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Plans (24) RECEIVED , 3STJ.I�--0C 377 Sw /`�h, I FEB 0 3 2016 fi/ ./4_!/ce//r MY OF 1-iG? RL) BUILDING oVISIO MI MiTek° 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �Eq.PROPe �co�� NGINE• cS'sJQ 0 '9 4 87 2PE r cn -7 ,ox OREGON q,� 4c// 0 AMBER -' \Q ©9 HE.?' A. HE 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 ANSI/TPI 1. i Job Truss Truss Type Oty Ply 3413 BD R43072337 PL14-360 UP F01 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 15:55:55 2014 Page 1 . . __ ID:z82ygYHMYIII_Z1p9y12t1yAg??-mZkluZnJfB2pnNkfD17D5HWoxE9pBZYs091DnHyR6o2 1 1-0-0 1 11-1-14 11 1-2-0 I10-&611 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 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 qz <\/\ N: . em- \ N i-N [, N 32 31 30 29 28 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 10-10-14 111.5-1410. I 20-4-12 I 10-10-14 0-7.0 7-0 8.3-14 Plate Offsets(X,Y)— (12:0-1-8,Edge),(26:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Ud 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/TPI2007 (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=891/0-44 (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=1245/0,11-12=-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/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 . cO. PR0pe be attached to walls at their outer ends or restrained by other means. ��'C �i NE 0 LOAD CASE(S) Standard -17 .870 2PE N cv �+:v -7 N �'o�;:OREGO.. q, (/ 1.0 kM8ER 11 . •�: . A. HE?` EXPIRES:06/30/2015 October 22,2014 / r A RA.RN/MI-Verity design;aramcmrs and READ MOIES ON MS AND I?K1IJDED MITEKREFEREA7 E PAGE MIL 7 473 ren 1/28/2014 BR:CREOLSE mil- Design tDesign valid for use only with Mitek connectors.This design is based only upon parameters shown.and Is for on individual bidding 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 stabilfy during construction is the responsibillity of the MiTek. 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 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 312.Alexandria,VA 22314. Citrus Heights,CA,95810 It Southern Pine f SP)lumber is speed,the design values areihose effective 06101/2013 try ALSC a 1 Job Truss Truss Type Qty Ply 3413 BD R43072338 PL14-360 UP F02 Floor 10 1 Job Reference(optional) Pacific Lumber&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_Z1 p9y12t1 yAg??-EI Ih5unxQUAgP WJrmOeSdV3xMdSHw020dpmmJjyR6o1 1 1-0-0 1 1 1-1-10 1 1 7-2-0 1 p.7-711 1-7-0 1 1-2-0 II 1-2-0 11-2-0 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 c:71 -"41elik4410.161AWAI - A/1111k' 'A'&'-/- N' I\ Ve-N / , 9 e ° 1 30 29 28 27 26 25 24 23 22 21 -20 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6= 3x4 = 14-2-2 I 13-0-2 10-3.77-01-7-0 3.7.2 I 19-11-4 I 13-0.2 10-7-0�7.0 5.42 Plate Offsets(X,Y)— 114:0-1-8,Edge],124:0-1-8,Edae] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deb 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/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 (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=0/4132,2425=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 1423=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. p`gi PR Op- LOAD CASE(S) Standard ,�C. .�NG(NEF '19 3-7 Q 870 2PE cv 7 N5. �Aj;.OREGO. ti .U1 Q SA_ HE •‘ EXPIRES:06/30/2015 October 22,2014 1 , ®WAPtNIM3-Verity design paramears rad READ/TOTES ON THIS AND P/K2LDiED NITEKREFEREME PAGE MIT 7473 Tec 1/2.1/26tiBBO/lEf/SE '� 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 tans 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 Mire k• 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 ANSVTPII Quality Criteda,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(SP)lumber isspecified.the design values arethote effective 06/01/2013 byAtSC git Job Truss Truss Type Qty Ply 3413 BD R43072339 PL14380_UP F03 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon - _ 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:55:58 2014 Page 1 D:zs2ygYHMYIIIZ1 p9y12t1 yAg??-A8QRWapBy6Q0egTEuRhwiw8HbR780uDJ47 FtOcyR6o? • 1 1-10-8 1 1041-61 1-2-0 1 11-2-o II -1 Scale=1:38.2 3x4= 3x6=4x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x5= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 n e e 33 32 31 30 29 28 27 26 25 24 23 22 21 3x4 = 3x6 = 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 4x6= 3x4 = 3x5 SP= 3x8= 14-0-14 1 2-1-8 1 12 -10-14 l0-5-11 I 22-4-12 [ 2-1-8 10-9-6 b-7-D 8-3-14 0-7-0 Plate Offsets(X,Y)– [11:0-1-8,Edgel,[12:0-1-8,Edeel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (laic) I/deft Ud 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 Inc( 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. D PR 0 3)Refer to girder(s)for truss to truss connections. Fes 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)33. �'�� Caj N er/. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. C % �:9 (7 . 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 ., 29 attached to walls at their outer ends or restrained by other means. " 87022PE c 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard (1%A OREGO. t O40 OS P : A. HER EXPIRES:06/30/2015 October 22,2014 I r ®WARMM-Verf/ydesign parameters sod RIAD M}TES 0H MS AR 7M.1LSE0 MIMIC REFERE1KE PAGE HU 7473 pea!f29/2010 BEOREUSE —r Design valid for use only with MOek connectors.This design is based only upon parameters shown,and is for an individual building component. l• Applicability of design parameters and proper incorporation of component is responsibTty 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 T e k• erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding M I l fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPll Qualty Criteria,058.89 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 It Southern Pine(SP)lumber is specified,the design values are these affective 06/01/2013 byAtSC r' Job Truss Truss Type Qty Ply 3413 BD R43072340 PL14-380_UP F04 FLOOR 3 1 Job Reference(optional) ..._..._Pacific Lumber 8'Russ Co...__._.Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:55:59 2014 Page 1 D:zs2ygYHMY1t1Z1 p9y12t1 yAg7?reK_pkwgpjPYFG_1 QS8C9F7hUgrab7JASJn?Q1+2yR6o_ 1 1-4-0 1 1-4-0 1 1 1-7-6 1 1-0.0 1 - _ 1 1-7-0 I p-10-10I 1-7-0 II 1-7-0 1 1-7-0 11 1-7-0 1 1-7-0 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 E _ e i\ oma\ e_ o_ •-.e c e_ e e e a• e • a a 0 32 31 30 29 28 27 26 25 24 23 22 21 4x5= 3x8= 3x6 FP= 3x6= 385= 385 = 3x4= 3x5= 3x5= 3x4= 4x6= I 2-11-0 I 21-3-0 1 7-11-0 19-4-n Plate Offsets(X,Y)- (12:0-1-8,Edgel,(24:0-1-8,Edgel,(32:Edge,0.1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/dell Ud 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!nor YES WB 0.79 Horz(TL) 0.02 21 n/a n/a BCDL 5.0 Code IBC2012/rP12007 (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, 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 Uplift32=-913(LC 4) Max Gray 21=656(LC 4),31=2027(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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=-281/0,14-24=-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. cAD PROFL. '` 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. ,.�N�I NF,4 s��2�<. 6)CAUTION,Do not erect truss backwards. 414 LOAD CASE(S) Standard 87022P� y Aj,OR GON ti�04~ 9OnFM8ER 1• P� SA. HES'` EXPIRES:06/30/2015 October 22,2014 t I ®MA.k Par,-Verify'design;aameers;Ad READ MITSONTHIS AND ThCItDEDMITEKREFEREM PAGE X17.7473 lea 2/29/2014BS3,9EUSE 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 [" is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the M ilek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage.delvery,erection and bracing,consult ANSI/711 Quality Criteria,055-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely IntormaHon ovalable from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specified,the design values arethose effective 06/O1/2019 tryALSC 4' Job Truss Truss Type Oty Ply 3413 BD R43072341 PL14-360_UP F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 5 J0111 2014 MiTek Industries,Inc.Tue Oct 21 15:56:01 2014 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg7?-bj5a9cr3F1 pyV IBpZZErIKYmI?e9PbGXIm5UXzxyR6ny 11.0-0 1 011 1 1-2 P.7-2II 1-2-0 1 1-2-0 11 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 e_ e s e - - e rt ID a e - e e N S' / N / N Z N / N / N / \ \ 7 . /'.N-- l'el: 0. e 1a4 e e e a 35 34 33 32 31 30 29 28 27 26 25 24 23 354= 4x6= 356=3x6 FP=355= 355= 3x5= 355= 4x4= 355= 4x6= 3x4= 1.5x4 SP= 15-6.14 I 14-4-14 1101-71--01-7-0 y-11-1 1 21.4-0 I 14-4-14 'g,7-0 7-0 5.9-7 Plate Offsets(X,Y)— 117:0-1-8,Edge),127:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=-460/0,8-30=0/334,12-28=-255/55,15-28=0/498, 15-27=-885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18.25=-20/270,17-25=-1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ���D PR 0FF. 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 • rs attached to walls at their outer ends or restrained by other means. ' 1� VN�I NE`-7;9 /0 LOAD CASE(S) Standard .87022PE / fn cv -7, "0";:OREG•N e O 0 SER.\' Pte Os, A. HERS EXPIRES:06/30/2015 October 22,2014 r ®W4TINI?#3-VerffydesgnFaramerrrsandREADNOTESONTNISAIDIMLUDEDHITEKREFERENC PAGE NIB7473ter.IPS/MA DBMS USE Design valid for use only with Mitek connectors.This design is based only upon paramelers shown,and is for an individual building component. �, Applicability of design parameters and proper incorporation of component is responsblity 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 bulling designer.Fa general guidance regarding fabrication.quality control,storage,delivery.erection and bracing.consult ANSI/TPII Qualify Cdleda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Informalon available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 It Southam Pine fSP)lumber is specified,the design values ate those effective 04/01/2013 by MSC i. Job Truss Truss Type Qty Ply 3413 BD R43072342 PL14-360 UP F06 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 ID:zs2ygYHMYItI_Z1 p9y12tl yAg??-3vfyMysr?Kxp7Rm?7HIstmIxT2WZKe2u?I D4wNyR6nx 1 1-10-8 1DW 7-6-0 1 1 1-2-0 0]' 10 n, p _1 _1'T II Scale=1:38.5 3x6 FP= 4x5= 5x16= 3x4= 3x4= 3x5= 3x4 II 1 2 3 4 5 6 7 89 10 11 12 13 e n / �'� e e A s e'/ _ e�i�\ a % r I-- - 4 t.i 111.1.11e. ICS �/ If 22 21 20 19 18 17 16 15 14 5x6= 4x6= 3x8= 3x6= 3x4 = 4x8= 3x4= 3x6 FP= 14-0-14 I 2-1-B 0-1-8 110-0-14 1b-7-0f I iS62 10.1'88 2-1108 1 2-i-8 0.-8 f0-7-14 0.7-0 Plate Offsets(X,Y)— r7:0-1-8,Edpe),(10:0-2-0,Edge),116:0-1-8,Edgel,(22:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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 Incr 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&Btr(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 OF 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. (Ib/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=-1384/0, 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. ��0 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 �\JGINEF. /O2 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.13?X 3")nails. Strongbacks to ,/ 9 be attached to walls at their outer ends or restrained by other means. ° 87022P E 1— 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard - 'oj;OREG•N ti� 4/ Q ° 8ER11 P� S A. HEet EXPIRES:06/30/2015 October 22,2014 s a ®IMAM-Verify design paramemrs sad READ trams ON IRIS AND MUDS MITEKREFEP,WCE PAGE Mf7.7473 ret 1/29/2014BEad{Et/E Design valid for use only with MTek connectors.fits design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsbtity of building designer-not truss designer.Bracing shown 1, is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibil5ly of the -- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MlTek' fabrication.quality control,storage.delivery.erection and bracing,consult ANSI/TPI1 Quality Criteria.058-89 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(SP)lumber is specified,the design values are those effective 06/01/2013 byAISC Job Truss Truss Type Qty Ply 3413 BD R43072343 PL14-360 UP F07 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Tue Oct 21 15:56:03 2014 Page 1 ID:zs2ygYHMYItl Z1p9y12t1yAg??-X5DKZItKme3gIbLBh_G5Pzr7ASrY3Bf2EPze2pyR6rlw - I 1-2-0 I 10.8-6 ii 1.2.0 110- 7-21 Scale=1:34.3 4x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4=3x6 FP=3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 a / � N � ei:I' iINVN- I � V per e e • 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 I 13-2-14 1�9-141 I 20-2-0 13-2-14 7-0 10-7-0 5-9-2 Plate Offsets(X,Y)- 112:0-1-8,Edgej,113:0-1-8,Edpej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud 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/rP12007 (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=-935/0,429=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=-1287/0,16-21=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/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. `G\\�p.P R OFF" LOAD CASE(S) Standard NGIIV FR c$'jO. c 870 2P cv -y��A>,:OREGO. c O 0 M8ES 'k . A. HER EXPIRES:06/30/2015 October 22,2014 4 ®wAro W3-VndIydesignparametersandREADN317SONTHISANDMIMPEDH1TEKREFEREMTPAGEt4M7473rec1/29/20uSEVIEUSE Design valid for use only with Mifek connectors.This isdesign is based only upon parameters shown,andfor an individual building component. 1- Applicability of design parameters and proper incorporation of component is responsibBily of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabitty during construction is the responsibility of the iw 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 Qualty Criteria,058-89 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,95810 If Southern Pine(SP)lumber is specified,the design values are.thase effective 06/01/2013 byALSC Job Truss Truss Type City Ply 3413 BD R43072344 PL14-360 UP F08 Floor 1 1 Job Reference(optional) Pacific Lumber 3 Truss Co., ......_Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 21 15:56:04 2014 Pagel ID:zs2ygYHMYItl_Z1 p9y12tlyAg??-?HnineuyXyBXMIwOEhoKyBOLSsFRoXPBS2IBaFyR6nv I 1-10-17 1 13-10-1411 1-0-0 I I 1-2-0 i t 1-4-10 1 1-3 D I I 1-3-0 I 1-3-0 I I 1-11.8 • 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 e B 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 1 12-11-2 3-6I 19-7-4 1 21-9-12 1 7-1-12 10,1-67-0 b-7-0 5-6-2 7-7-8 Plate Offsets(XX)- (12:0-1-8,Edge1,[18:0-3-0,Edgel.123:0-1-8,Edgel,(32:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deg Ud 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(rL) 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=-565/0-3-12 (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=-35/470,8-26=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. ,c),..0 PROFFS 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 IN d' E be attached to walls at their outer ends or restrained by other means. \� .�NG �� Q2 5)CAUTION,Do not erect truss backwards. �' LOAD CASE(S) Standard `t- 87022PE -9� CD cV 7 A/,;.OREG•N ti AO 9C,Oc��j8E.R 1\ PCO `s. A. HEWN EXPIRES:06/30/2015 October 22,2014 I A ISAANIW3-Vecftydesign paramemrs sod READ?/3375 ON 7711$AND 7AK2maEO MIR'REFEREifK PAGE MU-7413 ma 1,29/2O18BERTREt15E Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. - Applicobilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown a for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilltty of the p q 1Te�• erector.Additional permanent bracing of the overall structure is the responsbiity of the buldilvi ng designer.For general guidance regarding fabrication.quality control storage,delivery,erection and bracing.consult ANSI/11'11 Quality Criteria.DSB-89 and SCSI Building Component 7777 Greenback Lane,suite 109 Solely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandra.VA 22314. Citrus Heights,CA,95610 If Southern Pineal:)lumbar is specified,the design values are those effective 06/01/2013 by MSC • Job Truss Truss T,pe Qty Ply 34136D R43072345 PL14-360 UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 S Jul 11 2014 MiTek Industries.Inc.Tue Oct 21 15:58:06 2014 Page 1 I D:zs2ygYHMYIti_Zt p9y12t1 yAg77-xgvTCJVC3ZRFc34mM6go1 cTdXfsdFXyUWMB If8yR6nt 1 1-0-0 1 1 1-0-10 II 1-7-0 111-7-211 1-2-0 1 1-2-0 ii 1-2-0. 1 1-7-0 1 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_ •\ o a o / - e e e. a e e 1 5-' / \ e /•\ ./• ! - !-/+N-1 \-/ \-X \ /_`- IN a ,� d O e e O ,] O 1 33 32 31 30 29 28 27 26 25 24 23 3x4 = 4x6= 3x6 FP= 3x5= 3x5= 3x5= 3x6= 3x5= 4x6= 3x4= 1.5x4 SP= 3x6= 15-2-10 I 14-0-10 114-7-1q 1 20-11-12 I 14-0-10 b-7-011-7-0 5-9-7 Plate Offsets(X,Y)— (14:0-1-8,Edgel,115:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) I/deft Ud 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 Ina 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,096E 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. 1 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. (Ib)-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=-3266/0,16-17=-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. 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 � P.RO1c . be attached to walls at their outer ends or restrained by other means. <3; ‘'...0G(NE fSy LOAD CASE(S) Standard ct .870 2PE 1!. 5 N0QREG N '~ l-u 00. BER \ . Qr • • S A. HE EXPIRES:OS/30/2015 October 22,2014 i _ 1 AWATNII#3-Verify design parameters and READ AOTEEONTHISAMOIi. USEOMITERREFEREMEPAGE MIL 7473ret1/29/20t4BOWIE USE Design valid for use only with MiTek connectors.This design is based onlyupon parameters shown.and is for an individual butding component. I- Applicabirity 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 M. . 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 ANS1/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information ova/able from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)Lumber is specked,thedesign values are,there effective 06/01/2013 byAttC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MliIllr Dimensions are in ft-in-sixteenths. "Ilk Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. Q-1/16" 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 11111111111te 4o bramae g shouireId be consideor teernnative Tor I d. ��� l3. Never exceed the design loading shown and never CJstack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building `- C7-8 c6-7 cs-c 111 For 4 x 2 orientation,locate �— designer,erection supervisor,property owner and plates 0-'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/7P11. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from w CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber Is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and ♦ SYP represents values as published iall respects,equal to or better than that i� Indicated by symbol shown and/or by p specified. by text in the bracing section of the AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. *�* Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MTek®All Rights Reserved approval of an engineer. ■�■ reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MN� 0.:_-_-.0 MII 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPiI: 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, M'Tel( 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 a w,a�e 341/►t CONFORMSTO DESIGN CONCEPT t VED CONFORMS TO DESIGN CONCEPT WITH -. , _„ce_u - - U REVISIONS NOTED 0 NONCONFORMING-REVISE&RESUBMIT Ti'Q_.1 EI!V CRAW.I4 iN FEN SCNC*O FCC CEMFCLL OY3C,W:7 EB ® 3 2016 MTH lESS r'1r'CT M, VC DIES ,:r, ,s,-:-.F.. T.e fAECCAT01 CF«RECPY1i0JTY FC V..C!.ff1YMCE OM:MI'A G'. �— N M C,) N CAM:WS.5K0. CC A9 PJ'?JUE E CCOES.NI CF WPCCCC NAVE "7 P:n.:a•ER sR I'Ad2io' 3 3 DavidRBumett Date 10/27/14 CITY I/7A1:7,-)” BY David ARCHITECTS PH . 1, ,1 .� M. t SJ1 �_- a a SJ1 / . / rz, SJ2 3:12 • SJ2 q SJ3 SJ3 firdr 4 ® c FORMS TO DESIGN CONCEPT le ❑ CJNFORMS TO DESIGN CONCEPT MTH IZ_YSIONS AS SHOWN O h.24-001 FORMIIi'u-R_"I11SE AND RESJRHI- '�"�"Ail_ CCC V.O.v.AL:F'+CC SEEM fs_YTFY. ECO iY.-FAE:J!FCFC CC FfR Tl TM WOW'CNC AC CrE V5t REiI-c'iE Tit - F11R11 ss7oC OF R: FCCFTID7?(C!i CCI S.fi:OC Mt:TF _1:11.,RISS R•C b?EEIf1L,1044?Lt V.1:4 I-A'✓sPRVITT CCC Cl SCR C.CDSS. CCC:ir3 CCCII Y_vf?CU Cnr.scsc. r 6412 —. 5J: TTCI R.FFtwIle:9:tPelr 70 2010 CT ENGINEERING INC :tit. 6:12 , C2 �� 4 C _ a ^A ' --- C4 -- - - --- --^ _. .. ti 11003gL F «- � SJ3 • :1 — 6, \ `~ ,• 4 SJ2 710 — � 1 � 1 SJ1 m &I2X �'��� �� — SJ1 '� 6:12 •'1- i1JLill — L.- 4 -,Ir . - Q N CE) : CO N rJ ti,, ; i R RR 62_ b SJ2 , SJ2a GARAGE SJ1 __•r 6 12 , --- SJ1m Pr / 44./ NCO M N - aaaaaaa 441 12-4u -I- 151-2' I 2T-6' I- 14'-8 1/2'' I GO Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 10/23/14 PLACEMENTAND° :i g PROJECT TITLE REVISION-1: URAL DRRAAWINGESFORALLRED UFURRTHER - R 3413-B POLYGON NW NG DESIGNER/ENGNEEROFIRECORD `iii PLAN: RESPONSIBLE FOR ALL NON-TRUSS I� DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 3413 / B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS ':1 COMPANY 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. 34'41 , El CONFORMS TO DESIGN CONCEPT I ❑CONFOONSRMS TONOTED DESIGN CONCEPT WITH REVISI 0 NON-CONFORMING-REVISE&RESUBMIT !NS LBO?CRAWS:WO ISAS REF`B0;FOP CE,BA.:.MY::.ANCE . WITH DE5151 C(Y=PT SEy AlD DOES BOT MOTTO TE FOSHC TG'A41DM OF Asspumerxr FCR CZTOFOPSp!1X WITH MOON ownX..i.sxarcvros.no AFIVCWE CT E5.WI SH Wrt01 HAY 95 13 cal 51 0r1 CNI .tr- oma CR ByfOBi David R Burnett Dat! 10/27/14 0, € MILBRANDT ARCHITECTS SJ1 i\ a SJ1 iao qSJ2 _ pofr P :19 /. SJ3 _ISI ► 1. sJ3 ' /4�/ I ; F SJ2 CONE{RMS'D DESIGN CONCEPT COWFORMS'0 DESIGN CONCEPT WITH RENS ONS S SHOWN y" - -- - ❑ NON-C OIIEO:MING-REVISE AND RESUBMIT 1 (2) TH:s M SAILIL IC BEER RIY:EREO FOR VERA;cmcaswi. 4/04 FITH TA M31: OM KB PRIM 74 ASTICA CA.YI 1 49FCFS:=PT VAT 91LITY FCA ITFFSSBLE l:IH nE LBSIM 1,44I11_510 PSSIFICAT:ClS kl C%MISS WITS FR.1,7-3TY ` 50 0 THIS YTS.C:h:Y.. mamma1JALI Wan NJ.DIV-1310.%S.-- _- `t "" ~- -- Bio 1140 R.EOM 31515 yct1EFr:0.2011 CT ENG.NEERING INC 6:.12 — - N i .C2 (5) 6:12 4 C3 • • C6 \ 14M rr4w.; , . •....,e,;i7 al :3iiar 111 7 '/_ eo SJ1 ..; - 10111, ; ,,ii Sa. J1 I% r�nor 11 11=�'I ,it CR AN' L', s I �EirMilil . i, a T SJ2 SJ2 0 SA "_1 12 ' �_ SJ1 Ir �I DR � 3cal gi3a gP • I 152' 4 121-4" I- 2T4' 4 I- 140.-8112' I O Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: "11 ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 10/23/14 ER TO TRUSS CALCULATICEMENT ON AND ENGINEEREDS T PROJECT TITLE: REVISION-1: DAINGOR ALL FURTHER 3413-B 3413-B POLYGON NWDESIGNER/ENGNEFR OF BUILDING PONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 3413 / B CHECKED BY DEREIIAPPROF ROF ECORD O TRUSS !� COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. +ot 1 R .7 i 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. uii Diii ill ii 1 lUi I liI 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 6095233-6095239,6095241-609524c 3413-B POLYGON NW1 -3413-B POLYGON 1\ 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 BC: 2x6 KODF #1&BTA 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 LL = 25 PSF Ground Snow (Pg) TO LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'. 0.0' TO 6'- 0.0' V BC LATERAL SUPPORT <= 12'OC. UON. TO UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0' TO 9'- 2.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 2.0' TO 15'- 2.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0' TO 15'- 2.0' V 0'- 0.0' -256/ 1210V -48/ 48H 5.50' 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24'0C UON. FOR 15'- 2.0' -256/ 1210V 0/ OH 5.50' 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0' TC CONC LL( 250.0)+DL( 70.01= 320.0 LBS @ 9'- 2.0' ICOND. 2: Desion checked for net(-5 nsf) uplift at 24 'oc spacing.) 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,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.102' @ 6'- 0.0' Allowed = 0.950' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP "" For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.012' @ 14'- 8.5' MAX HORIZ. TL DEFL = 0.020' @ 14'- 8.5' 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. 5-11-11 3-02-10 5-11-11 Wind: 140 mph, h=20.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, T ,320# 5320# T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 6.00 E7Q 6.00 Truss designed for wind loads M-4x6 -: M-6x6 in the plane of the truss only. o ( OM O U ;, p4o c .. 1 5 6 4 O M-3x5 M-3x4 M-1.5x3 M-3x5 y y y y 5-08-08 3-10-12 5-06-12 1, 1' 15-02 o3 PR OPe JOB NAME.33413-B POLYGON NW - Al Scale: 0.4209 \�(<,`"N ss 9 ' WARNINGS: GENERAL NOTES,unless otheedse noted: t:' f 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 T92/:// 1,P E r and Warnings before construction commences. building component.Applicability of design parameters and proper //�/ Truss: A 1Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bradng must be Installed where shown+, . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ®�'.. .. DES. BY• LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'ex.and at 10'o.c.respectively unless braced throughout their lenggt�h by Pa ty continuous sheathing such as plywood sheathing(TC)and/or drywali(WC). DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.20 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 tons is the responsibility of the respective contractor. SEQ. : 6095233 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, "7,q y 0\� ", design loads be applied to any component. and are for*dry condition"of use. Q 1 4 2. a_ TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge if �` (�Q fabdeetion,hnndll necessary.assumes. R R►�-k-. ng,shipment and Installation of components. 7.Design adequate drainage is provided. +l 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 III I I II 11111 VIII VIII ILII I II III)IIII TPINVTCA in SCSI,copies of which will be furnished upon request. git coincideInwith joint ate In I lines. 9.Digits Indicate of plate to Inches. MiTek USA,InciCOfmpulrua Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'• 2.0' TC: 2x4 KDDF N1&BTfl IBC 1.22 MAX) MEMBER FORCES 87A(420 353 LOAD DURATION INCREASE 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C, 2.3e(-774) 153 1-3=(-47) 587 4-20(0) 353 WEBS: 2x4 KDDF STAND 2-3=(•774) 153 4.3=(-47) 587 LOADING TC 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 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 0'- 0.0' -80/ 637V -66/ 66H 5.50' 1.02 KODF ( 625) C,CN,CI8,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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL .+ far hanICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacin0.I ger specs. - See approved plans 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 10PSF 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' MAX HORIZ. TL DEFL = 0.011' @ 14'- 8.5' 7-07 7-07 NOTE:Design assumes moisture content does 1' not exceed 19% at time of manufacture. 12 12 6.00 HM-4X4 -;.16.00 Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=21,1ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 1 i (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 co o M 4r poN 0 O o •f 0 4 3.. 0 o M-3x4 M-1.5x3 M-3x4 J' y 7-07 7-07 y y y 15-02 JOB NAME : 3413-B POLYGON NW - A2 Scale: 0.4584 j���NGPN'pJO�F�pos"c WARNINGS: GENERAL NOTES,unless otherwise noted: �Cr� /n/�Il.I I 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 1 . ^9 G S I P E { Truss: A2 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 responsibliy of the building designer. DES. BY: LJ 1.Additional temporary bracing to insure steW6y during constmdlon 2.Design assumes the top and 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 `r�� /® DATE: 10/23/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)andfor drywall C). / Q Po y 9 1.20 Impact bridging or lateral bredng where shown++ 4.No load should be appied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6095234 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, �L• 2r Y ZONA -. TRANS I D' 410995 design loads be applied to any component. and are for'dry condition'of use. / Q 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 O. 1.4, - nfabrication,handling,shipment and installation of components. Designesessary' provided. MFR R�`-�' 6.This design Is furnished subject to the irritations set forth by 7.Plates shall be locategd one both drainage s of truss, nd placed so their center I IIIIII IIID VIII VIII VIII VIII III I IIII IIIIl be furnished upon MTiTe USA,Inc./CO INYTCA hi BCSI,copies PUTrus of ISoft ch wIware 7 6 6(1L)E request. lines 10.For asic code with nectoroint center Ines. plate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate In Inches. EXPIRES:12/31/2015 I1II111111I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF #156TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1950) 394 1.5=(-379) 1667 5.2=) -301) 1673 BC: 2x6 KDDF #1&BTR SPACED 24.0' 0.C. 2-3=1 -115) 108 5.6=(-367) 1603 2-6=(-1853) 434 WEBS: 2x4 KDDF STAND 3.4=( -10) 5 6-3=( -121) 119 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) Connector plate prefix designators: 0'- 0.0' -207/ 1079V -57/ 144H 5.50' 1.73 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 8'- 0.0' -308/ 1440V 0/ OH 5.50' 2.30 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ADDL: BC CONC LL+DL= 1210.0 LBS @ 4'- 0.0' • For hanger specs. - See approved plans AOOL: BC CONC LL+DL= 637.0 LBS @ 6'- 0,0' • 'COND. 2: Design checked for net(-5 est) uplift at 24 'oc soacina.l LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.016' @ 4'- 0.0' Allowed = 0.354' MAX TL CREEP DEFL = -0.052' @ 4'- 0.0' Allowed = 0.472' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.004' @ 7'- 6.5' MAX HORIZ. TL DEFL = 0.009' @ 7'- 6.5' 4-01-12 T 3-06-08 0 -31 '2 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 6.00 M 1.5x3 4 -, 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=1.6, Truss designed for wind loads in the plane of the truss only. M-3x8 0 t�• 4 4 ® I ®,1 C1 r_� 5 5.. M-3x4 M-3x8 M-5x6 y +1210# 4,637# y 4-00 4-00 y 3, 8-00 P B NAME: 3413-B POLYGON NW - A GIRD Scale: 0.4665 <0 tNAGINOF�ss/O JOB ? InI ZI7 , WARNINGS: GENERAL NOTES,unless otherwise noted: � 'oOPE 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 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: A GIRDIncorporation of component Is the responsibility 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 3.Additional temporary bredng to Insure stability during construction 2'o.c,and at 10'o.n,respectively unlss braced throughouttheir lenggth by O� DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)endfordrywat(BC). A 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 to SEQ. : 6095235 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`/ / N b, 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, design loads be applied to any component. 5. and are for"dry condition"of use. _Y TRANS I D: 410995 CompuTrus has no control over and assumes no responsibility for the e'De signcessO 1 4 assumes hill bearing at a)supports shown.Shim or wedge if c fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. A 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 .. ch be furished upon lines coincide with joint center Ines. 11111111 111111111 III 111111111111111 VIIIVIIIIIII IIIIMTee USA,Inc./CompuTrus ISoft IWere 7n6.6(1L)-E 9.request. late In Inches. 10.Forrib sic connector ts indicate size oplfate design values see ESR-1311,ESR-1988(MITek) + EXPIRE5:12/31/2015 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4Wfl/ODF/Cq=1.00 TC: 2x4 KDDF g1SBTR LOAD DURATION INCREASE = 1.15 1-2n( 0) 50 2-4=(0) 0 + BC: 2x4 KDDF 6188TA SPACED 24.0 O.C. 2-3=(-42) 40 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 SG.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' •61/ 297V -7/ 47H 5.50' 0.47 KDDF ( 625) 1'• 10.9' -102/ 88V 0/ OH 1.50' 0.14 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 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 IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 psfl uplift at 24 'oc spacine.I 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' T 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=19.7ft, TCOL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Trinuss thedplaneed offor thewind trusso ads 0' v only. 0 (3 4 NPIA11.11...111.1111.11.1111.1111111111. a ' 0 2►1 ► 4 M-3x4 y ).. 1, 1-00 (PROVIDE FULL BEARING:Jts:2,3,4I 6-00 6. JOB NAME : 3413-B POLYGON NW - AJ1 Scale: 0.6954 �5�x..,. N`p►°�FP9 '2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� ISII1.7 l -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 tt !92IOPE r Truss: AJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proppeer 2.2x4 compression web bredng must be Installed where shown+. IncorporeUon of component is the responsldBry of the bulkling designer. 7.Additional temporary bracing to Insure sradGty during construction 2.Design assumes the top end bottom chords to be lateral.),braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.d.respectively unless braced throughout their length by ale ��' DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such es plywood sheathing(TC)and/or drywall(BC. / Q P ty g g 3.2x Impact bridging or lateral bracing required where shown++ O 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 OREGON 40 SEQ. : 609523 6 fasteners are complete and at no Ume should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, l.• v 'Y (220 i_ A, 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 full bearing at all supports shown.Shim or wedge if Q 1 4 ,P fabrication,handling,shipment end Installation of components. necessary. provided. A �R n)�� 6.This design Is furnished subject to the Urhtatlons set forth by a.Plates shall be locaten assumes d uoneboth faces s of u , nd placed so their canter 'Yr rl IIIII II II IIIII IIIII II 111111 IIIII El(III MTe USA,lnCIANTCA In JCompuT s iSoftware 7 6 6(1L)-E I,copies of whch will be furnished uponrequest ndde with joint center Ines. 10.Farribalines asic connector ecor platetdesign values see ESR-1311,ESR-lana(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 TC: 2x4 KDOF 1118BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 50 2.4=(0) 0 BC: 2x4 KDDF 8188TR SPACED 24.0' O.C. 2.3=(-65) 49 TC LATERAL SUPPORT <= 12'OC. MON. LOADING BC LATERAL SUPPORT <= 12'OC. MON. 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' -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,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY'DUE TO THE SPATIAL ICOND. 2: Design checked for nett-5 osfl 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 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 = 0.078' 3-11-11 MAX TC PANEL LL DEFL = 0.012' @ 2'- 2.2' Allowed = 0.246' .f 1' 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 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. ') 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 c in the plane of the truss only. N ro O 4 1 111.=.111114 �4 M1,41111 -3x4 L. J' y 1-00 (PROVIDE FULL BEARING:Jts:2,3.41 6-00 ��� D PRQF6SS JOB NAME : 3413-B POLYGON NW - AJ2 Scale: 0.6329 \`� IGNG(N /O WARNINGS: GENERAL NOTES,unless otherwise noted: �� (I]�/ ' 29 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 ^7210P E 1' and Warnings before construction commences. building component.Applicability of design parameters and proper " Truss: AJ 2Incorporation of component Is the responsibility of the building designer. Al" 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stabiity during construction 2 o.c,and at 10'o.e.respectively unless braced throughouttheir lenggth by 'W DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)endJordrywall(SC). A Q DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2u Impact bridging or lateral bracing required where shown++ OREGON Co 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. 7L iS_ _ �� A. SEQ. : 6095237 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, /. "i 2.o. P,. design loads be applied to any component and are for"dry condition'of use. 1 4 TRANS I D: 410 995 5.CompuTrus has no control over and assumes no responsibility for the e•Design necee somas full bearing et ail supports shown.Shim or wedge If p n fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. './ rl S 1.. 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 ll be furnished upo ines coincide with joint center tines. 111111111111111111 IIII(IIMTITPe SA ulna/CompuT s(SoBCSI,copies of whch ftware 7,6.6(1L) n request. 10.IFForr basic croon size ectoroplatetdes design valinches. es see ESR-1311,ESR-1988(MITe10 ' EXPIRES:12/31/201b ILII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF 618,BTR LOAD DURATION INCREASE = 1.15 1.21 0) 50 2.4=(0) 0 BC: 2x4 KOOF li168TR SPACED 24.0' O.C. 2-3=(-97) 68 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -57/ 402V -22/ 108H 5.50' 0.64 KDDF ( 625) 5'- 9.2' 0/ 74V 0/ OH 5.50' 0.12 IMF ( 625) Connector plate prefix designators: C,CN,C18 CN18 ( prefix)or no refix = LL = 25 PSF Ground Snow (Pg) 5'- 11.7' .68/ 160V 0/ OH 1,50' 0.26 HOF ( 625) 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. 'COND. 2: Design checked for net(-5 psf) 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 = 0.002' @ -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 = 0.079' @ 3'- 7,2' Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092' @ 3'- 4.8' Allowed = 0.593' T MAX HORIZ, LL DEFL = -0.001" @ 5'- 10.9' 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10,9' 6.00(7 3 NOTE:Design assumes moisture content does -1 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, TOOL=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 o M M O/.... 4r .01 O/- O 4 '_'� M-3x4 y y y 1-00 'PROVIDE FULL BEARING:Jts:2.4.31 6-00 JOB NAME : 3413-B POLYGON NW - AJ3 <c.00 PROFes Scale: 0.5817 �J `. /��/p� �'/L2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� v/0/R ! <57 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 tt. ^92.0 P E 1' Truss: AJ3 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 responsibiity of the building designer. /// 3.Additional temporary bracing to Insure stabtity during construction 2.Design assumes lho top and bottom chords to be laterally braced at elff DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2' and at 10'o.c.respectivelyhasply unless braced throughout their length by oS continuous sheathing such as sheathing(TC)and/or drywali((�9C. "ill 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++ SEQ. : 60952384.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'yOREGON t(/ 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- ,j 1b A. design loads be applied to any component. end are for"dry condition"of use. / 9y 20 ..L. TRANS I D: 410995 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If O 14 \>, -k - fabrication,handling,shipment and Installation of components, necessary. A� b I�� 6.This design Is famished subject to the GMtations set forth 7.Designassumes adequatead drainage is f provided. a '�/ +l 1111 IIID II II 11111 VIII VIII II II IIII IIIIby 8.Plates shall be located on both faces of truss,and placed so their center TPIANiCA In SCSI,copies of which will be furnished upon request. Tines coincide with Joint center Ines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E late In Inches. 0.Forrits b basic conneccate size torf plate design values see ESR-1311,ESR-1966(MITek) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-116) 93 3.4=( -70) 27 TC LATERAL SUPPORT <0 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 BAG REQUIRED BAG 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 IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 nsf) uplift at 24 'oc spacin0.l 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 s -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.041' @ 2'. 9.3' Allowed = 0.397' 12 -/ MAX TC PANEL TL DEFL = -0.050' @ 2'- 11.9' Allowed = 0.596' 6.00r.7- 0 MAX HORIZ. LL DEFL = -0.001' @ 5'• 11.2' MAX HORIZ. TL DEFL = -0.001' @ 5'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. A Design conforms to main windforce-resisting system and components and cladding criteria. cm Wind: 140 mph, h=21ft, TCDL-4.2,BCD1=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 4 in the plane of the truss only. 1 cs 4- o o o 110- 115 M-3x4 1- ). y y 1-00 6-00IPROVIDE FULL BEARING:Jts:2.5.3.41 1-05-15 ,c�... P R DF�ss JOB NAME : 3413-B POLYGON NW - AJ4 Scale: D.5676 �� �NGI" 'oA- WARNINGS: GENERAL NOTES,unless otherwise noted: �� /nlz�1�!'9 -v�'' 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 1' 'PE r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AJ 4 2.2x4 compression web bracing must be Installed where shown r. 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 ��i., DES. BY: Lal is the responsibility of the erector.Additional permanent bracingof 2'o.c.and et 10'o.c.respectively unless braced throughout their length by �.�._ po ty continuous sheathing such as plywood sheathing(TC)andror drywali(9C). 9 CC DATE: 10123/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No toad should be applied to any component until after all bracing and 4.Installation of truss is the responsiblfly of the respective contractor. 7QREGQN �'. SEQ. : 6095 23 9 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, .L< V y r4 TRANS I D: 410995 O\b` A 0 design loads be applied to any component. and are for"dry condition of use. Q 14, 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 �`; fabrication,handling, nesessary. shipment and Installation of components. 7.Design assumes adequate drainage Is provided. M 'R RI LL 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 II II I I I IIIII II II III I IIIII I III III III ITPIANTCA In BCSI,copies of which will be furnished upon request. git c dcidcaate with joint centerlines. Di 9. size of platete inches. MiTek USA,Inc./CompuTrus Software 7.8.6(1L)-E 10.linesoniFor basic connector plate design values see ESR-1311,ESR-1968(Well) EXPIRES:12/31/2015 IIIAIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0' TC: 2x4 WOOF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= IB0 2012 MAX MEMBER FORCES 43.10=( C-61)00 2x6 KODF (MUM T2 SPACED 24.0' O.C. ( 0) 50 -10=(-134) 5204 0.14=( -61) 465 BC: 2x6 KDDF #16BTR 2- 3=(•5997) 1190 10O-11=(•13114) 6874 10- 4=( -231) 1443 WEBS: 2x4 WOOF STAND LOADING 3- 4=(•6056) 1207 112=(•1098) 5946 10- 5=(•1830) 393 4- 5=(-5410) 1106 12.2.13=(-1098) 5946 5.11=( -25) 347 TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(•6898) 1424 13- 9=( -712) 3848 11- 6=( -374) 1591 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(•3907) 761 12- 6=( 0) 130 BC LATERAL SUPPORT <0 12'0C. UON. TOTAL LOAD = 42.0 PSF 7. 8=(•4412) 831 6-13=(-2514) 548 8- 9=(-4445) 845 7-13=( -259) 1540 LL = 25 PSF Ground Snow (Pg) 13. 8=( •55) 304 NOTE: 2x4 BRACING AT 24'0C UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0' TO 12'• 0.0' V 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 HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0' 0'- 0.0' -670/ 3376V -73/ 79H 5.50' 5.40 KDDF ( 625) OVERHANGS: 12.0' 0.0' ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 4.0' 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 IAC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 2: Heel to plate corner = 0.75' 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' ** For hanger specs. - See approved plans MAX LL DEFL 0 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, TCOL=4,2,BCDL=6.0, ASCE 7-10, 7-11-11 11-06-10 7-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, T Truss designed for wind loads 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 in the plane of the truss only. 2598# T T '( 1' 1' 12 12 6.00 M-5x12 M-3x6 M-4x10 M-4x10 4 6.00 MN T2 -6- M-1.5x3M-1.5x3 -1-. .-1 <o o <o maim S o O _ - A� �. 10 11 0.25' 12 13 9** .z, O M-4x10 M-3x10 M-1.5x3 M-4x10 M-3x10 O M18HS-7x14(5) 1, 1, , ,1440# , ), /, 7-04-12 5-01 2-08-04 4-11-04 7-04-12 y /, 1-00 27-06 y JOB NAME : 3413-B POLYGON NW - B1 Scale: 0.2355 c<��NGIN`fi�O(F��s/p WARNINGS: GENERAL NOTES,unless otherwise noted: 4( 12�Il.l 7 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 ^92J,,0 P E ti' Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown 4. Incorporation of component Is the responsid6y of the building designer. 3.Additional temporary bracing to Insure stadOty during construction 2.Design at 1 'the top and bottom chords to be laterallyo braced at DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` �� Po ty permanent of continuous sheathing such as plywood sheathing(TC)end/or drywall(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++ A tr 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 SEQ. : 6095241 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� 20�� �� design loads be applied to any component. and are for*thy condition"of use. / 'Q TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge if Q A_ 1 4, �t= fabrication,handling,shipment and installation of components, necessary.se Is p cR R(L e.This design Is furnished subject to the irritations set forth by B.Plates shall n be locatees d uoneboth i faces of truss,end placed so their center lines incide with Ili VIII 111 111 VIII VIII 11111111111 MTiTTekUSA,CA rSCSI,copies of Inc./CompuT s(ch Sofwill aware 7.6.6(11)E request. 10.For basicconnector oint center Ines. plate design values see ESR-1311,ESR-1986(MITA)9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 11111111111 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 (Non-Rep) 1.2=(-2948) 628 1.5=(•568) 2526 5-2=) -232) 1254 4.7=(-1984) 446 BC: 2x6 KODF #1&BTA SPACED 24.0' O.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 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. 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 SO.IN. (SPECIES) 0'. 0.0' -344/ 1658V -42/ 105H 5.50' 2.65 WOOF ( 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+DL= 1210.0 LBS @ 3'- 0.0' ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0' ICON!). 2: Design checked for netl•5 psi) uplift at 24 'oc spacing.) ADDL: BC CONC LL+DL= 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,M20HS,Mi8HS,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' ( 2 ) complete trusses required.i] BOTTOM CHORD CHECKED FOR 1OPSF 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: 9' oc in 1 row(s) throughout 2x4 top chords, NOTE:Design assumes moisture content does 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 row(s) throughout 2x4 webs. CONC. LOAD(S) EQUALLY TO ALL MEMBERS. ** For hanger specs. - See approved plans Design conforms to main windforce-resisting 6-02-11 1-09-05 system and components and cladding criteria. 3-01-12 3-00-15 1-09-05 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, T T T 1' load duranHeihts),factorsed, Cat.2, Exp.B, MWFRS(Dir), tio 12 Truss designed for wind loads 6.00 137- M-4X6 in the plane of the truss only. M-3x5 -, M-3dii c w 0 Rrig m ® Pi) -a, C 1 r.- 5 6 **7 M-3x4 M-3x4 M-7x8 M-3x8 y 11210# 4,637#y .2330# y 3-00 y 2-09-12 2-02-04 J. y 8-00 �� Q PROFe JOB NAME : 3413-B POLYGON NW - B GIRD 5� t1GIN Si Scale: • 0.4060 \ ! oA_ WARNINGS: GENERAL NOTES,unless otherwise noted: �� v/�r/f�I _Y9 1.Builder and erection contrador should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual 4' t 92 O P E r and Warnings before construction commences. building component.Applicability of design parameters and proper / //" Truss: B GIRD Incorporation of component is the responsibiity 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 3.Additional temporary bracing to Insure stadity during construction 2'o.e.and at 10'e.c.respectively unless braced throughout their lengQth by �. . at✓� DES. BY: LJ 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 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 responslbitlty of the respective contractor. 7 SEQ. : 6 095242 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, L- X1,' ONS design toads be applied to any component. nend are for"dry condition"of use. ,(� y 1 4 2 tai 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 p � fabdcotlon,handsDesign assumes MF,I.R 1.1.E handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shalt be located on both faces of truss,and placed so their center -. Ines e with joint nter Ines. 1111111 I 111111111 11111110 IIIVIII NI IIII IIII MTITPe SAnina/CompuTrus ISoflware 7.6.6(1L)En request. 19.0 FForrib sic cod`ectoropf la edesign values see ESR-1311,ESR-1988(MITelq , EXPIRE5:12/31/2015 110 1111111 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 p1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-4=(0) 0 BC: 2x4 KDOF Al&BTR SPACED 24.0' O.C. 2.3=(-50) 15 TC LATERAL SUPPORT Co 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD a 32.0 PSF BEARING MAX VERT MAX HORZ BOG 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' -67/ 301V -6/ 43H 5.50' 0.48 KDOF ( 625) Connector plate prefix designators: 1'• 9.2• -29/ 24V 0/ OH 5.50' 0.04 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 12 LL = 25 PSF Ground Snow (Pg) 2'- 0.0' -18/ 43V 0/ OH 1.50' 0.07 HOF ( 625) M,M2OHS,MI8HS,M16 a MiTek MT series 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) 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' 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' 8 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, iii c (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. epi 0 v �Ei0 of- 2' 4' M-3x4 1, J, y 1-00 2-00 (PROVIDE FULL BEARING:Jts:2,4,31 vo JOB NAME.33413-B POLYGON NW - BJ Scale: 0.9953 �5<'�NGPN o�fis��o WARNINGS: GENERAL NOTES,unless otherwise noted: 4 '41,OG)�1/7r I *-fl 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is loran Individual CC. •P E r Truss: BJ and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression wob bracing must be installed where shown+. Incorporation of component Is the responsibmty of the building designer. 3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: LJ permanent2'c.c.and at 10'o.c.respectively unless braced throughout their length by `r�rr,- +_� la the responsibility of the erector.Additionalildingbracingof continuous sheathing such as plywood required sheathing(TC)end/or drywall`BC). / - DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown+* C SEQ. : 60952434.No load should be rippled to any component until alter at bracing and 4.Installation of truss is the responsibility of the respective contractor. A_ 0 OREGON. titanfasteners are complete and at no time should any loads greater c 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• 410995 design loads be applied to any component and are tar"dry condition"of use. �L/ 7 q �� • 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.°.�4 fabrication,handling,shipment and Installation of components. necessary.7. provided. This design is furnished subject to the imitations set forth by 8.Plates shall be locatassumes ed one both faces)of truss,and placed so their center ��R RIO- 6. IIIIII1VIII VIII 11111111 11111111111 MT6USA,rInc./CompuTrus)Soft)ware 7.8.6(1 L)E BCSI,copies of whch wil be furnished uponrequest. lines coincie with jint center lines. 10.For basic coon ectoroplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate In Inches. EXPIRES:12/31/2015 IlllllIIIIIII 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 KDDF #1&BTR 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 DF 2400F A; TC UNIF LL( 50.0)+DL( 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 #1&BTR B TC UNIF LL( 100.0)+DL( 28.0)= 128,0 PLF 8'- 0.0' TO 26'- 0.0' V 5- 7=( -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=( -7608) 2180 22-13=(-1544) 5908 18-19=( 0) 142 BC LATERAL SUPPORT <= 12'0C. UON. TC 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=( -6146) 1706 19- 8s( -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 21-10=( -160) 974 10-22=(-2134) 710 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP OVERHANGS: 12.0' 12.0' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG 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). J� 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, )GOND, 2: Desitin checked for net(-5 psfl uplift at 24 'oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 9' oc in 2 row(s) throughout 2x6 top chords, M,M20HS,M18HS,M16 = MiTek MT series W 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 TL CREEP DEFL = -0.001' @ 35'- 0.0' Allowed= 0.133' 2-09-12 4-04-03 5-01 1-02-14 3-11 MAX HORIZ. LL DEFL = 0,160' @ 33'- 6.5' MAX HORIZ. TL DEFL = 0.258' @ 33'- 6.5' 2-09 �2-09-12� 0-�6-05 �2-08-08 3-04-02� 4-05-08 1' T '' 097.30# i'r T T T 4597.30# ''12 1' NOTE:Design assumes moisture content does not exceed 191s at time of manufacture. 12 M-3x8 II "s:-.16.00 Design conforms to main windforce-resisting 6.00 M-3X5 um-4x4+ system and components and cladding criteria. M-3x5+(B) M-3x5+0 M-3x4 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, oi (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), load duration factor=1.6, M-4X10 M-5X6 Truss designed for wind loads M18HS-5X16 I'll' ���W? in the plane of the truss only. M-3x4 M-1.5X3 M-2.5x4 or equal at non-structural diagonal inlets. M-3x8 ` c M 4x10 ' _ `� o d- �/16 16 17 r` 19 = - 4 v o /� M-3x4 M-3x8 c 18 20 21 22 �� 0 o M-1.5x3 M-3x10 0.25" M-3x8 M-3x8 0 a 3.75 M-7x10 M18HS-5x16(S) 12 -05-082-09-12 2-11-08 5-02 , 4-11-08 3-07-10 3-09-06 8-02-12 , b , 2-05-08 10-09-08 20-09 1;0.9 1-00 34-00 1-00 �� 0 PR OpeSS JOB NAME: 3413-B POLYGON NW - Cl �yGIN �o Scale: 0.1516 c pip n 1 WARNINGS: GENERAL NOTES,unless otherwise noted: �92��/PE �� 1.Builder and erection contractor should be advised doll General Notes 1.This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Apptcabi5ty of design parameters and proper Truss: C 1 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `®� 2'o.c.end at 10'o.c.respectively unless braced throughout their length by r DES. BY: U is the responsibility or the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Wow,- Q DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ L QREG❑N� A. 4.No load should be applied to any component until idler all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 .. a SEQ. : 6095246 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the . g and are for"dry condition"of use. 6Desin assumes lull bearing at an supports shown.Shim or wedge If !6. 4 y 1 4 Q0 TRANS I D: 410995 (�Q fabrication,handling,shipment and installation of components. esigary. V 7.n Decesns assumes adequate drainage is provided. M-RPM�> 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both laces of truss,and placed so their center III I I11111111111111111 III IIII IIII TPIANTCA in BCSI,copies of which will be furnished upon request. 9 (Digits iinndlicate Joint plate inrInches. - MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311•ESR-1988(MITek) EXPIRES:12/31/2015 II 11111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 50 2.10=(•376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2- 3=(•2510) 513 10-110(•254) 1794 10- 4=1 -15) 446 WEBS: 2x4 KDDF STAND 3- 4=(•2275) 488 11.12=(-272) 1794 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(•229) 1069 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12.0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6.12=( -15) 446 TOTAL LOAD = 42.0 PSF 7- 8=(•2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0' 12.0' 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,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 KOOF ( 625) 34'- 0.0' -235/ 1542V 0/ OH 5.50• 2.47 KDDF ( 625) ICOND. 2: Desion checked for net(-5 osfl 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' MAX HORIZ, TL DEFL = 0.083' @ 33'- 6.5' 17-00 17-00 T j' NOTE:Design assumes moisture content does 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 M-4x6 a 6.00 4.0" Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 W-1' (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l,6, M-5x6(5) ` M-5x6(5) Truss designed for wind loads in the plane of the truss only. 0.25" 0,25" 0 err M-1.5x3 \1101•,.M-1.5x3 m O M M-4x4 M 3x4 1b.25 " .r v = M-3x4 =M-4x4` o M-5x8(S) > y y . y y y 8-09-04 8-02-12 8-02-12 8-09-04 y y 1-00 34-00 1-00 03 JOB NAME : 3413-B POLYGON NW - C2 Scale: 0.1843 �`�"��'�NGPN OFS10- �`�s�p WARNINGS: GENERAL NOTES,unless othenMse noted: ('�+�- /0/P2"7 C2 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 a 9�.0 P E Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4110P, Or 204 compression web bradng must be Installed where shown+. Incorporation of component is the responsibitty of the building designer. 3.Additional temporary bradng to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ Is the responsibility o1 the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `r�r, ��� Q DATE: 10/23/2014responsibility dybuilding designer. continuous sheathing such as plywood shoething(TC)andrer drywall(BC. the overall structure Is the res nsibil' of the 3.2x Impact bridging or lateral bracing required where shown++ 4.Na load should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 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, ti design loads be applied to any component and are for"dry condition'of use. ���4 k 14 2O -t� TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the s.Design assumes fug bearing at all supports shown.Shim or wedge If Q. fabrication,handling,shipment and installation of components. necessary. MFR R`��. 6.This design Is furnished subject to the Irritations set forth 7.Design assumes adequate drainage Is truss, and. I Villi VIII Alli IIII)VIII IIII)11111 IIII IIII g 1by 9.Plates shall be located on both faces of truss, placed so their center TPINYTCA In SCSI,copies of which will be furnished upon request. ones coincide with joint center lines. Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) EXPIRES:12/31/2015 I Mil 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 HOOF 1/13BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-774) 4293 11- 3=( -202) 1398 7-16=( 0) 406 BC: 2x4 HOOF #1&BTR SPACED 24.0' 0.C. 2- 3=(-4872) 917 11.12=(-677) 3691 3.12=(-1247) 322 16- 8=(-206) 147 WEBS: 2x4 KDDF STAND 3- 4=(-2797) 540 12-13=(-373) 2449 12- 4=( 0) 371 LOADING 4- 5=(-2106) 491 14.15=( -8) 54 4.13=) -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=1 -295) 203 BC LATERAL SUPPORT <= 12'0C. 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=( -690) 238 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 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 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 = -0.182' @ 13'- 4.0' Allowed = 1,654' MAX TL CREEP DEFL = -0.363' @ 13'- 4.0' Allowed = 2.206' MAX LL OEFL = 0.002' @ 35'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 35'- 0.0' Allowed = 0.133' 17-00 17-00 1' MAX HORIZ, LL DEFL = 0.108' @ 33'- 6.5' 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 MAX HORIZ. TL DEFL = 0.179' @ 33'- 6.5' NOTE:Design assumes moisture content does 1212 not exceed 19% at time of manufacture. 6.00 IIM 6x6 4 6.00 Design conforms to main windforce-resisting 6 6�0" system and components and cladding criteria. 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(5) 0.25" Truss designed for wind loads in the plane of the truss only. 0.25" `y 0o M1.5x3 M-3x6 M M-3x8 _ �o;- o 0 ,� 1i 12 r- 13,10,---- � nn g i .::i. M-3x4 c 14 15 �6 c M-5x8 Q M-5x8 M-4x8 0.25 =M-4x4 0 **2X WEDGEM-1.5x3 M-5x6(S) . 3.75 W/(2) M-3X4 TYP. 12 y y )' y > y y y2-05-08y 5-03 5-08-04 ,, 3- 07-04 8-02-12 8-09-04 ,, -05-08 10-09-08 20-09 b J.? 1-0 1-00 34-00 1-00 JOB NAME : 3413-B POLYGON NW - C2-C c.;- t,GIPNof ,s sf Scale: 0.1718 \ t. O WARNINGS: GENERAL NOTES,unless otherwise noted: 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 CC. v92SOPE { /+ C and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: C2-C Incorporation of component Is the responsibliiy of the building designer. // 2.2x4 compressionoat web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ��•.. 3.Additional temporary bracing to Insure staid*during construction 2'o.e.and at 10'o.o,respectively unless braced throughout their Ien9lh by ,//r�p! DES. BY: U Is Ore responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(EC). ' Q 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 `,- 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. ' !_ �0, A.S E:Q. : 6095248 fasteners are complete end at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,�), 20 design loads be applied to any component and are fur'dry condition"of use. Q 14, TRANS I D: 410995 5.Compalrus has no control over and assumes no responsibiity for the 6.Design assumes fad bearing at e8 supports shown.Shim or wedge If + fabrication,handling, nesessary. ''MFR R Y1��-- shipmentd and Irritations of components. 7.Design assumes adequate drainage is provided. e.This design Is furnished subject to the irritations set forth by e.Plates shall be located on both faces of truss,end placed so their center III ll VIII IIID VIII II I VIII VIII I'll!III TPIAMrCA In SCSI,copies of which will be furnished upon request. Digscoincideindicate with Joint center Ines. 9.Ines nsize of plateIn Ines. MiTek USA,IncJCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 !!II I 11111 This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA12- 3cq=1,00 BC: 2x4 KDDF #1&BTR S 'PACED 24.0O.C. 1. 2°( 0) 50 2.13e(-523) 2154 12- 3=( O) 289 WEBS: 2x4 KDDF STAND 2- 3=(-2528) 688 12.13=(•525) 2151 3.13=(-570) 193 LOADING 3. 4=(•1944) 653 13.14=(434) 1708 13- 4=(•132) 542 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF 4. 5=( 0) 0 14.15e(•554) 2151 13- 6=(-182) 137 BC LATERAL SUPPORT <= 12.0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 4- 8=(•1644) 622 15.10=(-552) 2154 8-14=(•132) 542 TOTAL LOAD = 42.0 PSF 6- 8=(-1640) 622 4.19=(• 70) 593 7- 8=( 0) 0 14- 9=(•5570) 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 0-lIe)-2528) 688 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11=( 0) 50 OVERHANGS: 12.0' 12.0' LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Conner 8,CN18 (or prefix) = CompuTrus, Inc 0'- 0.0' -293/ 1542V -152/ 152H 5.50' 2.47 KDDF ( 625) M,M2OHS,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' 'COND. 2: Design checked for net(-5 psfl 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 12-00-10( 15-11-11 MAX HORIZ. TL DEFL = 0.087' @ 33'- 6.5' 7-03-04 6-05-04 -03-03� 11901 6-05-04 f NOTE:Design assumes moisture content does T 1 500-05 X72-03 03 f 7-03-04 not exceed at time of manufacture. Design conforms to main in windforce•resisting M-4x6 M-3x4 M-4X6 system and components and cladding criteria. 4 6 12 Wind: 140 mph, h=23,2ft, TCDL=4.2,BCDL=6.0, ASCE 7.70, 12 Q 6.00 (All Heights), Enclosed, Cat.2, Ex B ir 6,00 load duration factor=1,6, P• MWFRS D( )' Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 0 =M-4x4 c 1 t f =M 4x4 c 1 a n 1 0 M-1�5x3 130.25" 0,25"14 15 = 0 M-1.5x3 0 M-5x8(5) M-5x8(5) i, ), ), y ), ). 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 J, y 1-00 34-00 1 y 1-00 JOB NAME : 3413-B POLYGON NW - C3 ����t� PROF�s Scale: 0.1960 5 GIN S/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �LL:' nn/.riie 2,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 s 0 P E f Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed whore shown.r. Incorporation of component Is the responsibilityof the building designer. y DES. B Y: LJ 3.Additional temporary bracing to Insure steblery during construction2•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 buildingdesigner. continuous sheathing such as piyvworequired sheathing(TC)and/or drywall(BC). „.„„,,001, r 9 3.2x Impact bridging or lateral bracing where shown+* . C SEQ. : 6095249 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. •y, 'LiyOREGON �0(/ fasteners are complete end et no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, a 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 Q 14 9-°\ A4 fabrication,handling,shipment and installation of components. necessary. �`.- 6.This design Is furnished subject to the'irritations net forth 7.Design assumes adequate drainage Is provided.ess,end R R ��' eir center I IIII I VIII VIII 11111 11111 III I III I IIII 11 II MiTek SAnInO./CO puT 9 SofBCSI,copies of which will lWare+7,6.6(1L)E request. 9.10.For DIB coindde dicafl.Plates shall sizer oth fpplatee d on n inn valuesh faces stee ESR-131I7 ESRaced so�1886(Welt) EXPIRES:12/31/2015 I illi IIIIIIIll 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 KOH /11&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF Al&BTR SPACED 24.0' O.C. 2- 3=(-2528) 537 10.11=(-389) 2151 3.11=(-570) 209 WEBS: 2x4 KDDF STAND LOADING 3- 4=(_1944) 494 11.12=(-263)11708 11. 4=( -98) 542 4- 5=(-1644) 490 12-13=(-420 2151 11. 5=(-174 94 TC LATERAL SUPPORT <= 12'OC. 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=1 0) 50 7-13=1 0) 289 NOTE: 2x4 BRACING AT 24'OC 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 BAG 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 ICOND. 2: Design checked for net1•5 osfl uplift at 24 'oc soacing.l i1,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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`o 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. 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 Wind: 140 mph, h=22,7ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.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. r 5 M-3x4 M-3x4 c' o 0 vb t J2 13 • o o 0lM-4x4 M-15x3 10.25° 0.25 M-1.5x3 =M-4x4 c M-5x8(S) M-5x8(S) y ), y /, y y 7-01-08 y 6-05-04 6-10-08 6-05-04 7-01-08 y y 1-00 34-00 1-00 00 PR Scale: 0.1843 C?��,'�G1N O..„ 0 JOB NAME : 3413-B POLYGON NW - C4 w /n/R -� WARNINGS: GENERAL NOTES,unless othemfte noted: lr C OPE ti✓ 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 buildingcomponent.Applicability of designparameters and proper C4 and compress before construction commences. P PPa h g F Truss: 2.2x4 compression web bredng must be Installed where shown+. Design incorporation the opent is the mspo dy of the building designer. 3.Additional temporary bredng to Insure slebiaty during construction 2. assumes the top and bottom chords to be laterally braced at ®moi' DES. BY: LJ Is the responsibility of the erector.Additional permanent bracingof 2'o.e.and at 10'o.e.respectively unless braced throughout their length by `/fie. _ Q po ty continuous sheathing such as plywood sheathing(rC)and/or Mywal1(8C). iii 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 bredng and 4.Installation of truss Is the responsibility of the respective contractor. '9L _ -. �a SEQ. : 6095250 fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .O �Y 1 4, 20 design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 410995 5.CompuTras has no control over and assumes no responsibility for the 6.necessary.assumes full bearing at all supports shown.Shim or wedge If P fabrication,handling,shipment end installation of components. 7.Design sumes adequate drainage is provided. 4/1 k+, 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 1CA In BCSI,copies of ch Ones ndde with joint center Ines. 11111 1111111111111111111111111N VIII VIII VIII III VIII VIII IIII IIII M eTPk USA InciCompUTfus ISofttware 7.6,6(1 L)-E request. 0.For ba9.Digits soconnector cate size of te in design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 II11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 IC: 2x4 KDDF 01$BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF A1&BTR . 3=( 0) 50 2.13=(-727) 21405 2.14=(•174) 159 WEBS: 2x4 KDDF STAND SPACED 24.0' O.C. 2- 3=(-2509) 789 12.13=(-727) 2521 12- 4=(•100) 628 3- 4=(-2272) 723 13.14=(-727) 2521 12- 6=(-649) 281 LOADING 4- 5=( 0) 0 14-10=(-660) 2140 13- 6=( 0) 241 TC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(•1973) 679 6.14=(•649) 260 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1973) 690 8.14=( •88) 628 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(•173) 153 8- 9=(-2272) 738 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(•2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0' 12,0' BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'• 0.0' -289/ 1542V -109/ 109H 5.50' 2.47 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 34'- 0.0' -297/ 1542V 0/ OH 5.50' 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacino.l 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' 0 33'- 6.5' T 11-11-11 f f 9-02-10 12-09-11 NOTE:Design assumes moisture content does 5-01-08 4-07 2-03-03 -00-05 4-02-05 3-01-03 4-07 5-01-08 not exceed 19% at time of manufacture. T 1' T 1' Design conforms to main windforce•resisting system and components and claddingcriteria. 10-00 Support top chord at joint 5 and 7 y P 10-00 Wind: 140 mph, h=22,4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7 T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 6.00 M 4X6 5 M-4x6 " -.16.00 Truss designed for wind loads M-3x8in the plane of the truss only. 4 6 M-1.5x3 M-1.5x3 3 -I-. + t7 0 M 01 1 NU71 ..+r O 1214 10 a M-4x4 M-3x8 1 .25" M-3x8 =M-4x4 O M-5x6(S) y y y y y 9-06-12 7-05-04 7-05-04 9-06-12 J, y 1-00 34-00 1-00 y 1-00 JOB NAME : 3413-B POLYGON NW - C5 ��' � PROFss Scale: 0.1960 �t1/GIN')pr/y01.o� /0 WARNINGS: GENERAL NOTES,unless otherwise noted: tGr 10�rI]�:I!.!! . C5 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 IndividualCC. .1 0 P E r Truss: C5 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 responsidity of the building designer. 3.Additional temporary bradng to Insure stadity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.ouch a unless braced throughout their length by ®� continuous sheathing such as plywood Ing(TC)and/or drywall(BC). _„..e Cr DATE: 10/23/2014 the overati structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.• SC�1 4.No load should be appaed to any component until after all bracing and 4.Installation of truss is the responsidlity of the respective contractor. OREGON E Q. : 6095251 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 7L. ?, Y 2° i'- ‘, �A. design loads be applied to any component. and are for"dry condition'of use. / q 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 4 b1 4, �`y fabrication,handing,shipment and Installation of components. Dnesign y provided. M�r7 R)�..� 6.This design Is furnished subject to the irritations set forth by 8.Platesnshassumes ll be locat d oneboth faces of , d placed so their center _ 111111IIIII IIIII IIIII IIIII IIIII IIIII 111 1111 will be furnished upon MTITe USA,Inc./CompuTrusISOnWare 7.6.6(1 L)E request. 10.For basic connectoroplate design values see ESR-1311,ESR-1988(MITek) int center Ines. 9.Digits Indicate size of plate in Inches. 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 g16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-495) 2140 3.11=(-175) 189 BC: 2x4 KDDF p1&BTR 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 <= 12'0C. 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 REQUIRED BRG AREA OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF 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,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for netj-5 nsft uplift at 24 'oc spacinn.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 19k 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, TCDL=4.2,BCDL=6.0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 5-01-08 T 4-10-03 T 7-00-05 T 6 02-05 1f 1-f3 4-07 T 5-01-08 T load duration factor=l.6, Truss designed for wind loads 10-00 in the plane of the truss only. 1' 12 M-4x6 M-3x8 6 M-4x6 12 6.00[7. i 5 d 6.00 M. - M-1.5x3 M-1.5x3 + + • m o 0 _ o iit3 0 o =M-4x4 M-3x8 I.25" M-3x8 =M-4x4 0 M-5x6(S) y y 9-06-12 y 7-05-04 y 7-05-04 y 9-06-12 y y 1-00 34-00 1-00 �c), D PRQp JOB NAME : 3413-B POLYGON NW - C6 Scale: 0.1843 P c 6'!%) WARNINGS: GENERAL NOTES,unless otherwise noted: �� /d l�I 17 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..P,E r I� and Warnings before construction commences, building component.Applicability of design parameters and proper rifer, Truss: C6incorporation of component is the responsibility of the building designer. 2.2x4 compressionlemweb bracingbang must be stabilityataeed wheregshown 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary to Insure during construction 2 o.c.and at 10'o.c.respectively unless braced throughout their length by rte. DES. BY: U Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -S DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown♦+ 'f7L QREGON� w/� 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. t, SEQ. : 6095252 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, ,L �P-: design loads be applied to any component. and are for'dry condition.'of use. /d 14, Q . TRANS I D: 410995 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling, necessary. p shipment and Installation of components. 7. necessary. ss assumes adequate drainage is provided. `R R \ 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 (II II I III VIII VIII I I IIII II II III IIII TPIIWfCA In SCSI,copies of which will be furnished upon request. Digit coincidentwith joint centernches 9.lines size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1998(MiTek) EXPIRES:12/31/2015 Ill 11 1111 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 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-8988) 1824 14.15=(-1508) 7862 14- 4=( -670) 2884 WEBS: 2x4 KDDF STAND 3. 4=(-9058) 1848 15.16=(•1226) 6930 4-15=(•1792) 472 LOADING 4- 5=(-7776) 1582 16.170( -950) 5698 15- 5=( -350) 1906 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7212) 1474 17.18=1 -508) 3480 15- 6=( -540 996 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1170 18-12°) -544) 3458 6-16=( -838) 310 TOTAL LOAD = 42.0 PSF 7- 9=(-3556) 646 16- 7=( -148) 1198 8- 9=( 0) 0 7-17=(-2470) 506 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (P9) 9-10=(•3856) 694 9-17=( •158) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'• 0.0' TO 6'- 0.0' V 10.11=(-3926) 676 17-10=( -68) 382 11-12=(-4012) 688 10-18=( -114) 42 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'• 0.0' 12-13=( 0) 50 18.11=( -36 134 OVERHANGS: 12.0' 12.0' ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 4.5' Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0' -1006/ 4915V -87/ 87H 5.50' 7.86 KODF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP 34'- 0.0' -398/ 2258V 01 OH 5.50' 3.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: [COND. 2: Desian checked for net(-5 psf) uplift at 24 'oc spacina.j 9' oc in 1 row(s) 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, TL=L/180 MAX LL DEFL = 0.001' @ -1'- 0.0' Allowed = 0.100' 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = •0.001' @ -1'- 0.0' Allowed= 0,133' MAX LL DEFL = 0.128' @ 13'- 10.8' Allowed= 1.654' MAX TL 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. Design conforms to main windforce-resisting 7-11-11 17-02-10 8-09-11 system and components and cladding criteria. 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-01-p I2-11.10 3-06-10 Wind: 140 mph, h=21.4ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, T T T T T T T i ( f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 02- 4 load duration factor=l.6, 8-00 Truss designed for wind loads 12 M-5x8/Ir598# ' T in the plane of the truss only. e M-4x6 12 6.00 M-3x5 M-sx4 M-37x4Q 6.00 2 <C \/ + M-1.5x3 1 o o C rw 4 . . w 14 15 16. 17 18 3 o o M-3x10 M-6x8 M-3x8 U 25s M-3x8 M-3x5 o ll 3191# M-7x8(S) M-3x4 b y 6-02-12 1-04 9-05-04 9-05-04 1-04 6-02-12 y y 1-00 34-00 1-00 JOB NAME : 3413-B POLYGON NW - C7 Scale: 0.1843 ��C;��NGIII\1 .6_ v' WARNINGS: GENERAL NOTES,unless otherwise noted: (Cr I��l1'^Ing -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 ct' t,9210PE E Truss: C7 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 responsibmty 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 DES. BY: LJ 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 `rte, ���' continuous sheathing such as plywood Ing(TC)and/or drywall(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++ 10 Q 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6095253 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- v \O`yA.� design loads be applied to any component. and are for"dry condition'of use. / 4 y 20 C• TRANS I D: 410995 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if O 14, fabrication,handling,shipment and Installation of components. necessary. MFR `� e.This design Is famished subject to the limitations set forth 7.Design assumes adequate drainage is provided. 111111 VIII IIII VIII VIII IIII VIII IIII IIII g 1 by 6.Plates shall be located on bosh faces olW ss,and placed so their cantor TPINVTCA In BCSI,copies of which will be famished upon request. Tines coincide with Joint center tines. 9.Digits Indicate size of plate In inches. MITekUSA,Inc./CompuTruaSoftware7.6.6(1 L)-E 10.For basic connector plate 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 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.6=(-31) 112 6.5=) 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-183) 0 5-7=(-68) 219 5.3=( 0) 58 WEBS: 2x4 KODF STAND 3.4=( -19) 35 3.7e(-221) 69 LOADING TC LATERAL SUPPORT <= 12'0C. MON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. MON. 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 SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -53/ 357V -14/ 77H 5.50' 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -144/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) Connector plate prefix designators: 8'• 0.0' 0/ 108V 0/ OH 5.50' 0.17 KDDF ( 625) C,CN,C18,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. ICON°. 2: Design checked for net(-5 psf) uplift at 24 'oc spacino.I 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' 8 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 L7 MAX HORIZ, TL DEFL = 0.010' @ 6'- 3.7' 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. M-4x6 0 c Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights),nEnclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1.6, Truss designed for wind loads e ��- in the plane of the truss only. �r m M m c 7 ► -! o Iii r, M-3x4 vf- m' o c l o -3x4 M-3x4 M-3x5 y y y ), 2-03-12 3-11-15 1-08-05 k ), y y 1-00 2-05-08 8-00 5-06-08 'PROVIDE FULL BEARING:Jts:2.4.71 JOB NAME: 3413-B POLYGON NW - CJ 2 ��yt NO PRO�FV Scale: 0.5751 \° l�Ci /0 WARNINGS: GENERAL NOTES,unless otherwise noted: CC.� `/0/47//7' .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 en individual O P E f and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 2 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 stabilty during construction er, 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o,n.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 sheatNng(TC)and/or drywali(BC). / -� 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 �(/ 4.No load should be applied to any component until after at bracing and 4.Installation of hiss Is the responsibility of the respective contractor, 'y SEQ. : 6095254 fasteners are complete and et no time should any loads greeter than 5.Design assumes trusses areto be used In a non-corrosive environment, `►� .‘r ND '` design loads be applied to any component, end ere fur'dry condition"of use. .0 y 14, 2.0 4 TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Pod bearing at all supports shown.Shim or wedge If A p, fabrication,handl shipment and Installation of components. Designnecesary. r r� f v ng• P Po 7. assumes adequate drainage is rovided. <R f't 11r� 6.This design Is famished subject to the Imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111111111111111 TPUWTCAIn SCSI,copies of which will be furnished upon request. Ings coincidentwith joint centernches , 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DIF/Cq=1.00 IC: 2x4 WOOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 50 2-6= ) -( 0) BC: 2x4 KODF M1SBTR SPACED 24.0' O.C. ( (-211 477 5-3- 64 WEBS: 2x4 KODF STAND 2.3=(•320) 55 5.7=(-211) 477 5.3=( 0) 64 3-4=1 -50) 46 3.7=(-483) 213 LOADING TC LATERAL SUPPORT <= 12'OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. MON. 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 SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'• 0.0' -57/ 411V -22/ 108H 5.50' 0.66 KODF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9' -111/ 118V 0/ OH 1.50' 0.19 KDDF ( 625) Connector plate prefix designators: 8'- 0.0' 0/ 148V 0/ OH 5,50' 0.24 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. :COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacinp.l 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' 5-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' T f 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' MAX LL DEFL = 0.000' @ 8'- 3.7' Allowed = 0.078' MAX TL CREEP DEFL = 0,000' @ 6'• 3,7' Allowed = 0.105' 12 MAX HORIZ. LL DEFL = -0.014' @ 6'- 3.7' 6.0017 MAX HORIZ. TL DEFL = 0,022' @ 6'- 3.7' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 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=l,6, N Truss designed for wind loads in the plane of the truss only. 42111111111111.1111111111.1.1. c ie o se 16+- 1 o m�Mg o M-3x4 �� It_i MS 3x4 M-3x4 M-3x5 y y y ,i- 2-03-12 2-03-12 3-11-15 1-08-05 i- b y ), 1-00 2-05-08 8-00 5-06-08 :PROVIDE FULL BEARING:Jts:2,4,7I pPRp JOB NAME . 3413-B4POLYGON NW - CJ3 Scale: 0.5251 <3<cc" N Ffss, WARNINGS: GENERAL NOTES,unless otherwise noted: t.ZP. v/0/R tit 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 . ;9210PE r Truss: CJ 3 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.e.respectively unless braced throughout their length by z ®' DATE 10/23/2014 responsibilitybuilding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,.."411100,A the overall structure Is the res onsibili of the 3.2x Impact bridging or lateral bracing required where shown++ - Q 4.No load should be applied to any component until aper all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6095255 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, �` \K / / design loads be applied to any component. and are for'dry condition"of use. .1)�.1y 20 i.. 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 1 4, � fabrication,handling, ign ass umes adequate drainage Is provided. MSR n shipment and Installation of components. 7,necessary.Design asso'�� s 111111 IN VIII VIII VIII VIII:III:III Ilii 6.This design Is furnished subject to the BMtetions set forth by Plates shall be located on both faces of truss,and placed so their center TPINyTCA In SCSI,copies of which will be famished upon request lines coincide with Joint center Anes. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1986(MITok) EXPI RES: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 #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF #10TR 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/ 101V 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,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 nsf) uplift at 24 'oc spacina.I REQUIREMENTS OF IBC 2012 AND IAC 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 TO PANEL LL DEFL = 0.275' @ 4'. 9.3' Allowed = 0.546' MAX TC 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 1 . ) 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=1.6, o Truss designed for wind loads 4 in the plane of the truss only. 0 4 0 o' v Illi o M-3x4 y J. y 1-00 t :; 8-00 ��:- PRD FsrS JOB NAME : 3413-B POLYGON NW - CJ7 Scale: 0.5501 � GI"/) �)/�/�')_' WARNINGS: GENERAL NOTES,unless otherwise noted: �� (I]�/�" 217 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 i I P E t Truss: CJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracingmust be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stedity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: La/ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.o.and at 15 o.c.respectively unless braced throughout their length by `r�rw! driligaliP Po H continuous sheathing such as plywood sheathing(TC)and/or drywall(hC). -111 DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging 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. '9OREGON: a 4,/ SEQ. : 6095256 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, i.-37A4 OREGON . 2A\b`+ TRANS I D: 410995A. design loads be applied to any component and are for"dry condition'of use. Q ), 14 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.Daassumes full bearing at all supports shown.Shim or wedge If �1Y/�P�y fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. "`.R R f 1.N' 6.This design Is furnished subject to the Irritations set forth by 6.Plates shall be located on both faces of buss,and placed so their center III I VIII VIII VIII 11111 1111 II 111111111 IIIIIIII TPIAArrCA In BCSI,copies of which win furnished upon request. Digit coincide with joint centernes 8.lines Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MITek) EXPI RES:12/31/2015 IIIIIIIIII III 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 k18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-7=(-239) 401 7.6=( 0) 18 BC: 2x4 IOU N18BTR SPACED 24.0. 0.C. WEBS: 2x4 KDDF STAND; 2.3=(-492) 122 6-8=(•491) 803 6.3=( 0) 83 2x4 KDDF M186TR A LOADING 3-4=(•127) 105 3.8=(-805) 447 4.5=( -10) 5 4.8=(-176) 156 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12.00. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -80/ 473V -54/ 144H 5.50' 0.76 KDDF ( 625) Connector plate prefix designators: 8'- 0.0' -46/ 328V 0/ OH 5.50' 0.53 KDDF ( 625) Conti cto Cpla or no prefix) = ors CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( P REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacinp.I M,M20NS,A118HS,(Or = MiTek MT series 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' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 2-03-12 0-01-12 5-06-08 MAX LL DEFL = 0.046' @ 2'- 4.7' Allowed = 0.354' MAX TL CREEP DEFL = -0.070' @ 2'- 4.7' Allowed = 0.472' M-1.5x3 MAX HORIZ. LL DEFL = -0.029' @ 7'- 8.2' 12 5 -f MAX HORIZ. TL DEFL = 0.036' @ 7'- 8.2' 6.00(7NOTE:Design assumes moisture content does not exceed 19's 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 el _dAligipBo o0 0 c Or o M-3x4 c -. m7-3x4 0 M-3x4 M-3x5 2-03-12 5-02-12 0-05-08 > y ), y 1-00 2-05-08 8-00 5-06-08 JOB NAME : 3413-B POLYGON NW - CJ8 �((,-. PROF�s Scale: 0.4876 HCl CG(]O//ff7 s/O WARNINGS: GENERAL NOTES,unless otherwise noted: ^92 O P E 9r 0 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: CJ8 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 responsldGty of the building designer. 1.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'O.C.respectively unless braced throughout their length)by /�rrGaa� ��� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 1.a Impact bridging or lateral bracing required where shown++ 0 CC 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. -�7L A_ OREGON_ b Z(/' SEQ. : 6 095257 fasteners are complete end at no time should any bads greater then 5.Design assumes trusses are to be used in a non-corrosie environment, TRANS I D: 410995 design loads hasbe applied to any over component. 6.Design assumand are for es olidbearing at all supports shown.Shim or wedge if /Q 9 14 rL�� 4� 5.CompuTrus no control over and assumes no responsibility for the necessary. provided. /1 l�t� pment 6.This design is furnished subject todInstallation the Irritations f set forth bybi 7.Platesnshassumes ll be locategd adequate faces of , nd placed so their centerI �`R R �`' v`- 111111 11$Hili II IIIII1111111111 IN TPINVTCA In BCSI,copies of urnished upon Mire USA,InciCompuT s ISoftwarech will be f 7.6.6(1L)-Z request. 1Ones coincide with joint center Ines. 0 Porrib basic of designvalues see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIII 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/D0F/Cq=1.00 TC: 2x4 WOOF #1h8TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 7=(-365) 1690 7- Sc) 0) 275 BC: 2x6 KDDF #15BTR 2- 3=(-1989) 487 7- 8=(.370) 1685 7- 4=(-39) 51 WEBS: 2x4 KDDF STAND LOADING 4-3. 4=(-1674) 486 8- 5=(-364) 1694 4- 8=( 0) 270 LL = 25 PSF Ground Snow (Pg) 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'OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0' TO 8'- 8,5' V TO 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 BRG AREA NOTE: 2x4 BRACING AT 24'0C UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (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 list) uplift at 24 'oc spacing,/ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'. 0.0' Allowed = 0.100' M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'. 0.0' Allowed = 0.133' MAX LL DEFL o -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 HORIZ, 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 2-09-02 5-11-11 not exceed 19's at time of manufacture. T 1320# 4320# 1' Design conforms to main windforce-resisting 12 M-4X6 M-6X6 12 system and components and cladding criteria. 6.00 4 6,00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, P-0/4 (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. 0 m 0 - O 41- t S O O 7 6 M-3x5 M-3x4 M-1.5x3 M-3x5 J. J• J. 5-08-08 3-05-04 5-06-12 /, y ), ). 1-00 14-08-08 1-00 P JOB NAME . 3413-B4POLYGON NW - D1 Scale: 0.4115 �5, � lG�" ��"ss% <Z°'WARNINGS: GENERAL NOTES,unless otherwise noted: 0/�/i 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 1' !,9200PE 1' end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: D 1 Incorporation of component Is the responsibialy of the building designer. /� 2.2s4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stabilty during construction DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.a and at 10'0.0.respectively unless braced throughout their length M continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � DATE: A0/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGONC 4.No load should be app5ed to any component until after all bracing and 4.Installation of truss Is the tesponsiblOty of the respective contractor. - '� tx Co SEQ. : 6095259 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. ��y O\ A. design loads be applied to any component. and are for'dry condition"of use. Q 1 4 2 A'�- TRANS I D: 410995 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes tali bearing at all supports shown.Shim or wedge If �P. fabrication,handling,shipment and Installation of components. necessary.s �r 1 P P 7. egs assumes adequate drainage is provided. 41k R Y��= 6.This design Is furnished subject to the Irritations set forth by 6.Plates shall be located on both faces of truss,and placed so their center III IIIII I II I VIII I 11 VIII I I II I IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. Tangs cIndicae with joint center 9.Digits Indicate size off pplatete to Inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1969(MiTek) EXPIRES:12/31/2015 Ill 111111111 This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H168TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.6=(•30) 563 6.3=(0) 342 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C, WEBS: 2x4 KDDF STAND 2.3=(-745) 139 6.4=(-30) 563 LOADING 3-4=(•745) 139 TC LATERAL SUPPORT <° 12'OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4.5=( 0) 50 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10,0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -92/ 732V -66/ 66H 5.50' 1.17 KDDF ( 625) C,CN,C18,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 IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 psfl 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 TC 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' MAX HORIZ. TL DEFL = 0,010' @ 14'• 3.0' 7-04-04 7-04-04 Q NOTE:Design assumes moisture content does 12 t2 not exceed 19% at time of manufacture. 6.00 HM-4X4 ''Zi 6.00 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, TOOL=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 1.1 in the plane of the truss only. Co co0 o � 01 41. L. M-3x4 M-1.6 5x3 M-3x4 C L. y 7-04-04 7-04-04 y y ), ), y 1-00 14-08-08 1-00 JOB NAME : 3413-B POLYGON NW - D2 .<(,- PROFFs Scale: 0.3990 \0 G GIN `s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: v l�l�l l 1 -rJ 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 tt. 0 P E r Truss: D2 and Warnings before construction commences. building component.Applicability at design parameters end proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsiblaty of the building designer. 3.Additional temporary bracing to Insure stablaty during construction 2.Ds.c. assumes the top end bottom to bo braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.o.and at 10'a.c,respectively unless braced throughout their length by ` �® continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), /I�- DATE: 10/23/2014 the overall be a Is the toresponsibilityarty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �G �OREGONO� A.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. fh SEQ. : 6095260fasteners 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 A� design loads be applied to any component. and are tar"dry condition"of use. / Y `' TRANS I D: 410995 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 0 14 VP fabrication,handling,shipment and installation of components. necessary.7. provided.s 'SFR R 10- 6.This design Is furnished subject to the imitations set forth by 8.Plates sassumes all be located on both faccese lof truss,ed placed so their center IIIIII VIII VIII VIII VIII VIII I III IIII IIIIurnished upon MTe USA,Inc./CompuTrus I/WTCA In SCSI,copies of ISoftwarech will be f 7.6.6(1 L)E request. lines 10.For asicconne ode with roint center lines. plate design values see E5R-1311,ESR-190e(MiTek 9.Digits Indicate size of plate In inches. EXPIRES:12/31/2015 1111111 111 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 91&BTR LOAD DURATION INCREASE = 1.15 1.2=( -15) 7 5.3=(-113) 168 5-2=(-207) 191 BC: 2x4 KDDF 91&BTR SPACED 24.0' 0.C. 2.3=(-139) 113 WEBS: 2x4 KODF STAND 3.4=( 0) 50 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 0.0' 12.0' 0'• 0.0' -32/ 273V -114/ 44H 5.50' 0.44 KDDF ( 625) 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 ICOND. 2: Design checked for net(-5 psf) 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 TL CREEP DEFL = -0.003' @ 7'• 6.0' Allowed = 0,133' MAX TC PANEL LL DEFL s •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' 12 MAX HORIZ. LL DEFL = 0.001' @ 6'- 0.5' MAX HORIZ. TL DEFL = 0.001' @ 6'- 0.5' Q 6.00 /- M-1.5x3 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=1.6, Cr) Truss inthe dplane eofd fthe wloadsind truss only. 0 0 m M o 118, R 45t- 3 4 0 M-1.5x3 M-3x4 (. ), y 0-05-12 6-00-04 J, 1- y 6-06 1-00 <�,EO P R QF�s�t JOB NAME : 3413-B POLYGON NW - D3 Scale: 0.5390 ' ��G)N A- WARNINGS: GENERAL NOTES,unless otherwise noted: 4.4 /�/�'� "v17 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 °9 2 y0 P E { Truss: D3 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 responslbilty 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 ®�. DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at to'o.o.respectively unless braced throughout their length by /.�... po ty continuous sheathing such as plywood sheathing(TC)and/or drywali(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++ OREGON <C/ 4.No load should be tippled to any component until after a8 bracing end 4.Installation of truss Is the responsibility of the respective contractor. .7L ,1 .. �tk •4 SEQ. : 6095261 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon corrosive environment, 2 �� design loads be applied to any component and are for"dry condition'of use. i0 �Y 14, Q TRANS I D: 410995 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design signsaunas lull bearing at all supports shown.Shim or wedge if b p fabrication,handling,shipment end installation of components. 7.Design necessary.assumes adequate drainage Is provided. R`�,' V 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 ndde 111111111111111111111 MTITPI/WTCA In BCSI,copies of e USA,Inc./CompuTrus ISoftware ch will be t7.6.6(IL)-E request. 1joint center Ines. U FForribalines sieconnec orof platetde� values see ESR-1311,ESR-1888 pdrreW 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 ff1&BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 111&BTR SPACED 24.0' 0.C. 1-2=( 0) 50 2-4=(0) 0 2-3=(-42) 40 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 BAG 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' -53/ 297V -6/ 43H 5.50' 0.47 KDDF ( 625) 1'- 10.9' -93/ 86V 0/ OH 1.50' 0.14 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 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 IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psfl uplift at 24 'oc soacinq.J BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 IC 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' 6.0017MAX 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,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0 < in the plane of the truss only. 0 CO 00 0 2► ►.14 -i M-3x4 J, y 1-00 'PROVIDE FULL BEARING:Jts:2,3.4) 6-00 c0 PROF JOB NAME : 3413-B POLYGON NW - DJ1 Scale: 0,6954 5<' �.1G1N`/p�/�gp�T`S�'/ WARNINGS: GENERAL NOTES,unless otherwise noted: ��� v 92�Il.l! O2 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 9 G, P E �� 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.Design assumes the top end bosom chords to be tetorelly braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.a and at 10'o.c.respectivelyhasply unless braced throughout their length by rpm ;4® DATE: 10/23/2014 the overall structure Is the responsibilityof the designer. continuous sheathing such as plywtld sheathing(TC)and/or drywall BC. Q building g 3.2x Impact bridging orthlateral bracing required where shown++ -7 OREGON �(,/` 4.No load should be applied to any component until atter a8 bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6095262 fasteners are complete and at no time should any loads greater than S.Design assumes busses are to be used in a non-corrosive environment, 2� N� TRANS I D• 410995 design loads be applied to any component. and are for"dry condition"of use. y 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,. 2 t� fabrication,handling,shipment and Installation of components. necessary. provided.s A,T. 6.This design Is furnished subject to the Irritations set forth by 8,Plates shassumes ll be located on bothddrainage cesl of truss,and placed so their center �R R V��' V III II VIII VIII VIII VIII 11111 Ell'III'III urnished upon MTe USA,InC./CompuT s I/VVTCA In SCSI,copies of iSoftworech will be f 7.6.6(1 L)E request. 10.For basic connector s coincide with oplate design values see ESR-1311,ESR-1988(MITep 9. int center lines. Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 I11IIIIIIIIii1 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 g16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2.3=(-65) 48 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 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' -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 a 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,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Desisn checked for net(-5 of) uplift at 24 'oc soacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TLaL/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed a 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 TC PANEL LL DEFL = 0.012' @ 2'- 2.2' Allowed = 0.246' ,1' f 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=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 C") Of 4- Sfri cam- 1 ilEEMNI ►•4 -S M-3x4 J. y J. 1-00 (PROVIDE FULL BEARING:Jts:2,3,41 6-00 ���iv0 P R Ope JOB NAME : 3413-B POLYGON NW - DJ2 Scale: • 0.6329 \� tJGIN /O WARNINGS: GENERAL NOTES,unless otherwise noted: -. 10/ROT �I��� 441 "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 $P Truss:: DJ 2 and 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 la the responsibimy of the building deslgner. 3.Additional temporary bracing to Insure stability during construction 2.Deslgn assumes the tap and vely u ehoMs to be laterally braced a '� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by p. po ty Pe continuous sheathing such as plywood sheathing(TC)and/or drywalftec). 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 O REGON� 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. lh SEQ. : 6095263 fasteners are complete end at no time should any loads greater than 5.Deslgnanassumesftrunssestionareoto be used In a non-corrosive environment, TRANS I D: 4109951_ 2 design loads be applied to any component d are or co di f ase. 5.CompuTrus has no control over and assumes no responsibility for the 6.oesigna assumes NII bearing at all supports shown.Shim or wedge If /O n7 4 O 0"fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. MFR A IL`'• ., 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 IIIIII II I III'VIII III I III I VIII(III(III Swhich request. joint center Ines. MTe USA,Inc./CompuTrus s Software 7.6.6(1L)-E b sicconnector o lines of vu ectoplte design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 IIIIIIIII IIII 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 81&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF kl&BTR SPACED 24.0. O.C. 2.3=(-97) 47 IC 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 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -46/ 402V -20/ 99H 5.50' 0.64 KDDF ( 625) 5'- 9.2' 0/ 74V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -66/ 160V 0/ OH 1.50' 0.26 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 1COND, 2; Design checked for net(-5 psfl uplift at 24 'oc specin0.1 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 TC PANEL LL DEFL = 0.079' @ 3'- 7.2' Allowed = 0.395' 5-11-11f MAX TC PANEL TL DEFL = -0.092' @ 3'- 4.8' Allowed = 0.593' 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 3 -1 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria. I 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 0 in the plane of the truss only. 0 M co o,,. 4 012 o,-- ...---.14► �' M-3x4 1-00 'PROVIDE FULL BEARING:Jts:2.4.31 6-00 R Op JOB NAME: 3413-B POLYGON NW - DJ3 Scale: 0.5817 � �''NGPN 6 � 1,9/p WARNINGS: GENERAL NOTES,unless othernisenoted: �� /0/17/fit2-7 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 Lt .;9200PE Truss: DJ 3 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 responsibiity of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at ' 3.Additional temporary bracing to Insure steblity during construction 2 o.c.and at 10'o.c.respectively unless braced throughout their length `-4� DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of y gng by /� <._ continuous sheathing such as plywood sheathing(TC)end/or dryvreglBC. DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bddging or lateral bracing required where shown++ �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. y A_OREGON SEQ. : 6095264 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- V A, TRANS I D: 410995design 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 S.Design assumes full bearing at all supports shown.Shim or wedge If �O �y 1 4 2 febdcatlon,handling,shipment and Installation of components, necessary.s ' 6.This design Is furnished subject to the irritations set forth 7.Plates assumes adequate botdrah face is f provided., `R R V�\" I IIIIII VIII 11111 VIII VIII VIII VIII'III'IIIg 1 by 8.Plates coincide shall be located on both faces of truss,and placed so their center TPINVTCA In BCSI,copies of which will be furnished upon reques4 lines v z Joint center Anes. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wei) EXP I RES:12/31/2015 1E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2.30(.111) 93 3.4=( -77) 29 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. 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 BAG REQUIRED BOG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacino.I 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' 12 MAX TC PANEL LL DEFL = 0.038' @ 2'- 9.3' Allowed = 0,397' 6.00 MAX TC PANEL TL DEFL = -0.049' @ 2'- 11.9' Allowed = 0.596' MAX HORIZ. LL DEFL = -0.001' @ 5'- 11.2' 3 MAX HORIZ. TL DEFL = -0.001' @ 5'- 11.2' NOTE:Design assumes moisture content does '� not exceed 1985 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. r 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, m Truss designed for wind loads in the plane of the truss only. M 4' a O ., o Si ► 5►. M-3x4 J, y y y 1-00 6-00 1-03-03 (PROVIDE FULL BEARING:Jts:2.5.3.4( ��„c0 PRope JOB NAME : 3413-B POLYGON NW - DJ45 GIN Scale: 0.5883 \ �� WARNINGS: GENERAL NOTES,unless otherwise noted: � ,OI RI �q' 1.Sunder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individualt. =�S P E ti' Truss: DJ 4 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. .- 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.e.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)andlor drywall(BC). '��. 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++ OREGON 4.No load should be applied to any component until after afl bracing end 4.Installation of truss is the responsibility of the respective contractor. 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, If O\ LA. design Toads be applied to any component, and ere for"dry condition"of use. <) }� 14 2 `S- 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 P necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. '1'M R R V 4�. 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 VIII I II VIII 11111 I I III I II II III(III TPIANTCA In SCSI,copies of which will be furnished upon request. it cndicat withizjoint centerteinlines. 9.Digits Indicate size of plate Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1EHi 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 1.2=(0) 50 2.4=(0) 0 BC: 2x4 KDDF @1&BTR SPACED 24.0' 0.C. 2.3=(0) 61 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -69/ 286V -7/ 47H 5.50' 0.46 KDDF ( 625) Connector plateprefix designators: 1'- 10.9' -139/ 136V 0/ OH 1.50' 0.22 KDDF ( 625) 9 LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 64V 0/ OH 5.50' 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,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 nett-5 gsfl uplift at 24 'oc soacing.' 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 TC PANEL LL DEFL = 0.002' @ 1'- 0.0' Allowed= 0.097' MAX TC 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 not exceed 19% at time of manufacture. 12 6.00[7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19,7ft, TCDL=4.2,BCOL=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. ifo el o,r_ o.4- _ _ 0 x4 M-3x4 J, y y 1-00 (PROVIDE FULL BEARING:Jts:2,3.41 8-00 �,k. 0 PROF.s JOB NAME : 3413-B POLYGON NW - J1 Scale: 0.6001 , <JGIN so WARNINGS: 44 �/0l�'l l I GENERAL NOTES,unless othenvise noted: �- 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 ' . �921 O P E Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2u4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stbiaty during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. B Y: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by ',4�/�' is the responsibility or the erector.Additional permanent bracing of � ) `--,4 ,. DATE: 10/23/2014 responsibilitybuilding designer. 2xcoImpact bddging sheathing such laplywoodrequired where s own drywall C. 0 the overall structure Is the res onsiWli of the 3.2x Impact or lateral bracing required where shown.. 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 .Q SEQ. : 6095267 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, �I- 'r-/ N Nt` A design loads be applied to any component. and are for'dry condition"of use. " .44- 2,3 i.. TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supportsis pshown.Shim or wedge if Q 14 P 6.This design is furNO lnished shipment ubject t iheinstallation tions sett forth bybi 8.Plates Design ll be locategd on both faces of less,and placed so their center necessary. � R R{L-� 1111111 11111111111111111111111 IN(III(IIITPIIWTCA in BCS(,copies of which will be furnished upon request. (ins coincide with Joint center ands. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) 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 IC: 2x4 KDDF #1&BTR 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=(-59) 61 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 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 KDDF ( 625) 3'- 10.9' -149/ 139V 0/ OH 1.50' 0.22 HOOF ( 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,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )COND. 2: Design checked for net(-5 psf) 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 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' MAX HORIZ. LL DEFL = .0.000' @ 3'- 10.9' 12 MAX HORIZ, TL DEFL = -0.000' El 3'- 10.9' 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, 0 (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. nr0 0 N 0 o,,- v Si in0 M-3x4 > y y 1-00 (PROVIDE FULL BEARING:Jts:2,3.41 8-00 ,to PR ope JOB NAME : 3413-B POLYGON NW - J2 Scale: 0.6001 <0 IGNeiN % WARNINGS: GENERAL NOTES,unless otherwise noted: tY I��/1�I/t7T 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 Ct. 0 P E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 2 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be instated where shown+, 2.Design assumes the top and bottom chords to be laterally braced at rai. 3.Additional temporary bracing to insure stability during construction 2'a s.and at 10'a s.respectively unless braced throughout their length by �,,... /P": DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). ` DATE: 10/23/2014 the overall structure Is the responsibility o1 the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q' 4.No load should be applied to any component unlit after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. 74 j� AA__OREGON �(/ SEQ. : 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, �� '7,�y O� design loads be applied to arty component and are for"dry condition"of use. 14 Z (�t�"� TRANS I D: 410995 5.CompuTrus has no control aver and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if V` fabrication,handling,shipment and Installation of components. ecessary. 1 P P 7. neDesigncessary. assumes adequate drainage 1s provided. MFR R V 1- 6.This design Is furnished subject to the irritations set forth by a.Plates shall be located on both faces of truss,and placed so their center 1111111111$111111M TPINYTCA in SCSI,copies of which will be furnished upon request. liege dicawith joint centerInches.8.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR.lmBe(MiTek) EXPIRES:12/31/2015 11 11 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 N18BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-40(0) 0 BC: 2x4 KDDF p18BTR SPACED 24.0' O.C. 2.3=(-93) 73 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 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42,0 PSF 0'- 0.0' -49/ 422V -22/ 108H 5.50' 0.67 KDDF ( 625) 5'- 10.9' -125/ 170V 0/ OH 1.50' 0.27 KDDF ( 625) Connector plate prefix designators: LL a 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 82V 0/ OH 5.50' 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacinad 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 = 0.078' 5-11-11 MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed= 0.105' 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 MAX HORIZ. LL DEFL = -0.000' @ 5'. 10.9' 6.0017 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, v Truss designed for wind loads C in the plane of the truss only. M t7,,_ OKINf C 1 ►14 ►�4 y M-3x4 J. J. J. 1-00 (PROVIDE FULL BEARING:Its:2.3.41 8-00 ��cp PR Opt. JOB NAME : 3413-B POLYGON NW - J3 Scale: 0.5751 <0� lGN)GIN`/p/j7�f`-' 1/O WARNINGS: GENERAL NOTES,unless otherwise noted: ��� - l�nnl�I!I( 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 ^92 S O P E Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2,4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. agi/l - 2.Design assumes the tap and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.e.and x110'o.e.respectively unless braced throughouttheir length `rear. „ 4�. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of ly continuous sheathing such as plywooding(rC)and/or drywall )C. -11 CC DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.a Impact bridging or lateral bracing requiredaired where shown++ 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -� OREGON 1>< SEQ. : 6095269 fasteners are complete and at no time should any loads greater than 5.Design assumes Pusses are to be used In a non-corrosive environment, -G V \ 1A. design loads be applied to any component and are fur"dry condition"of use. _ iQ 9I' 1 4 2° 4 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 `_ fabrication,handling,shipment and installation of components. Design assumescessary. provided. /� `1 �- 6.This design Is furnished subject to the imitations set forth by 8.Plates shll be locatedgone both faces of truss,and placed so their center R R.1 b IIIIIIIVIIIVIIIVIIIVIIIill VIIIIIIIill TPI/WTCA In BCSI,copies of which will be famished upon request. lines coincide with joint canter Fres. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E ip.For basic coincide dor plate center values see ESR-131 1,ESR-1688 gdITeW EXPIRES:12/31/2015 11E1 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 #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-4=(0) 0 BC; 2x4 HOF k168TR SPACED 24.0' O.C. 2.3=(-127) 92 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. VON. 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' -58/ 480V -29/ 139H 5.50' 0.77 KDDF ( 625) 7'- 9.2' O/ 101V O/ OH 5.50' 0.16 KOOF ( 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 (COND. 2: Design checked for net(-5 psfl uplift at 24 'oc soacina.I 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 TC 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' -f MAX HORIZ. TL DEFL = -0.001' @ 7'. 10.9' 12 6.00I:7. 6 NOTE:Design assumes moisture content does (fr 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, Truss designed for wind loads v in the plane of the truss only. 0 4 m c,3,-- 4 MIN0,g-- 0 103.7.-.-414�� M-3x4 .3 3' 3, 1-00 (PROVIDE FULL BEARING:JtS:2,4.31 8-00 <�E3 PR pc�Ss JOB NAME: 3413-B POLYGON NW - J4 Scale: 0.5376 \� fG�GIN �o WARNINGS: GENERAL NOTES,unless otherwise noted: 4 /0/R 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 4. >92!0 P E r Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper / i/ 2.2x4 compression web bradng must be instated 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 2'o.c.and at 10'o.e.respectively unless braced throughout their length by r �r^" DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). P." 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 �1 CC 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. '9 l S E Q. : 6095270 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosive environment, 4. q1, 1' Nb.' A, design loads be applied to any component. and are for"dry condition"of use. O 1 4 .2. "-� 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. Design ass b 7. necessary. assumes adequate drainage is provided. 41 +�RI��- 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 IIIIII I II II IN 11111 VIII(III III(III TPlnnrrCA in SCSI,copies of which will be furnished upon request git coincidetwith joint pate In lines. 9.Digits size of plate to inches. MITekUSA,InC.iCompuTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 • IIII I VIII 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 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-50(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0. 0.C. 2-3=(-150) 126 3-4=( -99) 37 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) Connector plateprefix designators: 0'- 0.0' -29/ 442V -37/ 170H 5.50' 0.71 KODF ( 625) 9 LL = 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 90V 0/ OH 5.50' 0.14 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2' -202/ 491V 0/ OH 1.50' 0.63 KDDF ( 625) M,M20HS,MIRHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'. 11.7' .93/ 28V 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 )CONO, 2: Design checked for net(-5 osfl 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' @ •1'- 0.0' Allowed = 0.133' MAX TO PANEL LL DEFL = 0.200' @ 3'- 10.8' Allowed = 0.546' MAX TC 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 ( NOTE:Design assumes moisture content does 6.00 17 not exceed 19%s 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,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads '4- in the plane of the truss only. o 8 m o�o 50E 0 M-3x4 J• y y y 1-00 8-00 'PROVIDE FULL BEARING:Jts:2.5.3.41 1-11-11 JOB NAME : 3413-B POLYGON NW - J5 ��Q,t� PROFFS Scale: 0,4665 ��<� G ao s�0 WARNINGS: GENERAL NOTES,unless otherwise noted: a �7 17 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 . = 0 P E 1' Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibiity of the building designer. 3.Additional temporary bracing to insure stadFty during construction 2.Design assumes the top and bottom chords to be laterally braced at D ES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` �P Is the responsibility o!the erector.Additional permanent bracing of continuous sheathing such as plywood Ing(TC)and/or rip/waggle). / r r` Q DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown 0.0. 4.No load should be rippled to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. 7y A_OREGON CV shouldSEQ. : 6095271fasteners are complete and at no time any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, G V 0b A. TRANS I D: 410995 design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge If �O_ $' 1 4 ZO �-� 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and Installation of components. necessary.Design p 6.This design Is furnished subject to the Imitations set forth 7. assumes adequateatedonbothdraface is f provided. �`R R{L.," IIIIII 11111(IIII'IIII'IIII 11111(IIII IIII IIII g 1 by 6.Plates shall be treated on faces of truss,and placed so their center 7PIhYTCA in SCSI,copies of which will be furnished upon request. lines edndde with joint center Ines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) EXPIRES.12/31/2015 I111111111III 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 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=("191) 128 3.4=( -90) 38 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 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 KDDF ( 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 tOPSF LIVE LOAD, TOP 'COND. 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' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.147' @ 4'- 5.8' Allowed = 0.546' MAX TC 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' 0 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6,00 12 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, h Truss designed for wind loads in the plane of the truss only. .1- o o cs wg 5► -, M-3x4 .1, ). ), y 1-00 8-00 (PROVIDE FULL BEARING:Jts:2.5.3.4) 3-11-11 p P R pry. JOB NAME : 3413-B POLYGON NW - J6 cis`` NGIN ss� Scale: 0,4161 \ ! t7 WARNINGS: GENERAL NOTES,unless otherwise noted: .��� v��I�' -v 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 3 0P E f and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: J 6 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibinty of the building designer. / 7/ 3.Additional temporary bracing to Insure seedily during construction 2.Design assumes the top and bottom chords to be laterally braced at ��P 2'et.and at 10'o.c.respectively unless braced throughout their len th by -, DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathIng(rC)and/or drywall(BC). �L-.• CC DATE: 10/23/2014 the overall structure Is the responsibialy of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ OREGON 4 4.No load should be applied to any component until aver all bradng end 4.Installation of buss is the responsibility of the respective contractor. SEQ. : 6095272 fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, iG� �,� O\b A, design loads be applied to any component end are for"dry condition'of use. .0 y 1 4, 2. 4 TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill beating at all supports shown.Shim or wedge If �Q fabrication,handling,shipment and Installation of components. necessary.gcp 1 g P P 7.Design assumes adequate drainage Is rovlded. `'+l RIO' 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center CA In I,copies or s de with II II 11101(III)I II((III III 111 1111 MiTek USA Inc./CompuTrus which SOwftware 7.6.6(1 L)-E request. 10.Far basiccon ectoroplate design values see ESR-1311,ESR-1986(MiTek)int center Ines. 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 • IIII 11101 . This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDOF 91&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 50 2.4= BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2-3=(-50 15 O) 0 TO 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 SO.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) 1'- 9.2' -29/ 24V 0/ OH 5.50' 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -18/ 42V 0/ OH 1.50' 0.07 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 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 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' f f 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' 12 MAX HORIZ, LL DEFL = -0,000• @ 1'- 10.9' 6.00 17 MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 199s at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=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 o M T O 0 KW c 2►/ 4►�� M-3x4 ). y y 1-00 2-00 'PROVIDE FULL BEARING:Jts:2.4.31 JOB NAME : 3413-B POLYGON NW - SJ1 ,c(cY` PROFFss Scale: 0.7112 >�j !NG(N /O WARNINGS: GENERAL NOTES,unless otherwise noted: fir. v/12/4'i -)0' 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 Ct. =92 0 P E f Truss: SJ 1 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 responsibility of the building designer. 3.Additional temporary bracing to Insure atebiGty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.o.end at 10'o.c.respectively unless braced throughout their length by ��,. /_s DATE 10/23/2014 responsibilitybuilding designer. continuous sheathing such as plywood sheetldng(rC)and/or drywall(BC). � . the overall structure Is the res onsibiA of the 3.2o Impact bridging or lateral bracing required where shown++ 1 CC 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. �/�OREGON SEQ. : 6095273fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be usod in a non-corrosIve environment, �� s7 �a A. TRANS I D: 410995 design loads be applied to any component. and assumfor es full bearing at all supports shown.Shim or wedge If /O 14 Z° 5.CompuTrus hes no control over and assumes no responsibility for the condition*of use. 6.Designl�,P fabrice0on,handling,shipment and Installation of components. necessary. P R R ti k.. v. 6.This design is furnished subject to the irritations set forth 7.Plates assumes adequateatedonboth drainage is of truss, a Mcrl �. I Il 1 II II IIIII IIIII IIID IIIII IIID IIII IIII 9 1 by 8.Plates shall be located on both faces o(truss,end placed so their center TPIM/rCA in SCSI,copies of which will be famished upon request, lines coincide with joint center toes. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9.10.Forriglbasic connector plate design valf late In ues see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111111111111 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 #18BTR LOAD DURATION INCREASE = 1.15 1.2=(-28) 22 1-3=(0) 0 BC: 2x4 KDDF H18BTR SPACED 24.0' O.C. TO 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' -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 = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing./ 1-11-11 .REOUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 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 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. 1 o o, 0 0 0. 0 1►�� 3►.t M-3x4 J., .1 2-00 )PROVIDE FULL BEARING:Jts:1.3,21 ��R 0 PR oF�S� JOB NAME : 3413-B POLYGON NW - SJ 1 X Scale: 0.7693 �� �,G(" A_ WARNINGS: GENERAL NOTES,unless otherwise noted: {kJ _/0/47/Pr _'vhf 1.Builder end 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 S•P E c� X and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: S.J 1/� +. Incorporation of component is the responsiblity of the building designer. 2. compression web bracing must be installed shown 2.Design assumes the top end bottom chords to be laterally braced at .. 3.Additional temporary bracing to Insure stadity dudng construction 2'o.c.and at 1g'o.c.respectively unless hreeed throughout their le a a/ , . ' ®� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -9L QREGON�p A.SEQ. : 6095274 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. -if 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 ,r�y 1 4 2d design loads be app8ed to any component and are for"dry condition"of use. r� 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 n �` fabrication,handl/ shipment end Installation of components. ry' p handling. P 7.Design assumes adequate drainage Is provided. -<rl.R` � 6.This design is furnished subject la the Irritations set forth by 6.Plates shall be located on both faces of truss.end placed so their center 111111 VIII VIII 11111 VIII III I VIII 1111111 TPI/WTCA In BCSI.copies of which request. Ines 9. MlTo USA,lnciCompuTrus Software 7.6.6(ILj-E 0Fplate For basic connector plate see ESR-1311,ESR-1686(MiTek) EXPIRES:12/31/2015 IIIA(II(III 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF R16BTR SPACED 24.0' O.C. 2.3=(-69) 30 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 SD.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,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 msfl uplift at 24 'oc spacing,I 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. or- o o o''- 2illirs 4��1._ M-3x4 ), y y y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 3413-B POLYGON NW - SJ2 Scale: 0.6279 �'\��N POFF N 619 WARNINGS: GENERAL NOTES,unless otherwise noted: �Cl /D//k C 1-s' SJ2 n 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 '' ^9G 0 0 P t- t Truss: SJ 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 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 DES. BY' LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'0.0.respectively unless braced throughout their length by `,�, _ I�® continuous sheathing such as plywood sheathing(TC)and/or drywan(6C). �.. 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 tippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -y A- k SEQ. : 6095275 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, `- -� ON>h design loads be applied to any component and are for"dry condition'of use. Q 1 4 Q '� 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 'iiP fabrication,handling,shipment and Installation at components. necessary. 7.Design assumes adequate drainage is provided. M 'R RI t-\- 6.This design Is famished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their cantor VIII hill 11111 VIII VIII VIII(III(III TPINJTCA In BCSI,copies of which will be furnished upon request. Digit coincide fictwith joint acenter Ines. 9.lines Indicate size of plate tino Inches. MITek USA,Inc./CompuTrus Software 7.6,6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-64) 30 1-3=(0) 0 BC: 2x4 KDDF 411,8TR SPACED 24.0' D.C. TC LATERAL SUPPORT <= 12'OC. VON. LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. VON. 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 series LL = 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 spacina.I 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' NOTE:Design assumes moisture content does not exceed 19k at time of manufacture. Design conforms to main windforce-resisting 0system 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 v in the plane of the truss only. 0 N 0,L O O o% 1 3=� M-3x4 1, y y 2-00 1-11-11 [PROVIDE FULL BEARING:Jts:1,3,2[ �,A\EO PROpetss JOB NAME : 3413-B POLYGON NW - SJ2X Bale; D.9,6Q �5 lNGI" 'o WARNINGS: GENERAL NOTES,unless otherwise noted: �� `'�����/iiii�� 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 - .P E f SJ2X and Warnings before construction commences. building component.Applicability of design parameters and proper 44000P,400( Truss: JJ 2X Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bredrg must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at � 3.Additional temporary bracing to Insure stablOty during construction 2'o.e.and at 10'o.n.respectively unless braced throughout their lenr�gptthh by / '4 6110/1. DES. BY: LA Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). O 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++ OREGONto SEQ. : 6095276 4.Na load should be applied to any component until after all bracing and 4.Installation oftruss Is the responsibility of the respective contractor. '37 4„ �ot x fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, J // O and ere for"dry condition'of use. //�� 2 P design loads be no to any component. V Y 14 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 necessary, p n fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is Provided. 1,R I I..\" 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 1IIIIII I II II II II II 131 I 1111 101111 TPUVJTCA in SCSI,copies of which will be furnished upon request. Ones cdnciawith joint center 9.Digits Indicate size off pplatete to Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 • TC: 2x4 KDDF #1&8TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.4=(0) 0 BC: 2x4 HOOF #1&BTR SPACED 24.0' O.C. 2.3=(-102) 47 TC LATERAL SUPPORT <= 12'OC. 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 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/ 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: LL = 25 PSF Ground Snow (Pg) 5'• 11,7' -68/ 144V 0/ OH 1.50' 0.23 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 :COND. 2: Desion checked for net(-5 :WI uplift at 24 'oc spacin0,l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 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' 6.00[77. 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' 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, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o; load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. m o/- 4- III 0 o� 2► 4� M-3x4 y y y 1, 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4,3) �,i1,t0 PR Ui JOB NAME : 3413-B POLYGON NW - SJ3 �� IN `s/O Scale: 0.6611 4' /d/z/ r WARNINGS: GENERAL NOTES,unless otherwise noted: ^__Gl P E "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 L'i2y�,0 r f_ end Warnings before construction commences. building component.Applicability of design parameters and proper 1- Truss: SJ 3 Incorporation of component Is the responsibiity of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during constructionp'o.c.end at 10'o.c,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(BC). 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++ 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 D, tri SEQ. : 6095277 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,design loads be applied to any component. and are for"dry condition"of use. 6. Q,. 1 4 4. P TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If necessary. fabrication,handling, R R I�..\' shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by a.Plates shall be located on both faces of truss,and placed so their centerI IIIIII VIII VIII VIII VIII VIII VIII(III(III TPIMlTCA In BCS(,copies of which wID be furnished upon request Digs coincide with jointcenterI Ones. - 9.Ones ndtsize ofplateo inches. MITek USA,Ir C.lCompUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1999(olTek) EXPI RES:12/31/2015