Loading...
Plans (15) Job Truss Truss Type Qty Ply 2610 A R42684414 PL13-251 UP H F01 Floor 1 1 Job Reference(optional) Pacific Lumber Si Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 2�5 09:51:05 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2nwigeeSHeQ6leyJ30hU9zHM9om4ediTK37hYuxpykJa4 I 2S0 I 9r1.5-41 i 1-2-0 1 1 0-11-8 1 1 1-2-0 11 2-1-0 Scale=1:28.5 3x5= 3x4= 3x4 = 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 • e _ e :� e e 74 \ _\ e a e o 1'°g 17 16 15 14 13 12 3x4= 358 = 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8-}}tt2 1.5-12 I 13-3-12 1p-10-12,1 1 16-9-12 I 8-2-4 0-1-$ 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,Edge],[8:0-1-8,Edge),(9:0-1-8,Edgei,[16:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 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/fP12007 (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 (Ib/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(Ib)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=0/2895,1314=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/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 BRED PRQEe � �,I N�fi s�oy9 8 • 2PE r 1- .(12, S... ti� �1 O c°' BEs. \\ . N- Or, A. HS‘• EXPIRES:06/30/2015 August 25,2014 4 _ . QWARNI,M)-Vtdfydesign paminettmand READ N31 SOHnir$ANC INCLUDED Nf7ExREFERENCE PAGGENM7473me2,/Z9/20S4OSIREUSE Design valid for use only with MOek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabilty of design parameters and proper incorporation of component is responsiblity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabitty during construction is the responsibillity of the i4iiTek° 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/TPII Quality Criteria,058.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Truss Plate Institute. Ma rfrom h•rn trine(SR)lumbar is spec'siied,the*mien vetoes Suite tr,es areltsase-eee a 06 /el/201.3 by MSC 12,Alexandria,VA 4 Citrus Heights,CA,95610 A Job Truss Truss Type Qty Ply 2610 A R42684415 PL13-251_UP_H F02 Floor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego.Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:06 2014 Page 1 r�� ID:_egh?ekl p1 OgFEQgnUa1oSyJt2m-MuNOroHGBPtVZTeDFBgCgZdtT2ERyMCLLHRTFykJa3 1 1-0-0 1 IAi 1 1-2-0 I I 1-8-8 I I 1-9-0 I I 1-2-0 11 1-4-4 I I 1-8-0 I 1$0 I Scale=1:32.7 404= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 .'Ci /N/ \/\/ \ _ ° _ _ 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- 8512 11-10-121 I 13-3-12 1f-10-9 1 19-24 I 8-3-12 0-7-0 0-7-0 3-104 0-7-0 0-7-0 44412 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 (lac) I/deft 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/TPI2007 (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.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 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 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. t4 PR 0A-k- LOAD CASE(S) Standard s c INE ✓O Q 87022PE �. -0j,()REGO. ct�.,N F3S SNP A. HE . EXPIRES:06130/2015 August 25,2014 I A WARW..1-Vert!design paramewn and READ MIES ON 7N7S.AN11 lACZi10EC NYSE REFERENCE PAGE MU 7473 mx 1/29/2014 DEMME • Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual bulding component. Applicability of design parameters and proper incorporation of component is responsibtlty 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 responublity of the building designer.For general guidance regardrn MiTek" fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPl1 Quality Criteria,DS6-89 and SCSI Sinding Component 7777 Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 31Z Alexandria,VA 22314. Citrus Hee hts,C 95610 de 109 If5aushera Fine f P)Iumyer is specified.ate e.:sSrr maws a0e:u osamif•ctive 06/01/2013 botAtSC g Job Truss Truss Type Qty Ply 2610 A R42884416 PL13-251 UP_H F03 Moor 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?ek1p1 OgFEQgnUa1oSyJt2m g4xO381uyj?MBdDPouBRMnEtytWRAVVRLa?1_OiykJa2 1-3-15 I I 1-2-0 1 1 0-6-13 1 2-6-0 I Scale=1:11.6 3x4= 11.5x3 II 2 3 1.5x3 II 4 3x4= 5 1.5x3 II — e N e w e e 6Yry\t' e 1.5x3 II 3x4= 3 ' 9 8 7 3x4= 3x4= I 1-6-15 I 2-1-15 1 2-8-15 2.110-7 6-0-12 I 1815 n-7-0 47-0 d-1-/t 3-2-5 Plate Offsets(X,Y): (2:0-1-8,Edgel,p:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl 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 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(lb)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 �: �0PRO/ 444 -7 'r 870 2PE 7 N /� ti �A?S OREGO ftQ it/ "P Cr, 8ER \\ pe' . A. HERS EXPIRES:06/30/2015 August 25,2014 r Q WL4RNL46-Ve1?2design paraaleerswet REM Pi07ESONMIS APPA1fk1IFDEDMINK REF5REPCEPAGE1117413rue /z9/Zo14EC E(S Design valid for use only with Mifek 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 responsibilllty of the ■A'Te1R�' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarckng 6Y6 1 fabrication,quality control,storage,delivery.erecfion and bracing,consult ANSI/TPI1 Quarly Criteria,DS6-89 and SCSI building Component 7777 Greenback Lane,Suite 109 Safety Information Pine t�va Iumbett is spec.Yed Institute,� ett are1 N. eStreet, i*e Suite 312.Alexandria,VA e4fective 06/01120 S try RISC 22314. Citrus Heights,CA,95810 If Southern a • Job Truss Truss Type Qty Ply 2610 A R42684417 PL13251_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?ek1 p10gFEQgnUat oSyJt2m-JHVmGTJWj17DpnobMggv_n1AHuOvTVpfmYY8ykJa1 I 2-2-4 1 3x4= 2 1.5x3 II Scale=1:8.8 4 N Cr 4 3 1.5x3 II 3x4= I 2-54 7-5-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft 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 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/t'PI2007 (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 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 �� Eo PRO/ess GINE 9 lc2 t .870 2PE 'oj;°REGO tid 40 k HE0 EXPIRES:06/30/2015 August 25,2014 4 AWARNE%r<a-trerlfydesitgnparameters am'READ WIEROH1HISAND IM21iEDWIER'REFEIEACEPAGE Ha7473mn1/2S/2t1iB✓ d5E1• B Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual buiding component. Applicability of design parameters and proper incorporation of component is responsblity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibslity of the ■;� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Wel(' fabrication,quality control storage,delivery,erection and bracing,consult ANSI/1191 Quarry Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Intormaiton available from Truss Plate Institute,781 N.Lee Street Suite 312.Alexandria,VA 22314. Citrus Fie'hts,CA,95610 if Southern P-sne(SPI lumbar is specifiedre .nil 4esigovafuec atbese eeective 06/O1/1O1.3 byAMSC "t 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 �nAd ID:_egh?ekl p1OgFEQgnUa1oSyJt2m-JHVmGTJWi17DpnobMggv_ny2HksvpjVpf lYY8ykJa1 1 1-0-0 1 f�4-]I 1-2-0 11 1-5-8 I I 2-0-0 1 1 1-2-0 11 2-3.8 I 2-6-0 I Scale=1:33.2 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x8=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 !i j.\ e/ I 12 °° 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x5= 3x4= 9-5-12 14-5-12 I 8-3-12 8{10-121 F 13-3-12 1}-10_9 1 19-6-4 I 9-3-12 0-7-0 R7-0 3-10-0 0-7-0 0-7-0 5-0-8 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[17:0-1-8,Edgel,[21:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid 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 Incr 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 I 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. ,q,,EQ PROFe LOAD CASE(S) Standard --C.‘"4 u 5..•j,9 444 -57 cc 870 2PE y clk4,x 0 R E G 0 ti? 4/ S A. Hes-- EXPIRES:06/30/2015 August 25,2014 4 I Q WARNING-Way' design&parameters and REAP?CIES CH THU AM MIMED MEIEK REFERENCE PAGE MU 7473 ret I/251201d PRIdEUSE Design valid for use only with Mitek connectors.This design is based ony upon parameters shown,and is for an individual bolding component. Applicabirrly 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 B the responsibillity of the . MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria.DSB-89 and BCS'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 ItSoushosn Pine fool lumbar itbpetifitd,the design vahset aralfrasa etfecti s.0610312013 byAtSC Job Truss Truss Type Qty Ply 2810 A R42684419 PL13-251_UP_H F06 Floor 4 1 Job Reference(optional) Pacific Lumber 6 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?eklp1OgFEQgnUaloSyJt2m-nT39UpK8UKF4QxNowJEvRCK81t4reJOe2JVV54ayitJao 1 1-0-0 1 F -I I 1-2-0 II 1-8-8 11 1-941 ii 1-2-0 ii 1-5-8 11 1-6-0 1 1-6-0 1 Scale=1:32.9 454= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e •• N / -e/ 4•\ee e o e e e a It. Nc 28 25 24 23 22 21 20 19 18 17 354= 455= 355= 355= 354= 356= 3x8= 3x4= 9-5-12 14-5-12 1 8-3-12 fr10-121 1 13-3-12 1t-170:0120-7.0 1 19-3-12 &112 0-7-0 0-7-0 3-10-0 4-10-0 Plate Offsets(X,Y): (10:0-1-8,Edge),112:0-1-8,Edge),113:0-1-8,Edgei,123:0-1-8,Edgel LOADING(psi') SPACING 1-7-3 CSI DEFL in (lac) l/defl 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 WO 0.56 Horz(rL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (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/O,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 31 nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PR OFe, �GrAIJ LOAD CASE(S) Standard Ca 1 i'?(NE V. T 4w 87022PE r 7 co,'0,,,OREGO (15),(4 A. HERS EXPIRES:06/30/2015 August 25,2014 4 4 A WARNI F3-Vedtyde44a parameter aryl READ 1137FS ON THIS ANO INCLIZED NM!REFS.RSM T PAGE MI7 7473 res//29121dR8 ISE 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 stabilty during construction is the responsibility of the "MiTek' erector.Additionalpermanent 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 Crieda,051-89 and SCSI Sulding Component 7777 Greenback Lane,Suite 109 Safety krformatlon available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 *Southern Ptne(SP)hmeberit specified,Ow design values sea these affective 06,101,001.3 byALSC 1 Job Truss Truss type Qty Ply 2610 A R42684420 PL13-251_UP_H F07 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:10 2014 Page 1 ID:_egh?eklp1OgFEQgnUatoSyJt2m-FfdXh9KmFeNx25x U119_Ps095Y NsOoGzFecOykJa? 1 0-9-12 I I 2-6-0 I Scale=1:11.9 1 3x4= 21.5x3 II 3 3x4= 41.553 II • 0 0 . \ • e 3x8= 4. 7 6 1.5x3 II 354= I 6-2-4 I 6-7-4 LOADING(pst) 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 Incr 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.Comp./Max.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 v,Ep PROre,. w�� C'1NE'9 ��V!, .87022P; i cv 7 <ck4),:OR •GON ti� " 'n 8ER1\ Pq . S .4. HEQ`. EXPIRES:06/30/2015 August 25,2014 i ANARNLANG-Verify design;asametersand REAP MIESOHMS ANC1M1tIEDNtFEKREFETfNY1PAGE HIE 7473ma,1/19/I14B AEtbE t Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual budding component. li Applicability of design parameters and proper incorporation of component is responslo ily 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 resporssibidity of the 'Mitek° erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Cdteda,DSI.89 and BCSI Building Component nn Greenback Lane,Suite 109 Safely Information tStreet, c 2A1 4 Citrus Heights.CA,95810hern Pine f�)kurribee is specified,the ate eurosa effective e41f2f013 by If Southern B Job Truss Truss Type Qty Ply 2610 A R42684421 PL13-251_UP H F08 Floor 1 i Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego.Oregon 7.430 s Jul 25 2013 Mi Tek Industries,Inc.Mon Aug 25 09:51:11 2014 Page 1 ID:_egh?eklp1OgFEOgnUa1oSyJt2m.jsBvvVLOOyVogEWA1kGOWdPViUpw6DhxVd?c9TykJa_ 1 1-0-0 1 p-7-811 1-2-0 1 1 1-8-8 1 1 1-9-0 1 1 1-7-0 _1 1 1-5-8 1 1 1-6-0 1 1-6-0 1 Scale=1:32.8 4x4= 3x4= 3x4= 3x4= 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 ° s ° e _ e Ne/ \ / \. � N /\ . �_ 1‘7, e E 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-10-019-5-0 1 13-3-0 13-,0 9 1 19-3-0 1 8-3-0 0-7-0 0-7-0 4-1n-04-10-0 0-7-0 4-10-0 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edgel,[23:0-1-8,Edge] LOADING(psl) SPACING 1-7-3 CSI DEFL in (lac) 1/defl Lid 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. t[} PR OFF 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 '.°1/4G(NE ' be attached to walls at their outer ends or restrained by other means. .NGJ. 1J LOAD CASE(S) Standard �� .87022PE t 1:5,N p'oj,(DREG N ti" le, ..i,.. ,#) SA. HERS EXPIRES:06/30/2015 August 25,2014 t i a kfAlUVMS-Wet design pararnemaAd REA')MIES ON DES AND INCLUCED t4ITEK REFERENCE PAGE WI 7473 ms.1/29/2014BERVEUSE la Design valid for use only with Milek 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 �k is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M-A � erector.Additional permanent bracing of the overall structure is the responsibility of the bulding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/W11 Quality Criteria,DS$-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street Suite 312 Alexandria,VA 22314. Citrus Heights,CA,95810 if&authere Pine MP)bonbon is specified,the design whits mediate affective 06(01/201.4 byAtSC Job Truss -Truss Type Qty Ply 2610 A R42684422 PL13-251 UP H F09 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:11 2014 Page 1 ID:_egh?eklplOgFEQgnUaloSyJt2m-j5BvvVLOOyVogEWA1kGOWdPZvUtE6JLxVd?C9TykJa_ 1 0-64 I I 2$0 I Scale=1:11.6 1 3x4= 21.5X3 II 3 3x4= 4 1.5x3 II • a _ L a 3x6= 7 6 f*. 1.5x3 II 3x4= I 6-0-12 I 6-0-12 LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/defl 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 Incr YES WB 0.18 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=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/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 <(-li,`ED PRO, � N�) � 9 sly- 8 • 2P'E r - 4!>,,,OREGO ti�44 -5b iiis.EFI 11 . Q A. HEE� EXPIRES:06/30/2015 August 25,2014 ii I A 6WARNT40-Verify design parameters argil READ FYTES CM 7HIISAM IHQU ED MR*REFERENCE RAGE MIT-7473 me 1/23/2014BEc;REtfSE Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an individual building component. is, 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 bullring designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/7911 Qualify Cdterla,DSB-89 and ICSI 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 1lSeutherrs Pa+e tSPf henbee icepecifiad.the tied/fa segues atetterse affective 06/011201.3 byAtSC 6 Job Truss Truss Type Qty Ply 2810 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 0.�a ID:_egh?ekl p1 OgFEQgnUaloSyJt2m-B21H6rM1nFdf1O5MbSnd3gyblu4Lrc75kHklgvykJZz 11-0-0 10-11-4 I I 1-4.0 I I 1-943I I 1-8-8 I I 1-2-0 11"'1111 I 1-3D 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 . • ,.. ,:....ei..z t h. e 28 25 24 23 22 21 20 19 18 1. 3x4= 4x5= 4x8= 3x5= 3x5= 3x5= 3x8= 3x4= I 2-2-4 12-94134-41 7-2-4 17-9-41 1 19-8-0 1 2-2-4 0-7410-7-0 3-10-0 0-7-0(1-7-n 11-3-12 Plate Offsets(X,Y): 14:0-1-8,Edgel,(6:0-1-8,Edgej,17:0-1-8,Edgel,(26:0-1-8,Edgej LOADING(psf) SPACING 1-7-3 CSI DEFL in (log) I/deft 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/TP12007 (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 (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. ,?,EQ PR(1Fer, x. LOAD CASE(S) Standard *,4 IE if;' vqt. 8 + 2PE= � 1' ZEN 7 '0j;.OREGb fP AO Or, N A A. s' iv* 06130/2015 August 25,2014 f f A MAIM-Verify design parameters and REM lrC SONTdSAM3/*ZtFGES',WEKREFFREi3YEPAGEHa7473ree1/29/2OM9EYkfEUSE Design vard for use only with MRek 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 1411 is for ksteral 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 building designer.For general guidance regarding MiTele fabrication,quality control,storage.delivery.erection and bracing,consult ANSI/1P11 Googly Criteria,DS11-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informal on available from Truss Plate Institute,781 N.Lee Street,Suite 31Z Alexandria,VA 22314. Citrus He'hts,CA,95610 If southern Pine(Sp}Asatber is specified.the designsofties are:theta elfaetive o6/O1/201.$M1rAMSC q Job Truss Truss Type Qty Ply 2610 A R42684424 PL13-251_UP_H Flt 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 OgFEQgnUat oSyJt2m-fEJFJBNfYZJVWYgZ991sc2UmxINja5DEyxUJCLykJZy 0 I 2-6-0 I r�1 1 1-2-0 1 1 0-71-8 1 1 1-2-0 1 1 1-11-4 I Scale=1:28.3 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 e a Asw 1 17 16 15 14 13 12 _e. 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8-}12 p-5-12 I 13-3-12 1ji-10-18 I 16-8-0 I 8-2-4 0-1- 0-7-0 3-10-0 0-7-0 0-7-0 2-2-4 0-7-0 Plate Offsets(X,Y): 16:0-1-8,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 (Ioc) I/deft 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 Incr 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. Slrongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �,�EO PROFk. , 'N ��GjNE'9 df0� .870 2PE 7 �Aj.OREGO ti�Ali "qO ;C` BER \\ �' On �Q,,• A. HER EXPIRES:06/3012015 August 25,2014 A liCARNIM-Wel y design pasamecers and READ EWES CH THIS AND IICEMED brITEK REMENCE PAGE MIE 7423 rat 1/15/24113BWIISE Design valid for use onlywith Mick connectors.This design is based only upon parameters shown,and isfor an individual building component. lil t Applicab8ty 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 6��jekp erector.Additional permahentbracing of the overall structure is the responsibility of the building designer.For general guidance regarding iYi fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,D56-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Pate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Soothers Nine tsP)lumber is specified.the desigs,values are those a4tective oG/0l/2023 by MSC 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 Jul25 2013 MiTek Industries,Inc. Mon Aug 25 09:51:13 2014 Page 1 ID:_egh?ekt p1 OgFEQgnUa1 oSyJt2m-fEJfJBNfYZIwvYgZ991sc2UuslYraCQEyxUJCLykJZy 2.84) I 1-9-11 I I t-2-0 1 1 0-7-1 1 Scale=1:17.1 1.5x3 11 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 — ..,----'----"---------....-------------------- --...-- -'''''''''''''''''''''''''''''',._.,___-- _ir..- "----........................„.........................„..........................:T.: N • e e e 1l 354= 9 8 7 3x4= 3x4 3x4= I 4-5-3 4t115-1-11 5-1-11 1 5-8-115-1100 9-0-12 I 4-5-3 0-1-8 0-7-0 0-7-0 0-1-6 3-2-9 Plate Offsets(X,Y): (8:0-1-8,Edgel,(9:0-1-8,Edge( LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft 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 Incr 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=-826/0,4-5=-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 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 51/4 PROFF6s 5 �1JG(NE ,Q fa444t 870 2PE r u) y cl'A,„.0REG Nti� hit "P uoa M8ER4� P ' s A. HE EXPIRES:05/30/2015 August 25,2014 1 f AAARNIMS-Ver,7fdesignparameterssadREADMIESOtfTHISANDMIXED MfIERREFERENCE MOEMIT 7473tea I/29/2014DMA FtE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. IN _ Applicability of design parameters and proper incorporation of component u 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 MiT®k" erector.Additional permanent bracing of the overaN structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,deMery,erection and bracing,consult ANSI/TPI1 QuaBly Cdleda,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, ttSautnen:Pine(SP)lumbar is specified.the.design segues aretfaase.Wactitre 06/0112013 byA15Cghfs,CA,95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I (Drawings not to scale) or Personal In u offsets are indicated. Damagej ry • unlin Dimensions are in ft-in-sixteenths. •ftil, 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. 2. Truss bracing must be designed by an engineer.For 0 1/16" iiiip/Aii4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p bracing should be considered. 3. Never exceed the design loading shown and never F � Ua. ip astack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ C7-8 6-7 C designer,erection supervisor,property owner and plates 0-1, from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 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 b symbol shown and/or SYP represents values as published specified. �� Y Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I 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. NIIIMEr reaction section indicates joint 1111=111 II number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. pNMI �q 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: Mik ANSI/TPI1: National Design Specification for Metal 19.Review at portions of this design(front,back,words Plate Connected Wood Truss Construction. andIsnot picturessufficient.)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. N e 20. BCSI: Building Component Safety Information, Design assumes manufacture in accordance with Guide to Good Practice for Handling, lee ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MH-7473 rev.01/29/2013 P N N p -0 co D W O Ao a( OA m O O y N E > >c a — Z F O m o > 2 Z 'm "0 Z v I 56'-0" 0 391-6" I 16'-6" 1 9. C7 t7 Z v m R 03 ,D < 12'61/2 g' „ m A a 2 . � 0 A A rn m m /. W z 2 z "n A A ,A m W n � � w i t v v Alc_, A- .• 11 og z -', 1a-6112" B - < m� Vannt 2. z CF 005 73R vl a) 4C30A-402 il d B5n r ' ....i_.24) 7 . : ,_____L___, Q C ■ 2'-01. 3T-6" I 16'-6" 2 IA 56'-0" ViCONFORMS TO DESIGN CONCEPT _ ® n CONFORMS TO DESIGN CONCEPT WITH 0 CONFORMS TO DESIGN CONCEPT St REVISIONS AS SHOWN F1 CONFORMS TO DESIGN CONCEPT WITH n UREVISIONS NOTED NON CONFORMING-REVISE AND RESUBMIT 0 NON-CONFORMING–REVISE&RESUBMIT :,- r'1 3THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE nos SHOP DRAWING HAS BEEN REVIEWED FOR(GENERAL CONFORMANCE. � WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE ..e 0 e FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE FAORICATORr ENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN -I PTY I ETHI PI AND APPI,ITHIS F CCI ES ALL OF WHICH HAVE T it DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY RaRirvrWERT,u„ePCZWmwO. z r„ ” >' i ^ OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. RAWI 1. By Alexia Fukui Date 9/22/14 r Z N By: Todd R. Eaton Date: September 19, 2014 M I L B R A N D T MUTE (T S - -H § CT ENGINEERING INC , 6"� PNNp -U > Ori Ori A nfi O A d C C N 6 D D y i7 2 a -. ZFnO A, o > = Z A z -D Z v O v -< 0 56'-0" $ 0 v Z1741 37'-6" 16'-6" CDa R n ,, v m r,2 < 75 3 a°�p c - m II B5 (37414' (1 44)) 1 2 ` • m A A B4 4 PI m �n N o oCia _m at - Co N + W • m 1 " n CO (MP" 10-61/2 ! c 11 _�jO. IT1 Ok G Np m(�JmZO�zt�mZgm N 9 n rg d 2. O mOA ZA Z y . dm. om,eE'gymo 4i , __ - OFt. Opp(] �yy _ -..__.._ _- - C O�OZCOOA r °OC K Z o��° E(0994 CD A o _-o 7 \ 9 3 e e = tr-6 1/2'r B1 . _ L limml 1 cro9ed CD r cu a C gli 2 en 39'-6" I 16'-0" ® CONFORMS TO C1FCIGN CDNCFPT 56'-0 CONFORMS TO DESIGN CONCEPT WITH 0 AS SHOWN 0 CONFORMS TO DESIGN CONCEPT . L NON-CONFORMING-REVISE AND RESUBMIT ❑ CONFORMS TO DESIGN CONCEPT WITH S THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE REVISIONS NOTED 3 WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE ❑ NON-CONFORMING—REVISE&RESUBMIT 0 r, 3 FABAICATDAjVEMDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE THIS SHOP DRAWING HA"BEEN REVIEWED FOR GENFRAI.CONFORMANCE Xm Cr i DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY Wiry I,I-RICN coNcni,I owe AND DOES NOT RELIEVE THE 2 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. FADRICATORWEND R OF RESPONSINILITY FOR CONFORMANCEWITH DESIGN DFAWWNGS,SF'ECIFICAIIONS D ,.ICABLE CODES.ALL OF WHICH HAVE By: Todd A. Eaton Date: September ID, 2014 PRIORITY ODER THIS SHOP DR,NWANING. APP -man c mos § CT ENGINEERING INC By AlexiaFukui Date 9/22/14 MILBRANDT ARCHITECTS .4 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 TPI WTCA 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). O ,0 PliOrp . kr ' , . r In 401 i r ' dor 44%j ig i * C r 10/111"/ r$ EXPIRESrl VIII IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.! TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE: Design assumes moisture content does not to exceed 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,CI8,CN18 (or no prefix) = CompuTrus, Inc Enclosed, Cat.2, Exp.B, PERS,M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=l.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 9able end detail for complete specifications. 8-06 8-06 12 HM-4x4 12 14.00/ : \14.00 4l11111111k M-3x4 M-3x4 * y y ; 1-00 17-00 1-00 Ftr vs— JOB NAME : 2610-A NH POLYGON - Al Scale: D.2690 ti�' PN � Si ,4,ify . WARNINGS: �f G. his a NOTES, upon otherwise noted: 4'' T a 11 c�[- 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 7 t-L Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper o 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 err v po 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 l�� 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. s `i SEQ. : 6054120 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� fA �N A. and are for"dry condition"of use. /y ty4 design loads be applied to any component. �-/ 4 - TRAN S I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge if fl necessary. "L*sf�ty. V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. r'1 i-1 14.� 6.This design is furnished subject to the lMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIIII IIIII IIIII IIIII IIIII IIII IIII IIII TPINJTCA in SCSI,copies of which will be furnished upon request. git Indicate with Joint ate in nche. 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-1998(MiTek) EXPIRES:12/31/2015 I t• 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC p 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- 4c(-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'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,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 5sf) 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" @ B'- 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 '1' '1' .' T .j system and components and cladding criteria. 12 12 M-5x6 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 14.00V N14.00 Enclosed, Cat.2, Exp.B, MINERS, 3 5.0" interior zone, load duration factor=l,6„ .c Truss designed for wind loads Pq in the plane of the truss only. M-3x6 M-3x6 M-7x16 A M-7x16 a 1 M-3x10 M-10x10 M-3x = 10 0 1 1, y /' 1 4-06-02 3-11-14 3-11-14 4-06-02 1 1 17-00 WEDGE REQUIRED AT HEEL(S). JOB NAME : 2610-A NH POLYGON - A2 4' IN 6> Scale: 0.2151 \ f 7fir .'.. WARNINGS: GENERAL NOTES,unless otherwise noted: *fff(���f rrr��� 7, " 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t- >92 0 0 PE r Truss: A2 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: MJ2'o.c,and at 10'o,c.respectively unless braced throughout their length by 1 is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d �" Acing where s rywall(BC). DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required whershown++ ,to 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. 'jr OREGON >M `v SEQ. : 6054121 fasteners are complete end at no time should any loads greeter 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. /�A '�}�' 1 *Z,Q ��- 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 +•J fabrication,handling,shipment and Installation of components. necessary. � � }` 7.Design assumes adequate drainage is provided. t,. 6.This design is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center VIII PHI VIII III I VIII(IIII I III III IIII TPIMlI'CA in SCSI,copies of which will be furnished upon request. 9.Digit coincideindicate with joint plateain inches.MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.For basic ci onnectorplte design values see ESR-1311,ESR-1966(MiTek) EXPIRES: 12/31/2015 1110 141 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' IC: 2x4 KDDF N1&BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&BTA 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 win dforce•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 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„ Truss designed for wind loads C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Reor equal typical at stud verticals. Refer fer to CompuTrus gable end detail for 18-09 18-09 complete specifications. I T 1 12-06-01 6-02-14 6-02-15 12-06-02 12 iIM-4x4 12 7.00L/ ?. Q7.00 ..41111 M-3x5(S) M-3x5(S) *0 MN 0 o o o %� Lin 4 o o M-3x5(S) o M-3x4 M-3x4 18-09 18-09 y /, 1, 37-06 1-00 PROF D e JOB NAME : 2610-A NH POLYGON - B1 5�� INgeoeo , to Scale: 0.2285 4tr, �{@y/lC/I,7y� WARNINGS GENERAL NOTES,unless otherwise noted: °--. .9 ,P E �{- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: 61 and Warnings before construction commences, building component.Applicability of design parameters and proper ,/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the res nsibili of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by + fir, +j po ty P 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++ OREGON rz- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6054122 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 7, A._ �7 Q - N tA, TRANS I D: 407735 design loads be applied to any component. and are for"dry condition"of use. 4 r 1 4 T 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge it 4 {��` fabrication,handling,shipment and Installation of components. necessary. l 't'a 1 i \' V P P 7.Design assumes adequate drainage is provided. +-i R 4. 8.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 l IIIiII VIII II ll IIII(IIII(IIII III III I'll TPINJfCA in BCSI,copies of which will be furnished upon request. Digit coincideintwith joint ain nche. 9.Dress ndsize of plate etoinches.lin . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES,12/31/2015 I► r II II IIII This design prepared from computer input by t 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=(-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 #I&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 SG.IN. (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,M2OHS,M18HS,M16 = MiTek MT series 37'- 6.0' -242/ 1871V -270/ 270H 5,50" 2.99 KDDF ( 625) ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.317" @ 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 '1' T '1' '1' '1 '1' T MAX HORIZ. TL DEFL = 0,310' @ 37'- 0.5" 12 12 M-4x6 NOTE: Design assumes moisture content does 7.00 -. 7.00 not to exceed 19+, at time of manufacture. 4.0" 5 4`,1' Design conforms to main windforce-resisting I\ system and components and cladding criteria. 3 1 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.6„ 0.25" Truss designed for wind loads in the plane of the truss only, 0.25" .4 vo +I M 5x8 :+ M-1.5x3 J4a • U) 10 A 0 0 4Z ti% M18HS-7x14 i, ini 0 1** 111 13 0 o M-3x10 a 4.00 M-7x8 6.25" M-3x4 M-3x6 0 12 4 00 M-5x8(S) WEDGE REQUIRED AT HEEL(S). 12 J., y y y y y 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 1-09 37-06 1-00 to PRD44� JOB NAME : 2610-A NH POLYGON - B2 5' ilv i Scale: 0.1674 \ tom' WARNINGS: GENERAL NOTES,unless otherwise noted: n 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 Qz .a4 P E Truss: B2 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 doting construction 2.Design assumes the top and bottom chords to be laterally braced at gym . DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,,Amo.,.. DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC �!,`", 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 �r_OREGON D, W 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, L, ,,i �At +�. design loads be applied to any component. and are for"dry condition'of use. Q -7 k 14 2, �'T- TRAN S I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full beating at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. / 4 �} 7.Designlaesassumes adequateodon drainage is of trus,provided. `�. 6.This design is furnished subject to the gMtatians set forth by 8.Plates shall be located both faces of truss,and placed so their center VIII III II I II 111111111 I IIIVIIIVIII IIII IIIITP)/VVICA in BCSI,copies of which wig be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./C Ort puTrun Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES;12/31/2015 II IIIIII 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 IC: 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- 3c) -23) 541 WEBS: 2x4 KDDF STAND 3- 40(-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"OC. 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,CI8,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 = 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) M16ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.145" @ 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 f 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 T 1' 1' T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.001/ M-4x6 \J 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=1.6„ Truss designed for wind loads M-5x6(S) `1 M -5X6(S) in the plane of the truss only. 0.25" 0"25" og 4' +t M-1.5x3 M-1.5x3 4f/A A \ Allillh..... Lo o o 0 1** a 10.25" M-3x4 M-3x6 0 o M-3x6 M-3x4 M-5x8(S) I y I I l y 9-07-05 9-01-11 9-01-11 9-07-05 y y 37-06 1-00 JOB NAME : 2610-A NH POLYGON - 63 5'``� IN Ore Scale: 0.1674 6 r WARNINGS: GENERAL NOTES,unless otherwise noted: w u 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 u` .920 O P E r and Warnings before construction commences. bulkfing component.Applicability of design parameters and proper ,/ Truss: B3 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 stad@ty during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'0.0.respectively unless braced throughout their length by 4900.1, DES. BY: MJ `+R• Po ty n9 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. }� q_ `x✓ SEQ. : 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, Li 1, SNI)` A design loads be applied to any component and are for"dry condition"of use. 41;;;111J'2 7 7 4 ,�, '" 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 A�I Q' necessary, '�% 'ty (�t fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. S:rl 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 VIII IIII VIII III I VIII VIII IIII IIII IIIITPINYTCA in BCSI,copies of which will be furnished upon request. Digs coincide with joint tecenter Ines. gin 9.Dis nicdsize of cIn(Ines. MiTek USA,ins./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,EOR-1988(MiTek) EXPIRES:12/31/2015 ' 1111111111Nkt This design prepared from computer input by PACIFIC LUMBER-BC a LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/CQ=1 00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = ( 1.15 1- 2- -34) 57 2.10= 2331 0.14= ) 3-10=(-271) 175 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( ) 920 10-11=2847 (( 598)8 1966 10- 4=(- WEBS: 2x4 KDDF STAND •59 -10) 5 539 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,M20HS,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) '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" T f f MAX HORIZ. TL DEFL = 0.100" @ 37'- 0.5" f f f 6-06-11 T 6-01-02 T 6-01-02 T 6-01-02 6-01-02 6-06-11 T NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 12 7.00 / M-4x6 "J 7 00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 5 '16( Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M-5x6(S) Enclosed, Cat.2, Exp.B, MWFRS, ( ) �\ M-5x6(S) interior zone, load duration factor=1.6„ 3. Truss designed for wind loads in the plane of the truss only. • 0.25" 0.25" o0 M-1.5x3 i M"1.5x3 10Hol, U, o N 0 a. 10 o M-3x6 M-3x4 ')t.25" M-12 ' o 3x4 M-3x6 0 M-5x8(S) y y y y y y 9-07-05 9-01-11 9-01-11 9-07-05 y )- 1-00 1-00 37-06 1-00 JOB NAME : 2610-A NH POLYGON - B4 , ,Y0- �Ro �o Scale: 0.1625 {�la� �p ��Q. WARNINGS: GENERAL NOTES,unless otherwise noted: X17 r/p�c` -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Q:' .92,.PE Truss: 64 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.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � Ale , the overall structure Is the responsibility of the buildingdesigner. continuousxImctsheathing suchr l bracingas cing re sheathing(TC)where shownor drywali(BC). ~ :.,. DATE: 9/9/2014 P ty 9 3.2x Impact bridging or lateral required ++ * Q"' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. b-OREGON non-corrosiveSEQ. : 6054125fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, + "'1 2 \lx A, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407735 S.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it ' 4), 1 4 Q�� fabrication,handling, necessary. J� R ry`f shipment and installation of components. 7.Design assumes adequate drainage is provided. R L. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center II I II II IIII IIII 1111 VIII VIII 01 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. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;] 12/31/2015 VIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15NOTE; Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. IC 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 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. Enclosed, Cat.2, Exp.B, MWFRS, LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=l.6„ Connector plate prefix designators: Truss designed for wind loads C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IAC 2009 NOT BEING MET. 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 T ' T 12-06-01 6-02-15 6-02-15 12-06-01 T T 12 iiM-4x4 12 3 7,00 7.00 / N M-3x5(5) M-3x5(5) a� vF c. SIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII4 0 o 1 o M-3x5 (S) o M-3x4 M-3x4 I I I 18-09 18-09 I I I I 1-00 37-06 1-00 JOB NAME : 2610-A NH POLYGON - B5 Scale: 0,2247 \4c5tco)D113(74O WARNINGS: GENERAL NOTES,unless othervise noted: 4kr 4 l f: f 7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ! 10 r E r Truss: B5 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 et �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 byr�rr 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. '� G ^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, 4. 4,,91' 2�N design loads be applied to any component. and are for"dry condition"bearing of use. >v f` 1 4 t'Z TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6. Ir Design assumes full bearing at all supports shown.Shim or wedge if R i iliz, i5 fabrication,handling,shipment and installation of components. 7.Design necessary.assumes adequate drainage is provided. R V 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 141111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with Joint ate in inches 9.Digitssndsize of t plate in Ines. rye 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 s r. IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0, NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main win dforce-resistingsystem and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN1B (or no prefix) = CompuTrus, Inc Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M,M2OHS,M16HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6„ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2009 AND IAC 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. T T 12 IIM-4x4 12 6.00 D 3 4 6.00 co c, 4 co c 1 19A11111111111111111111o 0 M-3x5(S) M-3x4 M-3x4 y y y 12-00 10-00 ,1 ) ,I, 1, 1-00 22-00 1-00 apes JOB NAME : 2610-A NH POLYGON - Cl � �, PN (.S> Scale: 0.3653 C fgpi O1, WARNINGS: GENERAL NOTES,unless otherwise noted: 4✓ v -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 individual4 . a 92 i 0 PL Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper JI/P 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility 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 at DES. BY: MJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.such tivey unless braced throughout their length by r A. rq ' po ty 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++ CC 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. "}7 OREGON C(/ shouldSEQ. : 6054127fasteners are complete and at no time any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L. NI) A, design loads be applied to any component. and are for"dry condition"of use. / �1, r 0 ..�. 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 14 �b. nfabrication,handling,shipment and Installation of components. Design "'+l R`f t 7.Plates assumes adequateed dthiface is truss,a. !l 4.1. 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 II IIII I I I IIII I III IIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. Pings coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc,/CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPO R'ES:12/31/2015 4 11 111 VIII 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 #1&BTR LOAD DURATION INCREASE = 1,15 1- 2=) -36) 50 2- 8=(-501) 1261 3- 8=(-311) 207 BC: 2x4 KDDF N1&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"0C. 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 BAG 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacin0.1 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 f - MAX HORIZ. TL DEFL = 0.030' @ 21'- 6.5' 5-09-04 5-02-12 5-02-12 5-09-04 NOTE: Design assumes moisture content does ( ( T not to exceed 19h at time of manufacture, 12 12 M-4x6 Q 6,00 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. 4.0" 4 n`-"f Wind: 110 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-05, uu Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l,6„ Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1"5x3 co \ / o 0 ,Ii- % p, r_1-j s a 8 0 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 O y 1, y y 7-06-03 6-11-11 7-06-03 y y y 12-00 10-00 ), )- ), y 1-00 22-00 1-00 ��0 PROpe JOB NAME : 2610-A NH POLYGON - C2 Scale: 0,2653 �.c �y t1t7 WARNINGS: GENERAL NOTES,unless otherwise noted: X44 {,ry rrrrr����ry y,Q v�17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual >++' S P E r" C2 and Warnings before construction commences. building component.Applicability of design parameters and proper .,i Truss: C2 incorporation of component Is the responsibility of the building designer. / 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length by A!„ WIPP . DES. BY: MJ s 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++ �� OREGON �t,, SEQ. : 6054128 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectve contractor. 1k ^V 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, -Sty design loads be applied to any component. and are for"dry condition"of use. <0 1 4 TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.Designs assumes full bearing at all supports shown.Shim or wedge If l fJ fabrication,handling,shipment and installation of components. ry. R R 14.x- P mP 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 IIIIII VIII VIII III I VIII VIII VIII IIII IIIITPI WTCA In BCSI,copies of which will be furnished upon request. linescoincide with joint center lines. 9.Dies o ncidsize ofplateIn 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 r A