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Plans (80) ��� /u 5 T.c)l c c.)-)_, , MiTek" 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��,EII PR()Fes C. �NG1NrcE /© 2 62PE 8702 - T y fi.4j, OREGON no to 0 BER A\ 0 �S A.HRP 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 ANSI/TPI 1. Job Truss Truss Type Qty Ply 2610 A R42684414 PL13-251 UP H F01 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 09:51:05 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-uigeeSHeQ6leyJ30hU9zHM9Om4ediTK37hYuxpykJa4 I 2-6-0 I 9-5411 1-2-0 11 a11-8 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 e e _ 1.4 o ;e e o e 1.N 6 6 e 1.g 17 16 15 14 13 12 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8--12 19-5-12 1 13-3-12 l p-10-12,1 I 16-9-12 I 8-24 n-t 0-711 3-10-0 0-7-0 0-7-0 24-0 0-7-0 Plate Offsets(X,Y): (6:0-1-8,Edge),18:0-1-8,Edgel,19:0-1-8,Edgel,116:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid 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 Ina YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2547/0,34=2547/0,45=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=0/1069,417=_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/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 'v: PR p/F�, 61 Ns ✓coN . O.e4 8 s 2PE 11' 7.0j,OREGO 1 q, k/ b0 418 ER N..,\ Q� ` Al. HERS EXPIRES:06/30/2015 August 25,2014 1 _ . i A,IfiARtifN S-yerfy deai(o ra ranmfers sod READ hmama ON THIS AND MIIDK REFERENCE PAGE MIT 7 473 mm 1/29,I2014 BEMUSE g' 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 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/T911 Qualify 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,95610 11 Sautlsam Pune(SP)lumber is specified„rho design values aye those effective 05/112/2O131syA.SC Job Truss Truss Type Qty Ply 2610 A R42684415 PL13-251_UP_H F02 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:06 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUatoSyJt2m-MuNOroHGBPtVZTeDFBgCgZidtT2ERyMCLLHRTFykJa3 I 1-0-0 I I¢ -i 1 1-2-0 I I 1-8-8 II 1-9-0 I I 1-2-0 I I 1-4-4 I I 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 A • o e e 1:51"� e p 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 9-5-12 14-5-12 I 8-3-12 110-121 I 13-3-12 1f-10.11 19-2-8 I 8-3-12 0-7-0 0-7-0 3-10-0 9-7-0 0-7-0 4-8-12 Plate Offsets(X,Y): (10:0-1.8,Edge),112:0-1-8,Edgel,(13:0-1-8,Edge),(23:0-1-8,Edoe) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl tld 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 VVB 0.55 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code 1BC2012/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=-1522/0,4-5=-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=0/2135,24-25=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=0/997,4-26=-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 ANSUTPI 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. ���tO PR OxfiScS' LOAD CASE(S) Standard �� .q.,N+�( -4j l(�29 87022PE C 1 7 �'oj,OREGO qQ�(U 'Pe ,f8 E R 1', A. HE NP EXPIRES:06/30/2015 August 25,2014 4 it AWAMNL5/3-Verify design;a;ameersandREADfN",7ESONMSAM€4ailLEDMITEKRREFEREMEEd MII-7473rcc1/20/2G14 WOREUSE Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. 1 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the -Te " 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 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 Et Southern Pine(SP)kurthov is gmbrirred,the deignaarue£are there eftostise OG/Olf202.3 by Af3C 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?eklp1OgFEQgnUaloSyJt2m-g4x0381uyj?MBdDPouBRMnEtytWRAWRLa?1_OiykJa2 I 1-3-15 I I 1-2-0 1 1 0-6-13 1 2-6-0 I Scale=1:11.6 3x4= 1 1.5x3 II 2 3 1.5x3 II 4 3s4= 5 1.5x3 II • L N , e e e e • 1.5x3 II 3x4= 9 8 7 3x4= 3x4 I 1-6-15 I 2-1-15 1 2-8-15 2/1q 6-0-12 I 1-6-15 0-7-0 0-7-0 d-1-8 3-2-5 Plate Offsets(X,Y): 12:0-1-8,Edgel,[7:0-1-8,Edge) LOADING(psi) SPACING 1-7-3 CSI DEFL in (Ioc) I/defl Ud 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 Ina 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 hE 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=-031/0 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 tiRE° PR ores '� .870 2PE yOREGO <y 'vi 0 'OBER 4 a ON- ` A. He.? P EXPIRES:06/30/2015 August 25,2014 3 _ ®WARNING-Year deazgnparamcsrrsand REAP f ITS ON THTSAND MUM KIP(REFERENCE PAGE MIT 7473 ma.1115/2014BtElITE 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 MiTp."k- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QuaAty Criteria,059.89 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,95610 ifSautiae'•en Pine ISP)lumber is truss-Med,the designs tensees arcthese etferthee 06/01/2013 byALSC Job Truss Truss Type Qty Ply 2610 A R42884417 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?ekl p1 OgFEQgnUa1 oSyJt2mJHVmGTJW117DpnobMcjgv_n1 AHuOv_TVpfmW8ykJa1 I 2-2-4 I 1 3x4= 2 1.5x3 II Scale=1:8.8 4 0 N H > X j 4 3 1.5x3 II 3x4= I 2-5-4 I 2-5-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl 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 OF 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 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 (..,,,W) E PRO C3 kAGIN4- Wo 44 2 870 2PE -6,,,OREGO i©�cr' C1 SER 1\ ©`S & HE , EXPIRES:06/30/2015 August 25,2014 t I ®*MEC.Ve;;fyrfe_irnrarara ern andREAD f'TES 07/TNISAND MEM MITE X'REFEREI TPAGEME17473rec1/15/24:8Af'b3.fEtfSE Design valid for use onlywith MTek connectors.This design is based only upon parameters shown,and is for an individual building component. leill„ 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 erector.Additional permanent bracing of the overall structure is the responsibility of the buildingM�Tek' designer.For general guidance regarding - fabrication,quality control,storage,delvery,erection and bracing.consult ANSI/TPI1 Quality Criteria,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 Southern Pine(SP)lumber it specified,the design values are those Niko-the 05/031301 3 ley ALSC Job Truss Truss Type Qty Ply 2610 A R42684418 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 A�..4� l0:_egh?eklpl OgFEQgnUal oSyJt2m-JHVmGTJV✓117DpnobMcigv_ny2HksvpjVpfmYY8ykJa1 ��nn�. 1 1-0-0 I 1x341 i 1-2-0 I I 1-5-8 I I 2-0-0 ii 1-2-0 II 2-3-8 I 2-6-0 Scale=1:33.2 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 _ •e- 47.0 / tee/.\ :<: e 1.1 2322 21 20 1 17 3x4= 4x5= 3x5= 3x5= 354= 3x6= 355= 3x4= 9-5-12 14-5-12 I 8-3-12 8(.15_12) I 13-3-12 13-10-12 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,Edge),112:0-1-8,Edge),[17:0-1$Edge),121:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Ifdefl 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 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) 25=853/0-4-4 (min.0-1-8),16=853/0-2-8 (min.0-1-8) FORCES (Ib)-Max.CompJMax.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/FPI 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 tot,� � e be attached to walls at their outer ends or restrained by other means. 5j cS�, ,AG 1 N E /0 LOAD CASE(S) Standard G * ct 870 2PE cv 7%),OREGO �, ©�N �r F'w8ER \� A. Hers EXPIRES:06/30/2015 August 25,2014 aI l<R ®( NTfS Verify delignp aax:ersandREAD ICTESONMN.SAND INCLUDED Mf7EKREFERENCE Ma.H1 7473 mc 1/25126148 .4£1/ 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 responsibillity of the �;���- 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/U.11 Godly Criteria,058.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pmetlumberisalms-M9e,€he-ctesitnr vetoes arethose eifvct1Ya 06/03f2s313 by MSC Job Truss Truss Type Qty Ply 2610 A R42684419 PL13-251_UP_H FO6 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:09 2014 Page 1 ID:_egh?eklp1OciFEQgnUaloSyJt2m-nT39UpK8UKF4QxNowJEvRCK81h4reJ0e2JW54aykJaO 1 1-0-0 1 I D-8-411 1-2-0 I I 1-8-8 -I I 1-9-0 I I 1-2-0 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= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 + o _ a e a • e - .. _ a e e e 26 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 81-10-1 1 13-3-12 1?-10-1 I 19-3-12 1 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(,112:0-1-8,Edge),(13:0-1-8,Edge),123:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl 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=0/738,6-25=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( PR 0Fss 4,01/4 LOAD CASE(S) Standard T J GINE 9 QO2 � 87022PE 9t' y SAT OREGO ti� �1 On��8ER 1\ �� k H R EXPI RES:06/30/2015 August 25,2014 9 8 ®[y s€/7/3-Vru//yrtesipnpumxwtcrs3d READ WITSRNtR7SAASman HFI€?TOEFERc€NLEPAGE fou7473re:.1/d5/1014REDREW Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �Y Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 'B' ` is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M(1pK^ ' 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 Quatly Crileda,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 tt Souttlenl.Pine t5P)lumber is eaacified.,theresign aetsves are those effective 06/103/2038:0 txrALSC Job Truss Truss Type Qty Ply 2610 A R42684420 PL13-251_UP_H F07 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?eklplOgFEQgnUa1oSyJt2m-FfdXh9KmFeNx25x U119_PsO95Y NsOoGzFecOykJa? I 0-9.12 I I 2-6-0 I Scale=1:11.9 1 3x4= 21.5x3 II 3 3x4 = 41.5x3 II o o O N N e ° 3x6= 7 6 1.5x3 I I 3x4= I 6-2-4 I 1 6-2-4 i LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) Vdefl L/d 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 lncr YES WB 0.19 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=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=1449/0,1-6=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 <(- RRDF s'6` cos87022P r" i CV ti A �'�J OR CON ei�' �,44/0,-,41, ER ` A. H0; EXPIRES:06/30/2015 August 25,2014 4 f A WARN -Vedfr design parameters and READ NOTES CM Tars Atc Z.1CIMEJMirk REFERENCE PAGE maa7473ter.Sf28/2ir1 EUSx Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1., Applicabilty 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 permonentbracing 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 Galeria,OSB-89 and SCSI Burldtng 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 SSP)lumber is specified,the designs values axe those effective 06/i1i/2023 byA SC Job Truss Truss Type Qty Ply 2610 A R42684421 PL13-251 UP H FOB 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?ek1 p1 OgFEQgnUa1 oSyJt2m jsBwVLOOyVogEWA1 kGOWdPViUpw6DhxVd?C9TykJa_ 1 1-0-0 1 tri-7-811 1-2-0 11 1-8-8 11 1-9-0 ii 1-2-0 11 1-5-8 11 1-6-0 1 1-6-0 1 Scale=1:32.8 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 e e e/-\ e / 1e�-.�e��\e j... .. � e / � e 5,, 0. e e o e e e . 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 14-5-0 I 8-3-0 p-l0-0o 5-0 1 13-3-0 53-1 1 190 I 8-3-0 10-7-0 D-7-0 3-10-0 10-7� 3 7-0 4-10-0 Plate Offsets(X,Y): (10:0-1-8,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) 1/defl 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 Ina 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 2.0E(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: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(lb)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/-PI 1. P�QFfis 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 �) c1 be attached to walls at their outer ends or restrained by other means. LOAD CASES 4'4( ) Standard ` . 87022PE r' y �'°,,, OREG N ti�04/ E c. EXPIRES:06/30/2015 August 25,2014 e 9 A WARNING'-Vet/'de_signparameters and READ//3TESONTHIS AND MULCH)MITEKREFERENCE PAGE MIT 7473rex 1,29/2010Lfff7REtiSE 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 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,consul ANSI/TPI1 Quality Criteria,058-89 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 Seuthern Mine(SP)lumber is sperefied,the.desipts values arettsose effective 06/01/2018 byA SC Job Truss Truss Type Qty Ply 2610 A R42684422 PL13-251_UP_H F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 5 Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:11 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-jsBvvVLOOyVogEWA1kGOWdPZvUtE6JLxVd?C9TykJa_ I 137874 I I 2-6-0 I Scale=1:11.6 1 3x4 = 21.5x3 II 3 3x4= 4 1.5x3 II • b. 0 N e� 3x6= 7 65*' 1.5x3 II 3x4= I 6-0-12 I 6-0-12 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl 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/rP12007 (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.Comp./Max.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/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 ti0PROE c.� ,GNGINEE, Svc 9 2 4 8 • 2PE / ` f to cv 7 SAT OREGO rye Q� '$�' ,ii 1' „ 1/43 A. He EXPIRES:06130/2015 August 25,2014 i _ » I AKAM -Verity designraanxSrsand READ WYw7FEONTHIS AN&Tit LED1f17EKREFERENNi MMTL7473me7,/a9/201SBEFRElISE Design valid for use only with Wel(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 BL�B is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the - Mirek: 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/Tell Qualtly 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,95610 if 5anrtiseeres Pin*MP)i rthe-iss asi£ec„tzresign wham aim.these etfestive OG/02f24zt:5 by USC 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 ID:_egh?eklplOgFEQgnUaloSyJt2m-B21H6rM1nFdflO5MbSnd3gyblu4Lrc75kHklgvykJZz 1 1-0-0 1 0.11-4 II 1-2-0 II 1-0.0 I I 1-8-8 I I 1-2-0 19' I 1-3-0 I 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 • a TTIN. a • a`\ _ 1'.' e 2 26 25 24 23 22 21 20 19 18 3x4= 4x5= 4x8= 3x5= 3x5= 3x5= 3x8= 3x4 = I 2-2-4 12-9-413-4-41 7-2-4 17-9-418-4-4 1 19-8-0 I 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): 14:0-1-8,Edge),(6:0-1-8,Edge),(7:0-1-8,Edge),126:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 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=-1933/0,34=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 326=754/0,4-25=379/0,7-22=288/0,424=0/1512,5-24=282/0,6-24=-806/0, 15-17=1295/0,15-18=0/1104,13-18=908/0,1319=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. ���� PROp" LOAD CASE(S) Standard \5 ��GIN4:4:61/0 E /Q2 CC 8 • 2PE .. ter' - , ,,5 OREGIO (15bIQ 4/BER Wet A. HNP EXPI RES:06/30/2015 August 25,2014 4 f AW4RNWJ-4'erttydes#ynra;aam1errsand READ f FES CMTHIS AND fr4O0EDMIMIC REFERENCE PAGE MiT7473meJ:/29/2149 of USE 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 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/7911 Qualify 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 185aurfsarn.Pine Oaf fu cis .ed.the ige waist.aro Obese edfex erG./aa/2G13 ry.ALSC Job Truss Truss Type Qty Ply 2610 A R42684424 PL13-251 UP H F11 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:13 2014 Page 1 ID:_egh?ekl p1 OgFEQgnUa1 oSyJt2m-fEJfJBNfYZIWvYgZ991sc2UmxINja5DEyxUJCLykJZy I 2-6-0 I p-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 `e -\ a -I e 4 / a 4 lar e e 1,6" 17 16 15 14 13 12 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8-3x 2 P-5-12 1 13-3-12 113-16-1 I 16-8-0 I 8-2-4 0-1y 0-7-0 3-10-0 0-7-0 0-7-0 2-2-4 0-7-0 Plate Offsets(X,Y): (6:0-1-8,Edge),18:0-1-8,Edge),19:0-1-8,Edge),116:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 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/TP12007 (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. REACTIONS (lb/size) 18=727/0-4-4 (min.0-1-8),11=727/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2516/0,3-4=-2516/0,4-5=-2841/0,5-6=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 ~�5EO PROpt. = 870 2PE ttz f ti_ 7 5. �A;, OREGO q?a/ 0 BER 1\ A. HEP EXPIRES:06/30/2015 August 25,2014 1 _ f ®W4RN7M)-Verity deign ramal'tnrs and RFAtr MITES GM 7NISAND s!KS.LLED MIMIC REFERENCE Pim#a 7473 roc/,115/20l4 BUM USE 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 it 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 R �ife'f" 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/7PI1 Quality Craena,DS6-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Intormalon available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Carus Heights,CA,95610 If Soastlsern.Pine fSP)lumber Is specified,the design values are Shore effective 06/09/203:3 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 MTek Industries,Inc.Mon Aug 25 09:51:13 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-fEJFJBNfYZIWvYgZ991sc2UuslYraCQEyxUJCLykJZy 2-6-0 1-9-11 I I 1-2-0 I I 0-7-1 I Scale=1:17.1 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 61 0 C 6{< e e /✓ 1 9 8 3x4= 7 3x4= 3x4= 3x4= I 4-5-3 41-11 5-1-11 I 5-8-11 5-1100 9-0-12 I 4-5-3 0-1-8 0-7-0 0-7-0 0-1-8 3-2-9 Plate Offsets(X,Y): f8:0-1-8,Edge),f9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (roc) Vdefl Ud 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/TPI2007 (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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-826/0,3-4=-826/0,4-5=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 ANSUTPI 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 �Q'ED PR QFes �5 4 cINFfi� $70 2PE5. tn 04 ���,DREG N (15:'41cr� 5C' lBER0.0 A. He?, EXPI RES:06/30/2015 August 25,2014 f r A f ARNIM3-Yerer de=/pn y5arsasrter5 sod READ M:'TES ONTHIS AND I Lt Eb f411EKREFEREN7 PAGE t411.7 413 mt.11291201$BEME)1SE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. �k Applicabifty 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 MTek' 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/TP11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 It timsrthzrn Pine TSP)lumber is specified.the design velum are tease elfeatnre wolf 2014 byA SC Symbols Numbering System iA General Safety Notes PLATE LOCATION AND ORIENTATION " Centerplate unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. DamageInjury 3/a on jointI ( (Drawings not to scale) or Personal In rY MM. Dimensions are in ft-in-sixteenths. ipoio‘ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 1 �� 2. Truss bracing must be designed by an engineer.For 0 /16 4 wide truss spacing,individual lateral braces themselves Allimay require bracing,or alternative Tor I _Eff p bracing should be considered. ror 3. Never exceed the design loading shown and never �� stack materials on inadequately braced trusses. (!)(Orrii 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7 8 cs-o O� 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/TPI 1. connectorlates. THE LEFT. p 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,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 bysymbol shown and/or SYP represents values as published specified. i� 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. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. tilling, reaction section indicates joint =11 il Nur number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Mil NM 18.Use of green or treated lumber may pose unacceptable p_ 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(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. s1 is not sufficient. BCSI: Building Component Safety Information, T " 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 o v v m rr--• N N0 -0,-. C a -7-, 2' a2`mpo p• A O Onj r A N• 0 > > :.--, 0 • n Zm0 N ~ = Z aW D -o Z a 0 56 0 o [ I 39'-0' 161-6" o n O Z "I v m a 2 Si y ° CO 12'-01/2" 1 B1 c so II z > � co ' 6 "a2 ,:,' .0.t01 (' / m Ay n m -‘H y ' 9 -_ w . m W 7 J N W N b / • - ^• ° "p• om / - � 14. p . z�z,. B3 ` d. , ca . ozr101-6 12 9., wZAyn m ozm-p,,o m Pf ( ) S - _ r -`- _a. orr4pM N° AmacIr , - a _.. N EH c mlimell • C . 2'-01 3T-6' I 16'-0" c.-71 56'-0" y IA ® CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH Q CONFORMS TO DESIGN CONCEPT Q REVISIONS AS SHOWN ❑° CONFORMS TONOTED DESIG° N CONCEPT WITH v • F NON-CONFORMING-REVISE AND RESUBMIT ❑ NON-CONFORMING-REVISE&RESUBMIT O THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE r► 2 3 WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 0 FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN t erc DESIGNADRAWINGS OF RESPONSIBILITY FOR CONFORMANCE WITH THE DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODED,ALL OF WHICH HAVE m DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY PRIORITY ,SPECIISSHOPDRANDA a OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. By Alexia Fukui Date 9/22/14 Z N By: Todd R. Eaton Date: September 19, 2014 MILBRANDT ARCHITECTS g CT ENGINEERING INC o m 1:1 m NoGr-nlzaa 1EZ• ez�m0o o o- r Aa A N o D Dz O E n -- ZmO co y = Z a Z D -o ZC v O G W J N 5V-0" o m -0"r 3T$" I 1V-6" om z 3 o o c —2 < 3 0o m a la, _, B5_ (8744, . v•r......„,./74 El. 1 -- -- -- -- --- -- - - -- -- - --- ------ --- -- > c B4 Z4), w A A rn y D < C C C -- -... .. --- > - 0 0 v m C a o 0 0 CD Z \°n 4� co W 101-61/2" , lu co C--.` B3 , 0. rhlq 12 - . 2\,.\.\, ..- \i . „ C P1111: a --�/•/�� �- --^N vm 2 Er o_trani A mz G'2 zo y .i ' _ . �^ Sr, ooAo��m���<m L � ` OD zm°zzomrilomv C� _-_— _ _ -.---- _._. -- -- ..,,,N. 0. e� z�'o gc-+aim" . ' t Di ,,,,, a so ��po�pom�gp� _ . . . 03 1111.° Ei l 27 P° I I p . tet►$112' 6t .. —11 siMMIMIF a C y ® CONFORMS TO DFSiGN f ONCFPT 391-6" I 16'-er 7;,::---- n CONFORMS TO DESIGN CONCEPT WITH o REVISIONS AS SHOWN EX CONFORMS TO DESIGN CONCEPT :'3,, ❑ NON-CONFORMING-REVISE AND RESUBMITCO 0 CONFORMS TONOTED DESIGN CONCEPT WITH THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE n3o WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE ❑ NON-CONFORMING-REVISE&RESUBMIT O .o FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE Ei DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 9• Cri m OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE Z CD 6 n By: Todd R. Eaton Date: September 19, 2014 PRIORITY OVER THIS SHOP DRAWING. -a NV o CT ENGINEERING INC By AlexiaFukui Date 9/22/14 MILBRANDT ARCHITECTS MiTek USA, Inc. / 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). 4 p,.l aft ,�i,. ,fop PRO1`�s 1 .t, s r1% il0. itl' Cit;..1 i�t. AO w op,tt 1,4,b .1.4",00 4 1V0 h` ignikt4t1 4) y�f }' (� (u11/71 ` EXPIRES 613t1115 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" 'COND. 2: Design checked for net(-5 psfj uplift at 24 "oc spacing.' TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF lit&BTR SPACED 24.0" O.C. 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 DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. 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,CN1B (or no prefix) = CompuTrus, Inc Enclosed, Cat.2, Exp.B, MWFRS, M,M20HS,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 complete specifications. 8-06 8-06 1' T T 12 HM-4x4 12 14.00 7 i N 14.00 0 0 0 0 M-3x4 M-3x4 (. ', ) 1, 1-00 17-00 1-00 JOB NAME : 2610-A NH POLYGON - Al co .x5INOA,. / Scale: 0.2680 \ t 02 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 an individual 92 1111 P E Truss: Al 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �,/ DES. BY: MJ responsibilityof the erector.Additionalpermanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by f w� - is the 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. 3.2o Impact bridging or lateral bracing required where shown++ yG OREGON �<C/ SEQ. : 6054120 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. 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 A� design loads be applied to any component. and are for"dry condition"of use. /Q 9 r 14, `_ TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.assumesn full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. MFP R I I-.," P p 7.Design assumes adequate drainage is provided. 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 VIII VIII VIII VIII VIII VIII VIII IIII IIII TPI WfCA in BCSI copies of which will be furnished upon request. git coincide with jointanr liche. 9.Digits dsize of plate in inches.. MiTekUSA,InC./COmpuTruSSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111E1111 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 DF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6606) 932 8- 5=(-660) 4010 7- 4=(-1914) 270 2x6 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°0C. UON. BEARING MAX VERT MAX HORZ BAG 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. ICOND. 2: Design checked for net(-5 psf) 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 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0,020" @ 16'- 6.5" 9" oc in 2 row(s) throughout 2x6 webs. NOTE: Design assumes moisture content does 8-06 8-06 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 system and components and cladding criteria. 12 M-5x6 12 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 14,00 7 5 0„ a 14.00 Enclosed, Cat-2, Exp.B, MWFRS, interior zone, load duration factor=1.6„ 3 Truss designed for wind loads PV i in the plane of the truss only. M-3x6 M-3x6 1 M-7x16 M-7x16 O i1/i• m Cii mIL k o vtqr CO i CO ® CO MIIIIIM to 0 1-' 6 7 8 o M-3x10 =M-10x10 M-3x10 0 > y ) > ) 4-06-02 3-11-14 3-11-14 4-06-02 17-00 WEDGE REQUIRED AT HEEL(S). ��E0 PROFFs JOB NAME : 2610-A NH POLYGON - A2 5< G1N LP Scale: 0.2151 ,\ ! 071 2 WARNINGS: GENERAL NOTES,unless otherwise noted: v(]�� I 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 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 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 is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �„ �� P Y 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++ 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. 9 A.- y 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, L� '1(f �� design loads be applied to any component. and are for"dry condition"of use. Q -7 r 1 4, 22') 'r nTRANS 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 f �P fabrication,handling,shipment and installation of components. Designecesary. �`+ARRA- 6. R r A- P P 7. laesassumes adequate ne drainage iso truss,and This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 11111111110111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. git coincideictwith joint ate in che. 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) EXPI RES:12/31/2015 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" 1COND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.' TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 204 KDDF N1&BTR SPACED 24.0" 0.0. 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 components BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and and ndforccriteria. DL ON BOTTOM CHORD = 10.0 PSFcladding Unbalanced live loads have been TOTAL LOAD = 42.0 PSF mph,for this design. Wind: 110 m h, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 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,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,MIBHS,M16 = MiTek MT series 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 18-09 18-09 complete specifications. 1' 12-06-01 6-02-14 6-02-15 12-06-02 12 !IM-4x4 12 7.00 V 2 ',..1 7.00 Oil M-3x5(S) 0/// 4,M-3x5(S) rn 0 1 0 o ? �. 6 q o c, M-3x5(S) o M-3x4 M-3x4 y ), y 18-09 18-09 y > y 37-06 1-00 JOB NAME : 2610-A NH POLYGON - B1 �V4 PROFFs1S Scale: 0.2285 \• Ir.- > WARNINGS: GENERAL NOTES,unless otherwise noted: �� 7 7, •,-,. p 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 P Ec Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper // 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the 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 length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M CC SE /� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '9 OREGON I �C(/ SE Q. : 6054122 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 design loads be applied to any component. and are for"dry Condition"of use. -7 y 2� —` TRAN S I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beating at all supports shown.Shim or wedge if 1 � 7. �? fabrication,handling,shipment and installation of components. necessary. /11 -R (U Design assumes adequate drainage is provided. R 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII PHI 11111 VIII IIII III TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideiindicate with jointcenterche. 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) EXPIRES:12/31/2015 IIIIIII III 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 I. 2=(-5824) 1802 1-10=(-1553) 5106 10- 2=( -904) 3278 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.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 <= 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 BRG REQUIRED BRG AREA Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = rus, 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) CompM,M2OHS,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 f '1 T T '' T MAX HORIZ. TL DEFL = 0.310' @ 37'- 0.5" 12 M-4x6 12 NOTE: Design assumes moisture content does 7.00 / 7.00 not to exceed 19% at time of manufacture. 4 5 Design conforms to main windforce-resisting system and components and cladding criteria, 1111444M-5x6(S) Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M-3x4 3.1 Enclosed, Cat.2, Exp.B, MWFRS, M-5x6(5) interior zone, load duration factor=1.6„ 0.25" Truss designed for wind loads 0.25" 1 in the plane of the truss only. +f M-1.5x3 M-5x8 + +„ 40* «, 10 ct ,t '4.1,' M18HS-7x14 EIEC `_ • 4v 01** 11 1 13 o o M-3x10 -1 4.00 M-7x8 0.25° M-3x4 M-3x6 0 12 4.00 r-- M-5x8(S) WEDGE REQUIRED AT HEEL(S). 12 • ,k J J. - y ,k y 5-06 , 5-00-08 , 8-02-08 9-05-07 9-03-09 y y y 5-06 5-00-08 26-11-08 1-0 37-06 1-00 �cE° PROF JOB NAME : 2610-A NH POLYGON - B2 �- GIN s, Scale: 0.1674 �\ ! r)� 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 an individual =9 L„P E Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper //J 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. , i 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at err 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 �/-� - `J� P Y continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). � iy. 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 �~r"• 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y •c/ 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�r '1° 4, �A design loads be applied to any component. and are for"dry condition"of use. Q -7 4 TRANS I D: 407735 5.CompuTros has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ...,‘,..T- necessary. fabrication,handling,shipment and installation of components. necessary. �L� 11 - V P P 7.Plates assumes adequate one drainage iso truss, C R R f 1. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center II I I II VIII VIII VIII VIII VIII IIII IIIITPINVTCA 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(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIII I 01111 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=(-2850) 937 1- 9=(-734) 2335 2- 9=(-274) 191 BC: 2x4 KDDF #1&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 TC 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2848) 924 5-11=( -10) 539 TOTAL LOAD = 42.0 PSF 7- 8=( -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,CI6,CN18 (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,M20HS,M18HS,(or = Mprek 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) M16ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.I 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 f f 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 T f f f f f f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 L- M-4x6 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 ,h interior zone, load duration factor=1.6„ Truss designed for wind loads M-5x6(S) .- M-5x6(S) 111 in the plane of the truss only. 0.25" 0.25" vo. .00 M-1.5x3M-1.5x3 // Lo in 0 0 o �1** 9 1Q l' 11 1 o M-3x6 M-3x4 0.25 M-3x4 M-3x6 0 M-5x8(S) y y 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 �<<-\''�GPN OFF`rsj Scale: 0.1674 �\ 02 ��/ l WARNINGS: GENERAL NOTES,unless otherwise noted: �� 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 a +SPE Truss: 63 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 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 length by �_ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „,0611•0",` DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr OREGON l'' !� 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. 1 9 40 SE0. : 6054124 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�1' � {� design loads be applied to any component. and are for"dry condition"of use. O ) '�4 2.0\07.* fabrication,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 `_ necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R�,,, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center _ 1111111111111111111111 TPI WTCA in BCSI,copies of which will be famished upon request. git coincide with jointanr lines. 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) EXPI RES:12/31/2015 111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -34) 57 2-10=(-713) 2331 3-10=(-271) 175 BC: 2x4 KDDF li1&BTR 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- B=(-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"OC. 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" B- 9=( -34) 57 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: I 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 SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -241/ 1858V -270/ 270H 5.50" 2.97 KDDF ( 625) 37'- 6.0" -241/ 1858V -270/ 270H 5.50" 2,97 KDDF ( 625) 1COND. 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" @ 3B'- 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" 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 f f f T T not to exceed 19% at time of manufacture. 12 12 7.001/ M-4x6 'ill 7.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 5 ,f-n' Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, r\ Enclosed, Cat.2, Exp.B, MWFRS, M-5x6(S) M-5x6(S) interior zone, load duration factor=1.6„ 3,1 Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" o?, o0 +1 M-1.5x3 M-1.5x3 .//Ait Ak\i , to /A4 co O 0 c y - ee� __ v O 10 1 12 o o M-3x6 M-3x4 0.25" M-3x4 M-3x6 0 M-5x8(S) ) ) .1 ) ) y y 9-07-05 9-01-11 9-01-11 9-07-05 y y 1-00 37-06 1-00 �4>cO PROF,c., JOB NAME : 2610-A NH POLYGON - 64 5� GIN s, Scale: 0.1625 \ Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: 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 = �OPE Truss: B4 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 atlleof 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 tel- �� P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Cr 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. 12- 44/ SEQ. : 6054125 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� 219 \ 1� design loads be applied to any component. and are for"dry condition"of use. Q y 1 4 2 AT 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 �C fabrication,handling,shipment and installation of components. necessary. �L��R 1 R_'. P P 7.Designlaesassumes adequate ne drainagehcis sCC r5 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 111111111111111111 TPIM/TCA 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(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 VIII! 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 H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C, NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. 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 DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. 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. Enclosed, Cat.2, Exp.B, MWFRS, LL = 25 PSF Ground Snow (Pg) 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. 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 complete specifications. 18-09 18-09 1' 1 '( 12-06-01 6-02-15 6-02-15 12-06-01 12 IHM-4x4 12 7.00 NM a 7.00 M-3x5(S) M-3x5(5) O M-3x5(5) O M-3x4 M-3x4 y ), 1, 18-09 18-09 1-00 37-06 1-00 JOB NAME : 2610-A NH POLYGON - B5 Scale: 0.2247 �����t�t�` �"PN(yC1OFF011 WARNINGS: GENERAL NOTES,unless otherwise noted: �� •' /1?' - �-S� 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 G, P E Truss: 65 and Warnings before construction commences. building component.Applicability of design parameters and proper J/ 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 lop and bottom chords to be laterally braced at �r DES. BY: MJ 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 1s continuous sheathing such as plywood in ere 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 applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. }7 OREGON tx `V SEQ. : 6054126 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� 'v9 �� 4 and are for"dry condition"of use. y design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, P TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the necessary. /11R1:311...\,f 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 VIII I VIII III I III I I!)'III TPI/WTCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointanr lines. 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) EXPIRES:12/31/2015 IHIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 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 DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. 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,M2DHS,MI8HS,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. BOTTOM CHORD CHECKED FOR 10PSF 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 11-00 11-00 complete specifications. T T T 12 iIM-4x4 12 6.00 3 6.00 R cry CO O O n O M-3x5(S) M-3x4 M-3x4 y 1- 1- 12-00 10-00 ) ), y 1-00 22-00 1-00 JOB NAME : 2610—A NH POLYGON - Cl scale: o.3s53 �\����EG?NOFFOAI 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 an individual = �P E Truss: Cl 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 stability during construction 2 Design assumes the top and bottom chords to be laterally braced at S/11"rr'�• DES. BY: MJ 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 " continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). It DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y OREGON 44/ SEQ. : 6054127 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, L� r1,91' \� y� design loads be applied to any component, and are for'dry cond8ion"of use. O 1 4 Z "T' 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` nfabrication,handling,shipment and installation of components. ecessary. ��*R R I VA- P P 7.Designlaesassumes adequateated drainage iso truss,and This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss, placed so their center VIII VIII VIII VIII IIII III VIII III IIII TPI WfCA in BCSI copies of which will be furnished upon request. git coincideitwithizjointcenterche. 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) EXPIRES:12/31/2015 111 IIII 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 H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -36) 50 2- 8=(-501) 1261 3- 8=(-311) 207 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 634 BC LATERAL SUPPORT <= 12"OC. UON. DL 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 BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE 50.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,M20HS,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 10PSF 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" T T f MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-09-04 5-02-12 5-02-12 5-09-04 f f f f f NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 12 6.001/ M-4x6 '--.I6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 4 /--,( Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=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 ilb .M-1.5x3 M M 0 0 8 9 " o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 J, Jz y y 7-06-03 6-11-11 7-06-03 ), ). y 12-00 10-00 )' y y ) 1-00 22-00 1-00 JOB NAME : 2610-A NH POLYGON - C2 Scale: 0.2653 \����ED�PN OFFSs/o `i?fir 2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 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$ P E 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 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 length by �' is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) _.,.../.411,11- DATE' 9/9/2014 Pyw g(resand/ordrywall(BC). n+ the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ v„ SEQ 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y 'tr.,OREGON�� �!y S E Q. : 6054128 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 design loads be applied to any component. and are for"dry condition"of use. <O ' k /4 20 T. 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 necessary. MFRRILL 6p. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPI/NlrCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterinches.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) EXPIRES:12/31/2015