARING:Jts:2,4,3) JOB NAME : 3413-B POLYGON NW - SJ2 Scale: 0.8279 `,<(,'" GP" OF��s% WARNINGS: GENERAL NOTES,unless otherwise noted: �� /�n/- / 29 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual C' .T92.OPE t Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper //r/ 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stadaty during construction 2.Design assumes the top and bosom chords to be laterally braced at a�® DES. BY: LJ Is the responslbiaty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `r-� ; continuous sheathing such as plywood ng(TC)and/or drywan(BC). / ri DATE: 10/23/2014 the overall aWcture Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t/ C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 A_OREGON Ix <(/ SEQ. : 6095275fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, i- V \ A. design loads be applied to any component. and are for"dry condition'of use. �O }' 1 4 rLQ �•' TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q. fabrication,handling,shipment and Installation of components. necessary. /�� 7.Designlatesassumes adequate othdraifaceIsftruss, RRI 6.This design Is furnished subject to the GMtations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IANTCA In I,copies of whch ll be furnished upon IIIIIII IIIII IIIII IIIII IIIII IIIII IIIII III)(III MTe SA,inc./CompuT s ISoftvrere 7.6.6(1 L)E request 10.For basic connectoro oplate design values see ESR-1311,ESR-1888(MiTek) lines coincide with jint center Ines. 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-64) 30 1.3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. TC LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -28/ 131V -13/ 54H 5.50' 0.21 KDDF ( 625) Connector plate prefix designators: 12 TOTAL LOAD = 42.0 PSF 1'- 9.2' -15/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6.00 3'- 11.7' -46/ 96V 0/ OH 1.50' 0.15 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT seriesLL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacino.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.050' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1' Allowed = 0.067' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' -a, NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, 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 d. in the plane of the truss only. 0 N CO,- 0 Cr 0 O IM o/ 1 3 pil-M4111 M-3x4 y y 3. 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:1,3.21 kt(3 PROFe„ JOB NAME: 3413-B POLYGON NW - SJ 2X Scale: 0.9160 �� ,..- /�,p tY6�O. WARNINGS: GENERAL NOTES,unless otherwise noted: �� 92i' 27s` `. c� v 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual G Truss: SJ 2X and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibilty of the bullring designer. 3.Additional temporary bracing to Insure stabitty during construction 2.Design assumes the top and bottom chords to be laterally braced at O�►, DES. BY: U Is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10•o.c,respectively unless braced throughout their length by O!,„ po Hcontinuous sheathing such as plywood sheathing(TC)andror drywall(BC). 0 Q DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON I' SEQ. : 6095276 4.No load should be applied to any component until after all bracing and 4.Installation dims is the responsibility of the respective contractor. "�` nth ,`Cu fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 2 design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Designna assumes lull bearing at all supports shown.Shim or wedge If /� 61rA 1 0�P fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is prodded. MFR RR- 6.This design Is furnished subject to the Irritations set forth by 8.Plates shell be located on both faces of truss,and placed so their center I/WrCA In BCSI,copies of ch will be ished upon 11111111111111111111111111 MTe USA,Inc./CompuTrus(Software 7n6.6(1L)-E request. 1Pries coincide with joint center Ines. 4 Digits o balsic connectoroplplate te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 Iv- 111111 1111III This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @188TR LOAD DURATION INCREASE = 1.15 1.2=) 0) 50 2-4=(0) 0 BC: 2x4 KDDF @1&BTR SPACED 24.0' O.C. 2.3=(-102) 47 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50,IN. (SPECIES) OVERHANGS: 12,0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -50/ 311V -22/ 108H 5.50' 0.50 KDDF ( 625) 1'- 9,2' -46/ 152V 0/ OH 5.50' 0.24 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'• 11.7' -68/ 144V 0/ OH 1.50' 0.23 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Desitin checked for net(-5 psfl uplift at 24 'oc spacin0.1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL MAX EP DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' I 6.00(7 CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.050' MAX BC PANEL TL DEFL = -0.004' @ 1'- 0.1' Allowed = 0.067' MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9' AI 0 MAX HORIZ. TL DEFL = -0,001' @ 5'• 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c%i load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. M Of 4 la O z► 4► _, M-3x4 i' y y ), 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : 3413-B POLYGON NW - SJ3 (c� a PROFFs Scale: 0.6611 ENGIN `S/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �1 /�/�I !! -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual CC. 7,9210PE f' Truss: SJ 3 end Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bredng must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stebitty during construction 2.Design assumes the top and bottom chows to be laterallybraced at DES. B Y: LJ Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughoo braced their length by rte'Y 411111W DATE: 10/23/2014 the overall structure is the res ndbia ofNo buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywatl(BC. 011"14" Po ty g 3.2x Impact bridging or lateral bracing where shown++ ell CC I� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'y OREGON S E Q rs are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L- N design loads be applied to any component. and are for"dry condition"of use. / TRANS I D: 410995 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at ail supports shown.Shim or wedge If % -1Y 1 4, 20 Q} fabdcation,handling,shipment and Installation of components. necessary. ri InR R`1-k 6.This design Is furnished subject to the Irritations set forth T.Plates hallbe assumesladequateatedon both drainagec Is f provided.,a 'r'/C 1VtIWTCA In BCSI,copies elwhich will be furnished upor quest 9,eneecoincide with Joint cen err Ines of truss,end placed so their center 111111111111111111 P (1L)-E 0.Parrib sirconnectorplate ds gn values see ESR-1311,ESR-1996(MiTek) • MiTek USA,Inc./CompuTrus uTrus Software 7.8.8EXPIRES:12/31/2015