The URL can be used to link to this page

Plans (67) "mST2c -7 0452/6- 4304/6- pz,bi3CVc SW fl& mit M iTe MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-251 UP H Fax 916/676-1909 2610 A 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:R42684414 thru R42684425 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 1 �v 87022PE r N g /\/ OREGON q?©14 '0 fi`1 SER 1� OS A. HER Q EXPIRES:06/30/2015 August 25,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply 2610 A R42684414 PL13-251 UP H F01 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:05 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-uigeeSHeQ6leyJ30hU9zHM90m4ediTK37hYuxpykJa4 I 2-6-0 I f-511 1-2-0 I I 0-11-8 I I 1-2-0 I I 2-1-0 I Scale=1:28.5 3x5= 3x4= 3x4= 3x5 = 3x4= 1 2 3 4 5 6 7 8 9 10 • e • • _ o ;'• o e o NNii%itiiiii \^ \ N e o e e Ah. e 1 17 16 15 14 13 12 3x4= 3x8 = 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8-}2 19-5-12 1 13-3-12 1p-10-121 I 16-9-12 I 8-2-4 0-h- 0-7-0 3-10-0 0-7-0 0-7-0 2-4-0 0-7-0 Plate Offsets(X,Y): (6:0-1-8,Edge1,18:0-1-8,Edge],19:0-1-8,Edge),(16:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.28 13-14 >719 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.44 13-14 >460 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:76 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 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 2-2-0 oc bracing:13-14. REACTIONS (lb/size) 18=734/0-4-4 (min.0-1-8),11=734/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2547/0,3-4=-2547/0,4-5=2895/0,5-6=-2895/0,6-7=-2851/0,7-8=2851/0,8-9=-1674/0 BOT CHORD 17-18=0/1557,16-17=0/2931,15-16=0/2895,14-15=0/2895,13-14=0/1674,12-13=0/1674,11-12=0/1674 WEBS 8-13=-324/0,9-12=0/347,2-18=1680/0,2-17=0/1069,4-17=415/0,4-16=-302/0,8-14=0/1312,7-14=-294/0, 6-14=-352/0,9-11=1851/0 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/I-PI 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 be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard '<"ca PR t• ' ' 8 • 2PE ,. 7 r. f, y ^0,,,, OREG© 41O 4ISER \° \ 06, A. HE'¢ EXPIRES:06/30/2015 August 25,2014 t t t^ar,fif,),6 V r dvjgn paraw urs arj 9E49 iT TES Ct.,IT O.4/dD MCILCED MITE REFEREIKI PAGE NEC 7473...x 1/29/2C14B 0IELGE Design valid for use only with Wel,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 MiTek' erector. iYl 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 Qualify Criteria,DS6-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern rine f5,121lsnal•c is specified.the dosige.irutu s are.throse effective Ge/os/201.3 byAESC Job Truss Truss Type Qty Ply 2610 A R426884415 PL13-251_UP_H F02 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:06 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-MuNOroHGBPtVZTeDFBgCgZidtT2ERyMCLLHRTFykJa3 1 1-0-0 1 10-8-4II 1-2-0 11 1-8-8 I1 1-9-0 II 1-2-0 11 1-4-4 II 1-6-0 I 1-6-0 I Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e _ a_ _ a_ _ _ 2.v".2.7o_ _ e_ e e ee ae e - -e 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8 = 304= 9-5-12 14-5-12 8-3-12 61-10-121 1 13-3-12 if-10-1T 1 19-2-8 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-8-12 Plate Offsets(X,Y): 110:0-1-8,Edge],[12:0-1-8,Edge],113:0-1-8,Edge],123:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.29 21-22 >780 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.46 21-22 >499 360 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:92 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) 27=839/0-4-4 (min.0-1-8),17=839/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1522/0,3-4=-1522/0,45=2658/0,5-6=-2658/0,6-7=-3409/0,7-8=-3409/0, 8-9=-3795/0,9-10=-3795/0,10-11=3782/0,11-12=3782/0,12-13=3057/0, 13-14=-2065/0,14-15=2065/0 BOT CHORD 26-27=0/810,25-26=0/2135,2425=0/3077,23-24=0/3646,22-23=0/3795,21-22=0/3795, 20-21=0/3057,19-20=0/3057,18-19=0/3057,17-18=0/1161 WEBS 9-23=-273/0,12-20=-282/0,13-19=0/322,2-27=1135/0,2-26=0/997,426=-858/0, 4-25=0/732,6-25=-587/0,6-24=0/465,8-24=-391/0,8-23=0/493,12-21=0/929, 11-21=270/0,10-21=107/281,15-17=1396/0,15-18=0/1086,13-18=-1239/0 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 $ sc� be attached to walls at their outer ends or restrained by other means. to are • LOAD CASE(S) Standard C?� �GINE f0 2 87022PEr ` 4 Ev y ^cj,©REGI) ,Z 4/ "0 c418ER \\ \- " A. HEN EXPIRES:06/3012015 August 25,2014 661161111661161116 , Al dt1AriLKi Vi Cr denSc p uriu;ira._.,. S/i/Cl'S G r;WE MC/ICED;"/TE/+:EFsEARK1 PAGE MIT 74,73 2a 1.2//2 BE,ME PM �� Design valid for use only with MiTek 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 responsibillify of rth . erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingMiTek' fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,OSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 llSourinern W1ne 15p)turtibba is spasmed,rirxnainsi&rs vatues are psora effective 0&/Ogf2Oi3 lsyA0SC Job Truss Truss Type Qty Ply 2610 A R42684416 PL13-251_UP_H F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego.Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:07 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-g4xO381uyj?MBdDPouBRMnEtytWRAWRLa?1_OiykJa2 1 1-3-15 I I 1-7-0 1 I 0-6-13 1 2-6-0 Scale=1:11.6 354= 1 1.553 II 2 3 1.5x3 II 4 3x4= 5 1.553 II N e 1.5x3 II 3x4= 9 8 7 3x4= 3x4= I 1-6-15 I 2-1-15 I 2-6-15 211 6-0-12 I 1-615 0-7-0 0-7-0 d-1-8 3-2-5 Plate Offsets(X,Y): 12:0-1-8,Edgey(7:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 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 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=261/Mechanical,6=261/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-331/0,3-4=-331/0 BOT CHORD 8-9=0/331,7-8=0/331,6-7=0/404 WEBS 2-9=-407/0,4-6=-436/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 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 be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ,ckt.0 PRor 444 '57 2 870 2PE y in�AIS � OREGO /s v 41U 04 � EXPIRES:06130/2015 August 25,2014 6'ARNRf3-Ver-8prtc"an;=arann.srss:1R, TO TOO ON ThitISA 1t0MIThNFERENMOEMII$4,73-u 1/.25/2114 BE.):6TUSE 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 ill is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the a A'T��• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IMB 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPD QuaBly Crttena,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 If Stu berat Pie tSpl lcaahe:r Is splatiti44,the assign.%attics arettsase elfevtvve 06/01/203.3 by ALSO Job Truss Truss Type Qty Ply 2610 A R42684417 PL13-251 UP H F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:08 2014 Page 1 ID_egh?eklplOgFEQgnUaloSyJt2m-JHVmGTJW)17DpnobMc)gv_n1AHuOv_TVpfmYY8ykJa1 I 2-2-4 I 1 3x4= 2 1.5x3 II Scale=1:8.8 b R N k Y X 4 3 1.5x3 II 3x4= I 2-5-4 I 2-5-4 LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 4 *"'** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=102/Mechanical,3=102/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard *.�GI NE4R 4t. 870 2PE y ' /, 1 "0}), •OREGO q,14/ 1.' Flyf8ER 1� �S A. He EXPIRES:06/30/2015 August 25,2014 5 e A 1`:,,Ain Ve T de. yr,,parameters and READ!CIES ON THIS AJ/D-INCLUDED 1*`:,T€K REFERS S/SAGE MU 7473 mu 1/25/2010DERMEMF Design valid for use only with Mitek 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 A�T��* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,XI 1 fabrication,quality control,storage,delivery,erection and bracing,consul ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tis a tt sem.Fig(SP)lumber is specified,the ntezign waves acs those effective o5/011.201$du MSC Job Truss Truss Type Qty Ply 2610 A R4268441B PL13-251_UP_H F05 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:08 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUe1 oSyJt2m-JHVmGTJ1/\117DpnobMcjgv_ny2HksvpjVpfmYY8ykJa1 1 1-0-0 1 I°- II 1-2-0 ii 1-5-8 I I 2-0-0 Il 1-2-0 II 2-3-8 I 2-0-0 I Scale=1:33.2 4x4= 3x4 = 3x4= 3x4= 354= 3x4= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 • _ ,00•00000,00 [I. a �p 24 23 22 21 20 19 18 17 i6 3x4= 4x5= 355= 3x5= 3x4= 3x6= 355= 354= 9-5-12 14-5-12 I 8-3-12 8x10-12l I 13-3-12 1fi-10-1{ 1 19-6-4 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7.0 5-0-8 Plate Offsets(X,Y): (10:0-1-8,Edge1,112:0-1-8,Edge],(17:0-1-8,Edge],[21:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.34 18-19 >683 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.53 18-19 >442 360 BCLL 0.0 Rep Stress Ina YES WB 0.75 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:92 lb FT=0%F,0 hE 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) 25=853/0-4-4 (min.0-1-8),16=853/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1550/0,3-4=-1550/0,4-5=-2714/0,5-6=-2714/0,6-7=3493/0,7-8=-3493/0, 8-9=-3907/0,9-10=3907/0,10-11=3977/0,11-12=3977/0,12-13=3210/0, 13-14=-3210/0 BOT CHORD 24-25=0/824,23-24=0/2177,22-23=0/3147,21-22=0/3744,20-21=0/3907,19-20=0/3907, 18-19=0/3210,17-18=0/3210,16-17=0/1855 WEBS 9-21=-285/0,12-18=-260/0,13-17=396/0,2-25=-1155/0,2-24=0/1016,4-24=-878/0, 4-23=0/751,6-23=-607/0,6-22=0/485,8-22=-407/0,8-21=0/512,12-19=0/987, 11-19=290/0,10-19=-9/349,14-16=-2002/0,14-17=0/1482 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)16. 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. itC4PR QE �5cGLOAD CASE(S) Standard Co Efi Zp� �Nr � -57 t 870 2PE ar - Ni �w^0j, OREGO / <=-..i/ 160:48 fib :48ER 1\ r Q- A. HE.0 P EXPIRES:06/30/2015 August 25,2014 ®WARNO6-Ver'fydnu)lu7arameRrtJREADH<ESGYTHISANCs41.LSCTDWTEKcEFEsEM.,7PAGEff177413reni;29/2Ltic0HOlEUSE Design valid for use only with SWIM(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 1111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek.erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [ R. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crtieda,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 IfSmsthern.Pint WI lumber isspecttled,the Muslim astute&are%says eb$estbvr L/01f20S3byAISC Job Truss Truss Type Qty Ply 2610 A R42684419 PL13-251 UP H F06 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:51:09 2014 Page 1 ID:_egh?eklp10gFEQgnUatoSyJt2m-nT39UpK8UKF4QxNowJEvRCK81h4reJ0e2JW54aykJaO 11-0-° I F0.5AA1 1-2-0 1I-- 1-8-8 ii 1-9-0 I I 1_-7-O I I 1-5-8 I I 1-6-0 I 1-6-0 I Scale=1:32.9 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4 = 3x4= 305= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ` t e o e a ° - a • e a ° X26 25 24 23 22 21 20 19 18 17 3x4 = 4x5 = 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 9-5-12 14-5-12 I 8-3-12 1-10-121 1 13-3-12 l!-10-1 I 19-3-12 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): (10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.30 21-22 >768 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.47 21-22 >491 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:93 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) 27=844/0-4-4 (min.0-1-8),17=844/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1531/0,3-4=-1531/0,4-5=-2676/0,5-6=2676/0,6-7=-3437/0,7-8=-3437/0, 8-9=-3834/0,9-10=-3834/0,10-11=3833/0,11-12=3833/0,12-13=3115/0, 13-14=-2080/0,14-15=2080/0 BOT CHORD 26-27=0/815,25-26=0/2149,24-25=0/3100,23-24=0/3679,22-23=0/3834,21-22=0/3834, 20-21=0/3115,19-20=0/3115,18-19=0/3115,17-18=0/1168 WEBS 9-23=-278/0,12-20=-281/0,13-19=0/312,2-27=1141/0,2-26=0/1003,4-26=-865/0, 4-25=01138,6-25=-594/0,6-24=0/472,8-24=-397/0,8-23=0/502,12-21=0/925, 11-21=271/0,10-21=97/292,15-17=-1403/0,15-18=0/1097,13-18=-1261/0 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. t,0 P R ore ss LOAD CASE(S) Standard ` V.. ' d" kr c;`. cc 87022PEr c" e tL , ',>, ©REGO c w A00 "vit3E14 IS . H RkP EXPIRES:06/30/2015 August 25,2014 WA///: -tc /y±es;ga;vuutex:rsg.,i,lEk k_,�TES OYTHIS AND MCWLEDMNE WERE -MT PAGE MIT/473r;„.1 5/20:.48ER/lFt/SE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �x Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the A�y�T�'Il`+- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding tYt 1 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPIl Quality Cr feria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informalon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 II Southern Fent ISM 3aaint+ar is spimiftied,t edesiga vaiuuzs acettsasa,eilfoxnive 06101f2013 boy MSC Job Truss Truss Type Qty Ply 2610 A R42684420 PL13-251 uP_H Fol Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:10 2014 Page 1 ID_egh?eklp1OgFEQgnUaloSyJt2m-FfdXh9KmFeNx25x U119_Ps095Y_NsOoGzFecOykJa? 0-9-12 I I 2-6-0 Scale=1:11.9 1 3x4= 21.5x3 II 3 3x4= 41.5x3 I I • o- 0 r.14° e/ e 3x6 •7 6 1.5x3 II 3x4 6-2-4 6-2-4 LOADING(pay) SPACING 1-7-3 CSI DEFL in (roc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 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 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=267/Mechanical,5=267/0-4-4 (min.0-1-8) FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-284/0 BOT CHORD 5-6=0/416 WEBS 3-5=-449/0,1-6=0/373 NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard OD PRQFfi eco N\CCG1NF�� Sio�� 87022PP tx"'Aj OR CON (IF) 0 �48ER Sv ` a. HER EXPI RES:06/30/2015 August 25,2014 ®ifARw;Vs4e f c-g0-;u;'sruirrsardWilAL/C S ON THIS ANY A_€"-EDMTE RE€ERERCEP,4,EMII 473..„.J:/2x12/ RE,ME Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Appliicabitfy 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 IYf l�k- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Qualify Crtieda,DSS-89 and SCSI Wring 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 3€5authern.Have hnntaer is stserilled,the deaflr va#ues are thole aeffective 06/01/2013 by AS5C Job Truss Truss Type Qty Ply 2610 A R42684421 PL13-251_UP_H F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:11 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-jsBwVLOOyVogEWA1kGOWdPViUpw6DhxVd?C9TykJa_ 1 1-0-0 1 P-7-81I 1-7-0 I I 1-8-8 I I 1-9-0 II 1-2-0 ii 1-5-8 II 1-8-0 I 1-6-0 I Scale=1:32.8 454= 3x4= 3x4= 354= 3x4= 3x4= 3x4= 3x5=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ® e e e e e o 0 a - e 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 358= 3x4= 14-5-0 I 8-3-0 p-10-0/9-5-0 1 13-3-0 113-1001 1 19-3-0 I 8-3-0 0-7-0 0-7-0 3.10-0 0-7-0 7-0 4-10-0 Plate Offsets(X,Y): 110:0-1-8,Edgel,f12:0-1-8,Edqel,113:0-1-8,Edge),123:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0,21 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.33 20-21 >705 360 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing:26-27,25-26,17-18. REACTIONS (lb/size) 27=841/0-3-8 (min.0-1-8),17=841/Mechanical,17=841/Mechanical Max Horz 27=2601(LC 1),17=-2601(LC 1),17=-2601(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1525/0,3-4=-1525/0,4-5=-2663/0,5-6=-2663/0,6-7=-3417/0,7-8=-3417/0, 8-9=-3816/0,9-10=3816/0,10-11=3806/0,11-12=3806/0,12-13=3114/0, 13-14=2070/0,14-15=-2070/0 BOT CHORD 26-27=1776/0,25-26=-647/0,24-25=0/601,23-24=0/1097,22-23=0/1216,21-22=0/1216, 20-21=0/684,19-20=0/684,18-19=0/684,17-18=-1471/0 WEBS 9-23=-284/0,12-20=-274/0,13-19=0/311,2-27=1155/0,2-26=0/980,4-26=-884/0, 4-25=0/711,6-25=612/0,6-24=0/444,8-24=-418/0,8-23=0/500,12-21=0/900, 11-21=264/0,10-21=106/282,15-17=1412/0,15-18=0/1076,13-18=-1269/0 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)Non Standard bearing condition. Review required. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � EO PRo . 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to w1 cr^ be attached to walls at their outer ends or restrained by other means. .i vG) ,9 'yl,/� LOAD CASE(S) Standard �� 87022 PE �r N > 7 �'S�, GREG N c)(©� -'06c- 'f8ER 1'� P� S A. He EXPIRES:06/30/2015 August 25,2014 r AW4ARNIM3..Vrtydesignpram 0-rsa4-READ tOTES ONWS..sNL INtatZEDNITEKfs€FERrt/izpAGEalt 1473,T,,,:3 fid' ::ge .gfUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and isfor an individual building component. �Y 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 responsibitlity of the R 'f®�* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding {YL fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crtieda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Saaeehaem:pbwe fW)tuner is sifie 4 Hae design valuas are theseses r.¢ti.vn 0i8/01/2401.9 by ABSC Job Truss Truss Type Qty Ply 2610 A R42884422 PL13-251 UP H F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:11 2014 Page 1 ID_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-jsBwVLOOyVogEWA1 kGOWdPZvUtE6JLxVd?C9TykJa_ 1 0-8-4 I I 2-6-0 I Scale=1:11.6 1 3x4= 21.5x3 II 3 3x4= 4 1.5x3 II we\-1 L 0 N 3x6= 7 6 1.5x3 II 3x4= I 6-0-12 I 6-0-17 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:29 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 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=261/Mechanical,5=261/0-2-8 (min.0-1-8) FORCES (Ib)-Max.CompjMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-283/0 BOT CHORD 5-6=0/403 WEBS 3-5=-435/0,1-6=0/363 NOTES 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 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 be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 11..D PROFe. ,,t1 s,(2 2 ct 8 • 2PE / f, (a , -7,2�''T OREGO 'ti) kr b �M8ER 4' 6, & HER P EXPIRES::06/30/2015 August 25,2014 WEEMBEIMEM „cm RAM'.i VE:ydc.gngurnnl erse4 SADt�,s9SGr7NISANU;M1L6EI)f5i 191/9995591/CE EASE MID 7413. u1ji5/20i3£IF.. t i Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabiity of design parameters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek. erector.Additional permanent bracing of the overall structure is the responsiblity of the building designer.For general guidance regarding fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/IP11 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,95810 ffhauth.:ern:Pine(Spjhnabee Is s:Med,thedesdgn wa#uuzs aretitsmsa a ectre06/02/3/123 byA SC Job Truss Truss Type Qty Ply 2610 A R42684423 PL13-251 UP H F10 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 Mitek Industries,Inc.Mon Aug 25 09:51:12 2014 Page 1 n.�� ID:_egh?ekl p1 OcIFEQgnUaloSyJt2m-B21H6rM1 nFdflO5MbSnd3gyb1 u4Lrc75kHklgvykJZz 1 1-0-0 10-11-4 ii 1-2-0 II 1-9-0 11 1-8-8 11 1-2-0 i9 ' 1 1-3-0 1 Scale=1:33.5 4x6= 4x5= 3x4 = 3x4= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 2,-- ‘‘4.2 er ` e e \e r N•r N e 7 \ / N. o e 2' 26 25 24 23 22 21 20 19 18 / 3x4= 4x5= 4x8= 3x5= 3x5= 3x5= 3x8= 3x4= 2-2-4 12-9-4p-4-4 1 7-2-4 17-9-418-441 19-8-0 1 2-2-4 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 11-3-12 Plate Offsets(X,Y): [4:0-1-8,Edgej,[6:0-1-8,Edge],[7:0-1-8,Edge],[26:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.36 21-22 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.56 21-22 >417 360 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.07 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:94 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) 17=859/0-4-4 (min.0-1-8),27=859/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1933/0,3-4=-1933/0,4-5=-3238/0,5-6=-3238/0,6-7=-3797/0,7-8=-4014/0, 8-9=-4014/0,9-10=3872/0,10-11=3872/0,11-12=3166/0,12-13=3166/0, 13-14=-1879/0,14-15=-1879/0 BOT CHORD 26-27=0/857,25-26=0/1933,24-25=0/1933,23-24=0/3797,22-23=0/3797,21-22=0/3797, 20-21=0/4005,19-20=0/3586,18-19=0/2590,17-18=0/1015 WEBS 3-26=-754/0,4-25=-379/0,7-22=-288/0,4-24=0/1512,5-24=-282/0,6-24=-806/0, 15-17=1295/0,15-18=0/1104,13-18=-908/0,13-19=0/734,11-19=537/0,2-27=1200/0, 2-26=0/1554,11-20=0/365,8-21=258/0,7-21=0/611 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)27. 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. r1� t(} PR Ofifi`SS LOAD CASE(S) Standard Q 4�G)NFfi .1p2� • 2PE ( �' to fi5- / , N Ar, OREGO o�1 '"PgjaLjER � ' EXPIRES:06/30/2015 August 25,2014 A impay3 Vuitluck=gn;:anx:arsariREAU15.7ESCr7H/s",S.BC1`0:1,MESMt7£KR€€ERO'.zPAGE MIT 413.11,:ITINMJSEgAftfg Design valid for use only with M7ek 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 responsibillity of the -Tp ��* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYi i fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qually Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If'Soutlsesn Pine fSP)twntxvrr is spacified,the design eelues are there e#a stisse 06/01112013 by MSC Job Truss Truss Type Qty Ply 2610 A R42684424 PL13-251_UP_H F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 M7ek Industries,Inc.Mon Aug 25 09:51:13 2014 Page 1 ID_egh?eklp1OgFEQgnUaloSyJt2m-fEJfJBNfYZIWvYgZ991sc2UmxINja5DEyxUJCLykJZy f 2-6-0 I 1)-5-41 1 1-2-0 11 0-11-8 1 1 1-2-0 11 1-11-4 I Scale=1:28.3 3x5 = 3x4= 3x4= 3x5= 3x4 = 1 2 3 4 5 6 7 8 9 10 e #00000000000,0.a a �e e e e N e o e e e e 1( 17 16 15 14 13 12 i 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14.5-12 l 8-24 8--A2 S-5-121 13-3-12 113-10-1A I 16 -8-0 I 8-2-4 0-1-8 0-7-0 3-10-0 0-7-0 0-711 2-2-4 0-7-0 Plate Offsets(X,Y): f6:0-1-8,Edge],f8:0-1-8,Edge],(9:0-1-8,Edge],116:0-1-8,Edge] LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.27 13-14 >734 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.42 13-14 >469 360 BCLL 0.0 Rep Stress Ina YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18:Btr(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 18=727/0-4-4 (min.0-1-8),11=727/0-2-12 (min.0-1-8) FORCES (Ib)-Max.CompiMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2516/0,3-4=-2516/0,4-5=2841/0,'x6=2841/0,6-7=2786/0,7-8=-2786/0,8-9=1593/0 BOT CHORD 17-18=0/1541,16-17=0/2883,15-16=0/2841,14-15=0/2841,13-14=0/1593,12-13=0/1593,11-12=0/1593 WEBS 8-13=-327/0,9-12=0/357,2-18=1664/0,2-17=0/1052,4-17=397/0,4-16=310/0,8-14=0/1322,7-14=-290/0, 6-14=-361/0,9-11=-1785/0 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)11. 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. LOAD CASE(S) Standard ��RED PRp 4-s ��5 ,��CIIN�. � io� 870 2PE - A� REGO / ©W,/ 0 �SERR tv N CSS A. 1-1E:9•\4\''. EXPIRES:06/30/2015 August 25,2014 A M 1ThC'.'ereydesign raramemrs xx/5&1.D 607ES CNf/SAM)1M1 MIMED MITEK REFERENCE PAGE IGI 7473 rex 1/25/201,1 BEMUSE �� Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown 111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the A�;TQ'r- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,Y, 1 R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualty Crtierie,058-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 0 Southern Pine(SR}tvrahsv is spec.'ted,the sestgn vawes are desso effective 06/03/201.3 byAtSC Job Truss Truss Type Qty Ply 2610 A R42684425 PL13-251 UP H F12 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:13 2014 Page 1 ID:_egh?ek1 p10gFEQgnUa1 oSyJt2m-fEJfJBNfYZIWvYgZ991sc2UuslYraCQEyxUJCLykJZy 2-6-0 I 1-9-11 I I 1-2-0 1 1 0-7-1 I Scale=1:17.1 1.5x3 II 3x4= 1.553 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 0 0 N ---16r e e e 354= 7 1 9 8 354= 3x4= 3x4= I 4-5-3 41-11 5-1-11 I 5-8-11 5-110r3 9-0-12 I 4-5-3 0-1-8 0-7-0 0-7-0 0-1 3-2-9 Plate Offsets(X,Y): 18:0-1-8,Edge1,(9:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.08 9-10 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.21 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:41 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 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=393/0-2-8 (min.0-1-8),7=393/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-826/0,3-4=-826/0,45=-826/0 BOT CHORD 9-10=0/720,8-9=0/826,7-8=0/738 WEBS 2-10=-778/0,5-7=-796/0,5-8=0/306 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 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. LOAD CASE(S) Standard o PRQ/Fs e. 870 2PE 0 CV y �'0,,; OREGON o a� -"Sb 8ER \5 P� A. He EXPIRES:00/3012015 August 25,2014 f 0 ..... Y 3.Ve../ydeiv x paranavarc a.-d READ ti;TES ON 71/71:157 CWEID�./.F"TES TEFE/7 SE PAGE MIT 7473 reg.i, 5/2111011/ORELISE' Design valid for use only with MiTek 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 T is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mi lek- 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/T911 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 1ifS vInformation* available fit rom Truss ate Institute,781N. ate thole 22314. Citrus Heights,CA,95610 tthole effective 06/01/2013 by 1 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury rte. Dimensions are in ft-in-sixteenths. 1140, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS IIREMININIIIIIIIIIMMIIIMFEE 2. Truss bracing must be designed by an engineer.For 0'/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 1\111.1.4/2110" ._0! bracingshouldbeconsidered.■-� 3. Never exceedthe design loadingshownand never n stack materiialss one hinadequately braced trusses. v i s s d i g i O designer,erecti erection tervisor,property roo a the owner lannd For 4 x 2 orientation,locate Co.?cea cs-s g p p p rty plates 0-1/1gfrom outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorplates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that , Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. ,..e..-- 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �� q Mill18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction.g and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracin is not sufficient. BCSI: Building Component Safety Information, MiT20.Design assumes manufacture in accordance with Guide to Good Practice forHandling, � ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTek USA, Inc. l CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown+ +, 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). N. a1 ' :309.1vizp •\\ 0 ' 'Lc. el % 1 �'' " tl * / i 41,0 0 '. /, 11 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0' )GOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF qi&BTR SPACED 24.0" O.C. not to exceed 199s at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1,6„ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-06 8-06 T 1' T 12 IIM-4x4 12 14.00 V .. \14.00 /.N 0111 0 16k. ti") § IIMEMIMM11.1.1.11111111111111111111.1.111.111.111111111.1.10 1 LS 0 0 M-3x4 M-3x4 1, ), y )- 1-00 17-00 1-00 JOB NAME : 2610-A NH POLYGON - Al Scale: 0.26e0 c; � SIN ©0\53fi`r/4 WARNINGS: GENERAL NOTES,unless otherwise noted: � /7 r� rr 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. R nnnnnn d P G f Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ s the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o,c.respectively unless braced throughout their length by l�f' � /mom" Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON f'� 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. -p SEQ. : 6054120 fasteners are complete end at no time should any loadsnon- corrosive greeter than 5.Design assumes trusses are to be used In a nonorrosive environment, L � Q W Ai. i 0 and are for"d condition"of use. ry design loads be applied to any component. ryd '�4 G•. O s TRANS I D: 40773 5 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. resign as. t^.yy `�� 7.Design assumes adequate drainage is provided. C t•1 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 II I III III II I I II II TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 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-1988(MiTek) EXPIRES:12/31/2015 IilIIIIIIIIlII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 17-00-00 GIRDER SUPPORTING 37-06-00 IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6606) 932 1- 6=(-660) 4010 6- 2=( -372) 3060 BC: 2x8 KDDF #1&BTR 2- 3=(-4470) 640 6- 7=(-656) 3990 2- 7=(-1914) 270 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4470) 640 7- 8=(-656) 3990 7- 3=( -834) 6404 2x8 OF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6606) 932 8- 5e(-660) 4010 7- 4=(-1914) 270 2x8 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 17'- 0.0' V 4- 8=( -372) 3060 BC UNIF LL( 443.8)+DL( 321.8)= 765.5 PLF 0'- 0.0" TO 17'- 0.0' V TC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12°OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0' -974/ 7051V -243/ 243H 5.50" 11.28 KDDF ( 625) Connector plate prefix designators: 17'- 0.0' -974/ 7051V -243/ 243H 5.50" 11.28 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 100ND. 2: Design checked for net(-5 DSfl uplift at 24 "oc spacing.) ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.054" @ 8'• 6.0" Allowed = 0.804" nails staggered at: MAX TL CREEP DEFL = -0.109' @ 8'• 6.0" Allowed = 1.072" 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x8 bottom chords, MAX HORIZ. LL DEFL = 0.012" @ 16'• 6.5" 9" oc in 1 rows) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.020' @ 16'- 6.5" 9" oc in 2 row(s) throughout 2x6 webs. 8 06 6 06 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 4-07-14 3-10-02 3-10-02 4-07-14 Design conforms to main windforce•resisting T f f f f system and components and cladding criteria. 12 M-5x6 12 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 14.00 3 5.0„ a 14.00 interior zone, load duration factor=1.6„ Truss designed for wind loads pq i in the plane of the truss only. M-3x6 M-3x6 " M-7x16 M-7x16 oAP I iii I lik o a 44r 6 Y w ® 6 W11.11111111111Mo 0 1 M-3x10 =M-10x10 M-3x10 5 0 y i' ; i' y 4-06-02 3-11-14 3-11-14 4-06-02 1, y 17-00 WEDGE REQUIRED AT HEEL(S). JOB NAME : 2610-A NH POLYGON - A2 Xtr- Ffi6,, Scale: 0.2151 \ t. n, o WARNINGS: GENERAL NOTES,unless otherwise noted: 'mow rrr�� c- ,,,, 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 0 P E Truss: A2 and Warnings before construction commences. buikhng 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: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their len@th by .,,,q/lip,,. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v u Ir. ' 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. 'p OREGON t,„ 4l/ SEQ. : 6054121 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, `- 'Q \ {A•. design loads be applied to any component. and are for"dry condition"of use. �} }" 14 ZQ -L. TRANS I D: 407735 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 end installation of components. necessary. '14R1:1 14.�'"' 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I IIII I III 111 ll II IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0' ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. OL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, considered for this design. LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS, Connector plate prefix designators: interior zone, load duration factor=1.6„ C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 18-09 18-09 complete specifications. T T f 12-06-01 6-02-14 6-02-15 12-06-02 T 1' 12 IM-4x4 12 7.00 1 . 9N Q 7.00 M-3x5(S) M-3x5(5) 4M hp //••/•,•/•/•.0./e to 00 o = GT 4 y o o M-3x5 (S) o M-3x4 M-3x4 y y J" 18-09 18-09 J, , ), 37-06 1-00 JOB NAME : 2610-A NH POLYGON - B1 Scale: 0.2265 .`�� o 1"o �s>0 WARNINGS: GENERAL NOTES,unless otherwise noted: .,rrrttt' 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 4' 7 _S P1 r 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 i. 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 chards to be laterally braced at y�r DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c•and at 10'o.c.respectively unless braced throughout their length by r�rr oAA1e"" Po ty continuous sheathing such as plywoodsheathing(TC)and/or drywall C. ' DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QREGON /'� 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. W SEQ. : 605412 2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �f \�` �^. design loads be applied to any component. and are for"dry condition"of use. ,+O j 4 S° �4 TRANS I D: 407 735 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at ell supports shown.Shim or wedge If AI �y fabrication,handling, necessary. /lit t*R R�` V shipment and installation of components. 7•Design assumes adequate drainage is Provided. C�'f rl 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 1 111111 1111 II I I 1111 I 1 I I II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center 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(MiTek) EXP RES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0' IAC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-5824) 1802 1-10=(-1553) 5106 10- 2=( -904) 3278 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0,C. 2- 3=(-2500) 750 10-11=(-1511) 4952 2.11=(-3100) 978 WEBS: 2x4 KDDF STAND; 3- 4=(-2499) 736 11-12=( -546) 1802 11- 3=( -315) 139 2x4 KDDF #1&BTR A LOADING 4- 5=(-1842) 564 12.13=) -593) 1977 11- 4=( -149) 698 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1882) 585 13- 8=( -704) 2353 4-12=( -633) 249 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2644) 745 12- 5=( -297) 1506 BC LATERAL SUPPORT 4= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2873) 910 12- 6=( -707) 245 8- 9=( -34) 57 6.13=( -18) 550 OVERHANGS: 0.0" 12.0' LL = 25 PSF Ground Snow (Pg) 13- 7=( -269) 174 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IAC 2009. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -217/ 1738V -270/ 270H 5.50' 2.78 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 37'- 6.0' -242/ 1871V -270/ 270H 5.50' 2.99 KDDF ( 625) (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.317' @ 5'- 6.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.582' @ 5'- 6.0" Allowed = 2.439" 18 09 18-09 MAX LL DEFL = -0.002' @ 38'- 6.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ 38'- 6.0° Allowed = 0.133' 5-07-12 5-00-08 3-11-08 4-01-04 6-01-02 6-01-02 6-06-11 MAX HORIZ. LL DEFL = 0.199' @ 37'- 0.5" T T f T 1 T '( T MAX HORIZ. TL DEFL = 0.310" @ 37'- 0.5" 12 1M-4x6 NOTE: Design assumes moisture content does 7.00 -- 7.00 not to exceed 19% at time of manufacture. 4.0" 5 n'--,' Design conforms to main windforce-resisting _\ system and components and cladding criteria. 3 M-5x6(S) Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M-3x4 Enclosed, Cat.2, Exp.B, MWFRS, M-5x6(5) interior zone, load duration factor=l.8„ 4. 0"25" Truss designed for wind loads 0,25" 14 in the plane of the truss only. +I M-5x8 + M-1 5x3 1 101111111"''''y to 0 to c3 0 v Lam. M18HS-7x14 a m0 1** 11 1 13 o o M-3x10 a 4.00 M-7x8 0.25° M-3x4 M-3x6 0 12 4.000 M-5x8(S) WEDGE REQUIRED AT HEEL(S). 12 I I I I I I y 5-06 , 5-00-08 , 8-02-08 9-05-07 9-03-09 y y 5-06 5-00-08 26-11-08 1OQ y y ? 37-06 1-00 l0) PRop JOB NAME : 2610-A NH POLYGON - B2 Scale: 0.1674 Chc� ,INp$ `�-, WARNINGS: GENERAL NOTES,unless otherwise noted: 4,/ l 1 T7Er .y 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 4' ^' 0 P E r Truss: 62 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. Aid' 3.Additional temporary bracing to Insure stabifty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by IIs^ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as (B ) plywood required thing(resand/ordrywall C. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing ruirwhere shown++ • CC 4.No load should be appMed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. " •,,OREGON `iy SEQ. : 6054123 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G. 7!10 � \ *<., design loads be applied to any component. and are for"dry condition"of use. F 14 �-�-• TRANS I D: 407735 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, necessary. , �!..R R t) V. shipment and Installation of components. 7,n Design assumes adequate drainage is provided. +": f-11 L. 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 11 I II 11 111 1111 I I III IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. 11 MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) E P( ,12131/201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2850) 937 1- 9=(-734) 2335 2- 9=(-274) 191 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2- 3=(-2608) 761 9.10=(-604) 1967 9- 3=( -23) 541 WEBS: 2x4 KDDF STAND 3- 4=(-1864) 598 10.11=(-602) 1967 3-10=(-717) 245 LOADING 4- 5=(-1864) 598 11. 7=(-716) 2331 10- 4=(-272) 1440 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2606) 749 10- 5=(-716) 240 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2848) 924 5-11=1 -10) 539 TOTAL LOAD = 42.0 PSF 7- Be) -34) 57 11- 6=(-271) 175 OVERHANGS: 0.0" 12.0' LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 0'- 0.0' -217/ 1744V -270/ 270H 5.50" 2.79 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 6.0" -242/ 1861V -270/ 270H 5.50' 2.98 KDDF ( 625) 'CORD, 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.145' @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.263' @ 18'- 9.0" Allowed = 2.439' MAX LL DEFL = -0.002" @ 38'- 6.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 38'- 6.0" Allowed = 0.133' MAX HORIZ. LL DEFL = 0.065" @ 37'- 0.5' MAX HORIZ. TL DEFL = 0.100" @ 37'- 0.5' 18-09 18-09 NOTE: Design assumes moisture content does '1' T T not to exceed 19% at time of manufacture. 6-06-11 6-01-02 6-01-02 6-01-02 6-01-02 6-06-11 f T f f - , ' Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 7.00(7 M-4x6 4 7.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4.0" Enclosed, Cat.2, Exp.B, MWFRS, 4 „X interior zone, load duration factor=l.6„ Truss designed for wind loads M-5x6(S) \1 M•5x6(S) in the plane of the truss only. 0.25' 0.25" off_ t* +1 M-1.5x3 ) ...M-1.5x3 in / UT 0 0 v t. ," b v o 1** 9 1 11 0 o M-3x6 M-3x4 8.25" M-3x4 M-3x6 o M-5x8(S) 1, y y y ), 9-07-05 9-01-11 9-01-11 9-07-05 y y y 37-06 1-00 JOB NAME : 2610-A NH POLYGON - B3 c«,.....' c PN opfion Scale: 0.1674 C? G WARNINGS: GENERAL NOTES,unless otherwise noted: kr v " .47 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . l�p E re Truss: B3 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. Aro, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'ac,and at 10'o.c.respectively unless braced throughout their length "�• DES. BY: MJ Pa r g by ,f/49.4!- continuous sheathing suchr las bracing goe wired where s and/or drywel C). 1r�" DATE: 9/9/2014 tN e oadrsll h uld bora is ted to any cibi pty of the nul afte rill frac a 4. tmpact bodging is the rel onng ity of the where shown++ OREGON / 4.No load should be applied to any component until after all bracing and 4.Installation of tress is the responsibility of the respective contractor. "$4 �. SEQ. : 6 05 4124 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� 24�b � design toads be applied to any component. and are for"dry condition"of use. ,� )'' d TRANS 1 407735 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �� fabrication,handling,shipment and installation of components. necessary. C^fy n 1 i 7.Design assumes adequate drainage is provided. C rl fl b 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 I I I II I III 11111 II I I I 11 TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center 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-1988(MiTek) EXPIRES:12/31/201.5 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -34) 57 2-10=(-713) 2331 3.10=(-271) 175 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2- 3=(-2847) 920 10.11=(-598) 1966 10- 4=( -10) 539 WEBS: 2x4 KDDF STAND 3- 4=(-2605) 746 11.12=(-598) 1966 4.11=(-716) 240 LOADING 4- 5=(-1863) 594 12- 8=(-713) 2331 11- 5=(-268) 1439 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1863) 594 11. 6=(-716) 240 BC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2605) 746 6.12=( -10) 539 TOTAL LOAD = 42.0 PSF 7- 8=(-2847) 920 12- 7=(-271) 175 OVERHANGS: 12.0' 12.0" 8- 9=( -34) 57 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,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -241/ 1858V -270/ 270H 5.50" 2.97 KOOF ( 625) 37'- 6.0' -241/ 1858V -270/ 270H 5.50' 2.97 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.144" @ 18'- 9.0' Allowed = 1.829' MAX TL CREEP DEFL = -0.263' @ 18'- 9.0' Allowed = 2.439' MAX LL DEFL = -0.002° @ 38'- 6.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 38'- 6.0' Allowed = 0.133' 18-09 18-09 MAX HORIZ. LL DEFL = 0.065' @ 37'- 0.5" l' f l' MAX HORIZ. TL DEFL = 0.100" @ 37'- 0.5" 6-06-11 6-01-02 6-01-02 6-01-02 6-01-02 6-06-11 NOTE: Design assumes moisture content does f f 1' 1' 1' f '1 not to exceed 19h at time of manufacture. 12 7.00 M-4x6 12 Design conforms to main windforce-resisting Q 7.00 system and components and cladding criteria. 4.0" 5 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M-5x6(S) \ M-5x6(S) Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6„ 3"1 Truss designed for wind loads 0.25° 0.25" in the plane of the truss only. 0 co +1 M-1.5x31\ M-1.5x3 + +, LO LO 0 0 10 1 T 12 o M-3x6 M-3x4 b.25" M-3x4 M-3x6 o M-5x8(S) y ), ), y ), )" y 9-07-05 9-01-11 9-01-11 9-07-05 , ), 1-00 37-06 1-00 JOB NAME : 2610-A NH POLYGON - B4 Scale: 0.1625 ��-`(" PN �F�6,`/� WARNINGS: GENERAL NOTES,unless otherwise noted: t� ©[- �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 t 92 0 01 E Truss: 64 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 responsibiity of the building designer. f 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced al .r�f� DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by iillmr*" is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asdrywall(BC). relit'''.` plywood sheathing(TC)and/or drywall BC. DATE: 9/9/2014 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 appWed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -}7 ,}_OREGON 4) SEQ. : 6 054125 fasteners are complete and at no trine should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y/ 's74�" 0\h` ,t design loads be applied to any component and are for"dry condition"of use. Q f 1 4. 2 v. �-\- TRANS I D: 40773 5 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim Sr wedge if fabrication,handling,shipment and installation of components. necessary. R R i 7.Design assumes adequate drainage is provided. C 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 TPIYfCA in SCSI,copies of which will be furnished upon request it coincide joint center e in ches 9.Digs Indicate size oplatein inches. nnes MiTek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values ues see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3 1/2015II IIIIIIIIIIIIIII IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing TC: 2x4 KDDF n18BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF g168TR SPACED 24.0" O.C. not to exceed 19`k at time of manufacture. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, considered for this design. LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS, Connector plate prefix designators: interior zone, load duration factor=l,6„ C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 18-09 18-09 complete specifications. T T 1' 12-06-01 6-02-15 6-02-15 12-06-01 T T 12 IIM-4x4 12 7.0017' a 7.00 M 3x5(S) M-3x5(5) IMI O 4 C to t1'1 p1 ��.................................-...........................-........-..........................................................................�N.............................................................-..................................................................................+� O 7 co N4M-3x5(S) o M-3x4 M-3x4 )' y y 18-09 18-09 1, y ,l ) 1-00 37-06 1-00 << O PRQFfis JOB NAME : 2610-A NH POLYGON - B5 5� s Scale: 0.2247 \ ��'`/ty[}(„�f L� WARNINGS: GENERAL NOTES,unless otherwise noted: �� 'r�� /11 ' 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 =94,I P E 1-- Truss: B5 and Warnings before construction commences, building component.Applicability of design parameters and proper /J/ 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 +.Yiaa'"' DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof (B a, Po ty 20 Impact sheathing suchr las bracing cing required where sown+drywall C). DATE: 9/9/2014 Ntheodrsholl uld beraisted responsibilityanymnfthenul after designer.llrn 3.Installationtmpact bridging is the laterallonsibiity of the whileshe contractor. OREGON //��'' 4.No load should be applied to any component until after all bracing and 4. of truss is the responsibility of the respective contractor. � ^w/ SEQ. : 605412 6 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�,�y'.7q Nix A. design loads be applied to any component. and are for"dry condition"of use. 4./ i" 1 4 2- "�- TRANS I D: 407735 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 ry� fabrication,handling,shipment and installation of components. necessary. +1 R`f i SJ 7.Plates assumes adequate otdrainage is oprovided. C by 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 -.. II.I I(II I I 1III III I I I II TPINYrCA In SCSI,copies of which will be furnished upon request. git coincide with joint ain nche. 9.Digitsso nicide size oplate ein inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) EXPIRES;12/31/2015 INN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0,0' ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 ODE #1&BTR SPACED 24.0' O.C. not to exceed 19's at time of manufacture. TO LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Enclosed, Cat.2, Exp.B, MWFRS, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=1,6„ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET, in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 11-00 11-00 complete specifications. 12 12 6.00 17. M 3x4 .. :16.00 HIN M 0 O p M-3x5(S) M-3x4 M-3x4 ), .1 )• 12-00 10-00 y y ,1, ) 1-00 22-00 1-00 v1/40JOB NAME : 2610-A NH POLYGON - Cl '<Iv RN4 fi`19 Scale: 0.3653 cl /(7 1 {I 17 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 a L# 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 an individual 92*OPE. Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper +f/ 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 rr - DES. BY: MJ 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)and/or drywall(BC). - I:C DATE: 9/9/2014 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 appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -� q_OREGON {l/ S E Q. : 6054127 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G- �7.t Q‘ A.. design loads be applied to any component, and are for"dry condition"of use. /1 '7}r14 rL �.lt. TRANS I D: 407735 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 V �y fabrication,handling,shipment and installation of components, necessary. /� R 1 V 7.Designlaesassumesadequatendrlati provided. faces of truss,and placed so their center 11 01 I II I III III I I IIII II TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 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-1988(MiTek) EXPIRES:12/31/2015 1 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -36) 50 2- 8=(-501) 1261 3- 8=(•311) 207 BC: 2x4 KDDF 41&BTR SPACED 24.0" 0.C. 2- 3=(-1504) 634 8- 9=(-339) 834 8- 4=( -98) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 499 9- 6=(-501) 1261 4- 9=( -98) 492 LOADING 4- 5=(-1318) 499 9- 5=(-311) 207 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 634 BC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -36) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -151/ 1038V -130/ 130H 5.50" 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 22'- 0.0' -151/ 1038V -130/ 130H 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.045" @ 7'- 6.2' Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8' Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' 11-00 11-00 MAX HORIZ. LL DEFL = -0.019" @ 21'- 6.5" - - -) MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 1. 5-09-04 T 5-02-12 T 5-02-12 T 5.09-04 f NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 12 6.00[7" M-4x6 Q 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 4,-4' Wind: 110 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6„ Truss designed for wind loads in the plane of the truss only. M-1°5x3 ,M-1.5x3 Ma a O O Yi* ..- HMS •O 8 9 = . o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 a 3, 1, 3, 3- 7-06-03 6-11-11 7-06-03 y y 3, 12-00 10-00 3 ) 3, ), 1-00 22-00 1-00 �`,tO PROF A JOB NAME : 2610-A NH POLYGON C2 5 Scale: 0.2653 �\ WARNINGS: GENERAL NOTES,unless otherwise noted: ''.7/7/F- / IP 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 4t' =92„r-E r Truss: C2 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 stebilty during construction 2.Design assumes the top end bottom chords to be laterally braced at - is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: MJ (E Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall C). cc DATE: 9/9/2014 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 responsibility of the respective contractor. 7 ,p_ <id SEQ. : 6054128 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ,L- "+9it QN1k k. design loads be applied to any component. and are for"dry condition"of use. Q -77 1 4 2- -1^' TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �y fabrication,handling,shipment and Installation of components. nesessary. � 'R R 14.E 7.Plates assumesadequateon both isprovided.sa +l 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 H1111111110 III I I III III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Fries. 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-1988(MiTet EXPIRES:12/31/2015