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Plans (239) 'c\c — -c\-1 — („,.1 ....... \u „, \,,x,,,(,,,,,Q,. ,,,,, mit l,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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. �ec1,0 PR°Fe, s Gcp 04iNEicR �a 87O22PE vc -7 fi'0,.OREGON ti ©Ltt� 00 BER }� '0' `9 A. He'' EXPIRES:06/30/2015 August 25,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type QtyPly2610 A II' Jo YP 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:_egh9eklp1OgFEQgnUaloSyJt2m-uigeeSHeQ6leyJ30hU9zHM9Om4ediTK37hYuxpykJa4 2-8-0 P-541 I 1-2-0 11 0-11-8 1 1 1-2-0 11 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 _ _a a e e o N \ _\ _ _ N e a a e . e 1 17 16 15 14 13 12 3x4 = 3x8 = 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8-}112 19-5-12 1 13-3-12 1l)-10-1711 16-9 -12 I 8-2-4 0-1-8 0-7-0 3-10-0 0-7-0 0-7-0 2-4-0 0-7-0 Plate Offsets(X,Y): 16:0-1-8,Edgel,F8:0-1-8,Edge),19:0-1-8,Edgel,116:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 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 Incl 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.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2547/0,3-4=-2547/0,4-5=2895/0,5-6=2895/0,6-7=-2851/0,7-8=-2851/0,8-9=-1674/0 BOT CHORD 17-18=0/1557,16-17=0/2931,15-16=0/2895,14-15=0/2895,13-14=0/1674,12-13=0/1674,11-12=0/1674 WEBS 8-13=-324/0,9-12=0/347,2-18=-1680/0,2-17=0/1069,4-17=-415/0,4-16=-302/0,8-14=0/1312,7-14=-294/0, 6-14=-352/0,9-11=1851/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/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 \(- SO PR OFF69c...;. �029 .8 t 2PE � 1" - �4›., OREGQ ti,CAu 3 00 SER. `9 A. H P EXPIRES:06/30/2015 August 25,2014 4 I A WARNMG.Verity de.c.ign parameturs agd READ f,a0 TES ON THU AND DEMO tRTEK REFERENCE PAM MIUU1473me1,/20/2tt4BEM 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 MiTek' ��S�+ is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiSity of the IVIi(Q. + 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 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 if Southern.Pane4SP)lumber is specified,the design values are thexe effecxnre 0Gf01/2O1.3 byALSC 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 OgFEQgnUa1 oSyJt2m-MuNOroHGBPtVZTeDFBgCgZidtT2ERyMCLLHRTFykJa3 1 1-0-0 1 10-84I I 1-2-0 I I 1-6-8 I I 1-9-0 ii 1-2-0 11 1-4-4 11 1-6-0 1 1-6-0 1 Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e e kv /-,� / N / N°X\e ° � � e � � e io e e .e 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 1 13-3-12 1f-10-12 1 19-2-8 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-8-12 Plate Offsets(X,Y): (10:0-1-8,Edge1,(12:0-1-8,Edge),(13:0-1-8,Edge),123:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 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 Ina YES WB 0.55 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=839/0-4-4 (min.0-1-8),17=839/Mechanical FORCES (lb)-Max.CompJMax.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. v.,tpR Rp. Oj LOAD CASE(S) Standard cj 3 �cNG(NE' R 4c 87022PE 1� ty 7 'off, QREGO t1C'©/1/ ©` A. HeR EXPIRES:06/30/2015 August 25,2014 e a WARNLY5.Vere y design rarairkt rx me READ'MsES ON INTSAND 12it ncED MIMIC REFEREN E PAGE i4II.7473;et 1,/28/2013BEMUSE ��• 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 � Q.k- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYE(Yt fabrication,quality control storage,delivery,erection and bracing.consult ANSI/TPIl Quality Criteda,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 Southern Pins )/umber issp,ecifie<4 the ensign Wises arethose c#ecbiere 14/011201:3 byALOC Job Truss Truss Type Qty Ply 2610 A R42684416 PL13-251_UP_H F03 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 09:51:07 2014 Page 1 ID_egh?ek1 p1 OgFEQgnUal oSyJt2m g4xO38Iuyj?MBdDPouBRMnEtytWRAWRLa?1_OiykJa2 I 1-3-15 I I 1-2-0 1 1 0-6-13 I 2-6-0 I Scale=1:11.6 3x4= 11.5x3 11 2 31.5x3 II 4 3x4= 51.5x3 II e e e e L- 0 N e e e 1.5x3 II 3x4= 9 8 7 3x4 = 3x4= I 1-6-15 2-1-15 1 2-8-15 2110-7 6-0-12 I 1-6-15 0-7-0 0-7-0 0-1 3-2-5 Plate Offsets(X,Y): [2:0-1-8,Edge),[7:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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/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) 9=261/Mechanical,6=261/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-331/0,3-4=-331/0 BOT CHORD 8-9=0/331,7-8=0/331,6-7=0/404 WEBS 2-9=-407/0,4-6=-436/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUfPI 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 tilt. PR©Fes 61 c. 870 2PE fV y ,"0�, QREGO N1,44/'0 �4BER \\ ©S A,. HE0 EXPIRES:06/30/2015 August 25,2014 4 a ®MOM-Vvrtydesign pram tars and READ/RIPS Cor 1S(TS AND fliaLCED f51TEK RE€ERENa PAGE MIL 7473 ma 1,/25/2818 t E l" 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 MiTek.is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the IYE�Ipk` 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 Quaily Criteria,058.89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 PFrmuthe€e Anne(SP)Lumber is specified,the design:natures ace thaseeffactima06/839f2OY3 by ALSO Job Truss Truss Type Qty Ply 2610 A R42684417 PL13-251 UP_H F04 FLOOR 5 1 Job Reference(optional) Poetic Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:08 2014 Page 1 ID_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-JHVmGTJW)17DpnobMcjgv_n1AHuOv_TVpfm`MykJa1 I 2-2-4 I 1 3x4= 2 1.5x3 II Scale=1:8.8 N N k A _ 4 3 1.5x3 II 3x4= I 2-5-4 2-5-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud 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/TPI2007 (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 I'tO PR OE fits: mac:s1 'cco �G( �F�7' fo ?q `c 870 2PE %j,OREGO ":45='''(‘1,.� QS A. HERS EXPIRES:06/30/2015 August 25,2014 8 f A MAN -Veer deggn parametus and READ PETES Ohs 7Nls Am'prima MIMIC REFEREfia PAGE DSII 7473 mg,1/2512014Al FUSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the e erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MITek" fabrication,quality control,storage,deNvery,erection and bracing,consult ANSI/1P11 Qualty Gleda,DSB-89 and BC51 Building Component Safely Intormalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 if Southern Pine OP)iaanhr:r is spec ed,the design wattles afe those effective 06/01/201.3 byA'LSC citrus Heights,CA,95610 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 �r�p.dID:_egh?eklpl OgFEQgnUal oSyJt2m-JHVmGTJWj17DpnobMcjgv_ny2HksvpjVpfmYYBykJa1 r- 1 1-0-0 1 -&4 1 1-2-0 11 1-5-8 I I 2-D-0 I I 1-2-0 I I 2-3-8 I 2-6-0 I 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 a .1...._,. .t.... ...... ...,: 1 / e I e c e i6 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x5= 3x4=- 9-5-12 9-5-12 14-5-12 8-3-12 8,10-12 13-3-12 1fi-10-1T 1 19-6-4 I I 8-3-12 0-7-010-7-0 I 3-10-0 0-7-0 0-7-0 5-0-8 Plate Offsets(X,Y): [10:0-1-8,Edgel,[12:0-1-8,Edgel,[17:0-1-8,Edgel,[21:0-1-8,Edge) LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TOLL 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 2400E 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 (lb)-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 �� PR� �s be attached to walls at their outer ends or restrained by other means. �5�� GiINE LOAD CASE(S) Standard � (9/Q*� $70 2PE t 7 �A� ()REGO,wry ,41/ 9C F' BER \,� '� EXPIRES:06/30/2015 August 25,2014 A 5 .r ® RNT,ss-Vet:fydetignparametvrsgad REAP IMESCtv/S7ESAM7 .If."E5HITEKREFERE?EPAGEPII7�7;73set1/10/281d7t/FCOEUSE x 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 {M VV 1A 11 1R{, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quaifly Criteria,058.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 It Southern Pane f5t)lumbar i5 w 0 ted,the'tletign values ere theta e4e Suite st-tee 09/01,4013 b ALSC 22314. Citrus Heights.CA,95610 Job Truss Truss Type Qty Ply 2610 A R42684419 PL13-251 UP H F06 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:09 2014 Page 1 ID:_egh?eklp10gFEQgnUaloSyJt2m-nT39UpK8UKF4QxNowJEvRCK81h4reJ0e2JW54aykJaO 1 1-0.0 1 10-8-411 1-2-0 II 1-8-8 II 1-9-0 11 1-2-0 II 1-5-8 I I 1-6-0 I 1-641 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 ® ® e 0 o e o a a a 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 1-10.121 1 13-3-12 1f-10-12 1 19-3-12 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): (10:0-1-8,Edge),F12:0-1.8,Edge),113:0-1-8,Edgel,(23:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/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 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.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=844/0-4-4 (min.0-1-8),17=844/Mechanical FORCES (lb)-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�t0 PROF ss LOAD CASE(S) Standard ,cc, IN'- ; -/.0 $7022PE yx'02, (DREGO (15) QU EXPIRES:06/30/2015 August 25,2014 A WARNLYS Vn:;tydes n paramemrs md REAL 14UES ON THIS AM INCIMEDMITEKREFERENCEPAGEtMIT7473€ext/25/22I4B m4£UE 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 MiTek` �T is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IYI�IQ�- 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/7PI1 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 If Southiern RiriefkPl)tundaev is sgeci€e ,the deaign..values ate thoseuc1,t-ivre06/:13f O1.3 by AMSC 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?eklplOgFEQgnUaloSyJt2m-FfdXh9KmFeNx25x U119_PsO95Y_NsOoGzFecOykJa? 0-9-12 I I 2-6-0 I Scale=1:11.9 1 3x4= 2 1.5x3 II 3 3x4= 41.5x3 11 • 0 N N 3x6= 7 6 1.5x3 11 3x4 = I 6-2-4 6-2-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 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 Ina YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=267/Mechanical,5=267/0-4-4 (min.0-1-8) FORCES (Ib)-Max.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 ,t0 PROppe, 87022Pf- AjORGONg' 3AP Ow A � SA. HES EXPIRES:06/30/2015 August 25,2014 • f Ait48N7:/S-VerilfydcuEnparametersaxdREAII50USONINOSAle74#.tTEDMf7EKREFERENEPAGEMIT7473rec1f29f2lrld #.SEUUSE 1�' Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. �x Applicabify 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 (YI 1IQ. fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSI-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 it§auar,em Pine TSA;Wagner sr specfied<the design,values are shore effective 06/0112.01.5 by ABSC Job Truss Truss Type Qty Ply 2610 A R42684421 PL13-251 UP H F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc. Mon Aug 25 09:51:11 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m jsB WVLOOyVogEWA1 kGOWdPViUpw6DhxVd?C9TykJa_ 11-o-0 I P-7-8 I I 1-2-0 I I 1-8-8 11 1-9-0 ii 1-2-0 II 1-5-8 I I 1£-0 I 1-6-8 I Scale=1:32.8 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 • e 1 _ N 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 ft-l0-0p-5-0 I 13-3-0 113-10-01 I 19-3-0 8-3-0 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,Edgel,(12:0-1-8,Edge),(13:0-1-8,Edge),f23:0-1-8,Edqel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.21 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.33 20-21 >705 360 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, 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. ��.9,0 PROpk-, 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 etNEv be attached to walls at their outer ends or restrained by other means. 4 F9 lO LOAD CASE(S) Standard �� �9 87022PE r- r� y �� QREG N r)�Q1U ' t C °g18ER 11 `9 A_ HER EXPIRES:06/30/2015 August 25,2014 4 A€y,txis o-Ye;'ydesignparametersa:fiREADtvt•eE.SOhsTHISAN017T( €METEKREFERENCE PAGE MIT 7473ret.1/28/2814 ECTREUSE IMMO Design valid for use only with Wick connectors.This design is based only upon parameters shown,and is for an individual building component. �p 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/1P11 QuaBty 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 Southern.tf11e(SP)Lumbar is specified,1fie anima mares are those effective 06/03/2£01.3 txy.AfbC 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 s.101 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:11 2014 Page-1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-jsBwVLOOyVogEWA1kGOWdPZvUtE6JLxVd?C9TykJa_ 1 0-8-4 I I 2-6-0 I Scale=1:11.6 1 3x4= 21.5x3 II 3 3x4= 4 1.5x3 II e e 0 N k . 34= 7 6 1.5x3 II 3x4= I 6-0-12 1 6-0-12 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl 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 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=1135/0,1-6=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/FPI 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 c< ' 0 PROpe 8 s 2P / to N -y �p.) ct� ,OREGO Q� O F4BER1�' A. HEP• EXPIRES:06/30/2015 August 25,2014 4 9 ®t&ARiif.i-Verify design parameters sal READ AD TES ON MUM MISER NITER REFER€hT PAGE 77 7 473 ma 1/29/2 U8L REt 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 6Y6 1 fabrication,quality control storage,delivery,erection and bracing.consult ANSI/TPI1 Quality CrIeria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 If Safety� I able from Truss Plate Institute,authhre Pine(SD)lu mbor is c Wreck the design sru 1x N. Suite 22314. Citrus Heights,CA.95610 those effective 06101/2013 by Job Truss Truss Type Qty Ply 2610 A PL13-251 UP_H F10 Floor 842684423 2 1 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:12 2014 Page 1 00,,r����� ID:_egh?eklp1OgFEQgnUaloSyJt2m-B21H6rM1nFdflO5MbSnd3gyblu4Lrc75kHklgvykJZz 1-0-0 10-11.4 II 1-2-0 I I 1-9-0 11 1-8-8 I I 1-2-0 17-----1 I 1-3-0 Scale=1:33.5 4x6= 4x5= 3x4 = 3x4= 3x4= 304= 3x4 = 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 m _ o o e _ o Ner NeV _� 9 e e e = h 2 26 25 24 23 22 21 20 19 18 3x4 = 4x5= 4x8= 3x5= 3x5= 3x5= 3x8 = 3x4 = 2-2-4 12-9-4 1 7-2-4 17-9'418-4-41 19-6.0 2-2-4 0-7.0 0-7-0 3-10-0 0-7-0 0-7-0 11-3-12 Plate Offsets(X,Y): )4:0-1-8,Edge),(6:0-1-8,Edge),(7:0-1-8,Edge),F26:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Lldefl Lid 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 Ina 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.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 DF 2400E 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) 17=859/0-4-4 (min.0-1-8),27=859/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1933/0,3.4=1933/0,4-5=3238/0,5-6=-3238/0,6-7=-3797/0,7-8=-4014/0, 8-9=4014/0,9-10=3872/0,10-11o_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. vs PR Opz• LOAD CASE(S) Standard \eaG,I N .$, 4 $ $ 2PE rvf (( (14 -0j,. OREGON 1/4 ER \\ EXPIRES:06/30/2015 August 25,2014 e,if rr1e€rr,n paansemrs ani READ hs`T;S ON THIS MVO MEM NI?€?t'fi€F€R€10,7 PAGE Ma 7>,x3ma i'291I09tfs; i{fi€ l Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. m Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shownPa 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 MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 €f Southern Pinet,SP]iuraiier it specified.the dozignmetras axe'these sJive 05}Q8j2O1AS 3 by Job Truss Truss Type Qty Ply 2610 A R42684424 PL13-251_UP_H F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:13 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-fEJfJBNfYZIWVYgZ991sc2UmxlNja5DEyxUJCLykJZy 1 2-6-0 1 9-5-41I 1-2-0 I1 0-11-8 1 1 1-2-0 11 1-11-4 1 Scale=1:28.3 3x5= 3x4= 3x4= 3x5= 3x4 = 4 5 6 7 8 9 10 1 2 3 e ° 'e e ••••••••000000000 N ° e •4111 1/ t7 16 15 14 13 12 3x6= 3x4= 3x8= 3x4= 304= 8-10-12 14-5-12 1 88--2-4 8-3F72 -5121 13-3-12 1D0-7-0�0-7-0 1 12-z� 1 o-114 0-7-0 3-10-0 0-7-0 Plate Offsets(X,Y): [6:0-1-8,Edge],18:0-1.8,Edge],[9:0-1-8,Edge],116:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/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 Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a Weight:76 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF StudlStd(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 (lb)-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/I-PI 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 co tIGINE /0 2 870 2PE. ?P:01-F48ER \c",\:41?-'-'4)/ P , • �N c y , OREGOLp / A. HS EXPIRES:06/30/2015 August 25,2014 4 4 a ® Stdf173..Vcd/,'dea(ynFarameersand REAPEDITS CNTHIS ANG7'KS.MEDHITEKREFERENCE PAGE 1411'7473ret,l,•'29120148E4Et75€ � 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 IL Ji�T�I.- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding an ack Le,Suite 109 Su fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Citrus Hee 7777 Greenbba,kne Su Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. 9 If Southern Pinst(Sgt Iarmler iso ecitled,cruxdwsige.values aretSase effective O0OS/2415:3 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 Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:13 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-fEJfJBNfYZIWirYgZ991sc2UuslYraCQEyxUJCLykJZy I 280 I 1-9-11 I I 1-2-0 1 1 0-7-1 1 Scale=1:17.1 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 0 cv 0 r N ---1)e e e eo 1,'J 9 8 3x4= 7 3x4= 3x4= 3x4 = I 4-5-3 41-11 5-1-11 1 5-8-11 5.110[3 9-0-12 1 4-5-3 0-1-8 0-7-0 0-7-0 0-1-8 3-2-9 Plate Offsets(X,Y): [8:0-1-8,Edge[,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.08 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.21 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:41 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=393/0-2-8 (min.0-1-8),7=393/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=826/0,3-4=-826/0,4-5=-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 <CSsn.ti-.) PRQF ss Co ��GIN&.69, f0 2 2t 870 2PE r -371,g. �'oj, OREG N (La Qttt ` A. HON P EXPIRES:06/30/2015 August 25,2014 f ®WA.RN7:,-4erf/yriesignparameters sr, READ MPS CYmYSAle MCLEXEDMITI(REFEREt PAGEMY1473tet 2/28/3&1 8EifEI/SE Design valid for use only with MTek 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 ■■' e = erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ({/[ fabrication,quality control storage,def very,erection and bracing,consult ANSI/TPIl Qually Criteria,DSB-89 and BCSI Bonding 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 €f Southern.Fine(SP}Washes is spec ed,the design vales ace those effective 06/01[201.3 tayA 5C Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 II (Drawings not to scale) Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. ipb41.. 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 SCSI. 2. Truss must a 0 /16' 4 wide bracing truss spacing,be individualdesigned lateralby n bracesengineer.themselvesFor may require bracing,or alternative Tor I MIIIIIM lor F For 4 x 2 orientation,locate o bracing should be considered. 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. a_ O ° 4. Provide copies of this truss design to the building ~ C7-e c6-7 2/111M cs e designer,erection supervisor,property owner and plates 0-1ad' 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. Unless otherwise noted, software or upon request. 8. shall not exceed 19%at time of fabrication. PRODUCT 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 i� Indicated bysymbol shown and/or SYP represents values as published specified. i� Yby 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. 116.111 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. �MME reaction section indicates jointNMI IIIII•.= number where bearings occur. 17.Install and load vertically unless indicated otherwise. NM Min size shown is for crushing only. MI ►. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 1111 ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ille IC BCSI: Building Component Safety Information, 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 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 TPUWTCA 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). joltr .ri.4"..a � rir � li V,4. c 4,7 ��0, 1j ,, 3, 'w}`� Y q -4.JO ,vi..... 10/1//, �' ' EXPIRES t ': (il IIIIIIIIIIIIII 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 #18BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF N188TR 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 system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=8.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=1.6„ Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2009 AND IRC 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. 8-06 8-06 12 HM-4x4 12 3 N 14.00 14.007 1.11 0 o 1 111 — 44 uc4 LS 0 0 M-3x4 M-3x4 /, /, ), ), 1-00 17-00 1-00 Q`�Q P R 04Ss - JOB NAME: 2610-A NH POLYGON - Al Scale: 0.2680 �� � 7/i 41 444 c'? WARNINGS: GENERAL NOTES,unless otherwise noted: tt' T 921/.P E C7 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 iier Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stabil during construction 2.Design assumes the top and bottom chorda to be laterely braced et I stability 2'o.c.end at 10'o.c.respectively unless braced throughout their le ih by ,,.+ �—, O- DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). xi 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 a //�� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the reaponsidlity of the respective contractor. [N ��,, .S EU4. 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/� 4Y 1 4 Q� design loads be applied to any component. d are for"dry conditionouta. A. 6.Design assumes full bearing at all supports shown.Shim or wedge if . TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the necessary. 11/ ' R 1 ‘^ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 1Tek U A in BCSI,copies of which will furnished upon request. 9.IDigitcoincide iidcate size joint of plate Incenter inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(NIITel0 EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 k1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6606) 932 I. 6=(-660) 4010 6- 2=( -372) 3060 BC: 2x8 KDDF J11&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'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 SO.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 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 Ti 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 HOAIZ. 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 1' . . 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 N14.00 Enclosed, Cat.2, Exp.B, MWFRS, 3 5.0" interior zone, load duration factor=1.6„ Truss designed for wind loads PV _ in the plane of the truss only, M-3x6 M-3x6 M-7x16 M-7x16 o ,Ai! I AMMO o tfi V V m ® ;,_4111111111111101Lr, c M-3x10 =M-10x10 M-3x10 0 1, 1- ), J• y 4-06-02 3-11-14 3-11-14 4-06-02 17-00 WEDGE REQUIRED AT HEEL(S). op JOB NAME : 2610-A NH POLYGON - A2 Scale: 0.2151 ,�'�`` IRN '6:5>C. g WARNINGS: GENERAL NOTES,unless otherwise noted: 4G11,,,. 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 ! L. 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 r DES. BY: MJ Is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by J lira•^ po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). tea'. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ C' 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "� OREGON <l/ 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, G 2J x„ design loads be applied to any component and are for"dry condition"of use. f/� -4.}, 4 ix° {�4 TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes toll bearing at all supports shown.Shim or wedge If S/ �`' fabrication,handling, necessary. / RRIL\- 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 shell be located on both faces of truss,and placed so their center 11101111111111111111111 TPINVTCA In SCSI,copies of which will be furnished upon request, git dicawith joint centerinches.9.Digits indicate size of plate in inches. n MITekUSA,InC./COrnpuTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 PIM This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0' 'COND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.' TC: 2x4 KODF Al&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 81&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 system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42.0 PSF considered for this design. Wind: 110 mph, h=25ft, Enp.B,,2,BCDL=6.0, ASCE 7-05, LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.BMWFRS, Connector plate prefix designators: interior zone, load duration factor=l.6„ C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IAC 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 cable end detail for 18-09 18-09 complete specifications. 12-06-01 6-02-14 6-02-15 12-06-02 12 TIM-4x4 12 7.00 1 9A J 7.00 M-3x5(S) M-3x5(5) Mti in 44IIl ,MM4Io M-35 (S) o M-3x4 M-3x4 y > y 18-09 18-09 I 1' I 37-06 1-00 >v0 PRoFe JOB NAME : 2610-A NH POLYGON - B1 3aale: 0,2285 `� so WARNINGS: GENERAL NOTES,unless otherwise noted: "/ /�It 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 4C ;9211,PE 1" building component.Applicability of design parameters and proper Truss: B 1 and Warnings before construction commences. incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length by r�rr " - DES. BY: MJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(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. 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, L+� '," N1) A.. design loads be apphed to any component. and are for"dry condition"of use. '7 1 4 2. ... TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ri ��` necessary. ' 'ty 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. r'1 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIIIIIIITPINYTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digitsin oncsidt size oplate 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15IRC 2009 MAX MEMBER 3)FORCES5106 40-/2=) -901.00 BC: 2x4 KDDF q1&BTR 1- 3=(-2500) 1802 O-10=(-1511) 10- 2=( 3104) 3278 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2- 4=(-2499) 750 11-12=(•-5 ) 4952 2-11=(-3315) 39 2x4 KODF #1&BTR A LOADING 3- 5=(-1B42) 736 12-13=) -546) 1802 11. 4=( -39) 139 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 IC 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) Cnnect8,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -217/ 1738V -270/ 2708 5.50' 2.78 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 37'- 6.0" -242/ 1871V -270/ 270H 5,50' 2.99 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.317" @ 5'- 6.0' Allowed = 1,829" MAX TL CREEP DEFL = -0.582' @ 5'- 6.0' Allowed = 2.439' 18 09 18-09 MAX LL DEFL = -0.002" @ 38'- 6.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 38'- 6.0" Allowed = 0.133" 5-07-12 5-00-08 3-11-08 4-01-04 6-01-02 6-01-02 6-06-11 MAX HORIZ. LL DEFL = 0.199' @ 37'- 0.5" IffIfff12 T MAX HORIZ. TL DEFL = 0.310' @ 37'- 0.5" 7.00 / M-4x6 12 7.00 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 4.0" 5 ,, Design conforms to main windforce-resisting \ system and components and cladding criteria. M-3x4 3 1 M-5x6(S) Wind: 110 mph, h=25ft, TCDL=4,2,BCDL=6,0, ASCE 7-05, M-5x6(S) interioncloser zone,2loadpdurationRfactor=l.6„ 0.25" Truss designed for wind loads 0.25" .c� in the plane of the truss only. v�, +1 M-5x8 •+ M-1"5x3 tie 0 L_l0 S-7x14 `e;' 1 0 1** 11 1 13 - o o M-3x10 a 4.00 M-7x8 .25" M-3x4 M-3x6 0 12 4.00I .. M-5x8(S) WEDGE REQUIRED AT HEEL(S), 12 J' )' )' )' y )' 5-06y 5-00-08 y 8-02-08 9-05-07 9-03-09 y y y 5-06 5-00-08 26-11-08 1-Op 37-06 1-00 JOB NAME : 2610-A NH POLYGON - 62 �.` ' p��pF� 's, Scale: 6.1674 �`5 t./!l ! d WARNINGS: GENERAL NOTES,unless otherwise noted: 4,/ 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 Truss: 62 and Warnings before construction commences. building component.Applicability of design parameters and proper 411ef 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. lam! 3.Additional temporary bracing to Insure sterility during construction 2.Design assumes the top 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 len h by continuous sheathing such as plywood ueathin )and/or drywallppttC. "-4 DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) it..› OREGON �{/(� SE�1 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. W. : 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, /� design loads bs appl ied to any r aassn 6.Design assumand are for es full bearingatall supports shown.Shim or wedge If /a 1 4 ZQ� th TRANS I D: 407735 5.CompuTrus has no cont of over and assumes no responsibility for the �{ fabrication,handling, necessary. A. R IF shipment and installation of components. 7.Design assumes adequate drainage is provided. `t7` v. 6.This design is furnished subject to the linitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center lines IIIIII VIII VIII VIII BIM gni III) MiiTTekUSA CA nInc./CompuT us which Software 7.6.6(1 L)-E request. 10.For baslconnectorjoint pletate in idesign values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This IFdesiLUMgn BER-Bprepared from computer input by IC C LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #188TR LOAD DURATION INCREASE = 1.15 1- 2=(-2850) 937 1- 9=(-734) 2335 2- 9=(-274) 191 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2608) 761 9.10=(-604) 1967 9- 3=( -23) 541 WEBS: 2x4 KDDF STAND3- 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 77_(-2B4B) 9547 15-16=( .P10� 539 TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 12.0' LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plansBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 0'- 0.0" -217/ 1744V -270/ 270H 5.50" 2.79 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 6.0" -2421 1861V -270/ 270H 5.50" 2.98 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Desian 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 not to exceed 19`b at time of manufacture. 6-06-11 - 6-01-02 - 6-01-02 - 6-01-02 -) 6-01-02 . 6-06-11 -) Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 7.00 M 4X6 Q 7.00 Enclosed, Cat.2, Exp.B, MWFRS, 4.0" interior zone, load duration factor=l.6„ 4 Truss designed for wind loads in the plane of the truss only. M-5x6(S) 3 1 M-5x6(S) 0.25" 0.25" IN, og. M-1"5x3 ± +1 :M-1.5x3 I/ o 0 urn \ / v h1 9 j 'f 11 0 0 1M-3x6 M-3x4 u•25" M-3x4 M-3x6 0 M-5x8(S) ), ), y J ), 9-07-05 9-01-11 9-01-11 9-07-05 y y y 37-06 1-00 0:9'5,; 746.96's4,PR Op. JOB NAME : 2610-A NH POLYGON - 63 Scale: 0.1674 kr WARNINGS: GENERAL NOTES,unless otherwise noted: 4 • ,OPE 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and Is for an individual B3 3 and Warnings before construction commences, building component.Applicability of design parameters and proper Truss" B3 2.2x4 compression web bracing must be installed where shown+, ncorporation of component Is the responsibility of the building designer. ' 3.Additional temporary bracing to insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.0.and at 10'o.c.respectively unless braced throughout their le th by ,,/,r . -411111.." 4010001W DES. BY: MJ is the responeibiity of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). OREGON tt ��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. SEQ. : 6054124 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/� �r 1 4 [�� design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full beating at at supports shown.Shim or wedge if +�{q`)•.�y b t t TRANS I D: 407735 5.CompuT us has no congol over and assumes no responsibiliy for the necessary. 4 r7 r7 t1 k"' fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center f n 111 VIII VIII VIII VIII ILII VIII 111111 M Te SA,lnC/CcofnpuToofuw ISoftw::7:7(d 1 ref 7 6 6(1 L)E request. 196. IFor bas cconnedoroplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF k1&BTR 2- 3=1 -34) 57 2.10=(-598) 2331 0.14=(--10) 175 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(•2847) 920 10.11=(-598) 1966 10- 4=( -10) 539 3- 4=(-2805) 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°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2605) 746 6.12=( -10) 539 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF 7- 8=(-2847) 920 12- 7=(-271) 175 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: 8- 9=( -34) 57 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 INC 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) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133' MAX LL DEFL = -0.144" @ 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" 1' 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 12 not to exceed 19% at time of manufacture. M-4x6 12 7.00 Q 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 Wind: 110 mph, h=25ft, TCDL=4,2,BCDL=6.0, ASCE 7-05, M-5x6(S) \ Enclosed, Cat.2, Exp.B, MWFRS, 3 1 M-5x6(S) interior zone, load duration factor=1.6„ Truss designed for wind loads 0.25" in the plane of the truss only. 0.25" it\l M-1.5x3 M-1.5x3 +. / Lr) o 0 10 1� ', 12 '• o o M-3x6 M-3x4 )l.25" M-3x4 M-3x6 0 M-5x8(S) 1, y y 1, y y 9-07-05 9-01-11 9-01-11 9-07-05 1-00 37-06 y 0 1-00 PR JOB NAME : 2610-A NH POLYGON - B4 Scale: 0.1625 c;<‘..-\Ip��r�'',IIN ,s JOB WARNINGS: GENERAL NOTES,unless otherwise noted: 44..0 ,I. r f r .! p IP 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 1 . ` 2` I PE r ii", 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. DES. BY: MJ 3.Additional temporary bracing to insure stebiSty during construction 2.Design assumes the top end bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by ' 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 t+ I. (C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� OREGC?N 4C/ 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, �� Q1k TRANS I D: 407735 design loads be applied to any component. 6.and assumes fulldbearin of atsall supports / 5.CompuTrus has no control over and assumes no responsibility for the Design9pports shown.Shim or wedge if 4 /4 t� fabrication,handli necessary. p��R R y T• ng,shipment and installation of components. 7,Design assumes adequate drainage is rovided. 'Y! 4.4 IIIIII VIII VIII VIII VIII VIII Hill IIII IIII 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 ITPI/VVTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9. ts incate size of late in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForribasic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0' [COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' TC: 2x4 KDDF Mt&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF Al&BTR SPACED 24.0' O.C. not to exceed 199e 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)iDL( 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, TOOL=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,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Tn sse esige df ore indss adsy. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Gable end truss on continuous bearing wall UON. Lo Ilk 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. T 12-06-01 � 6-02-15 � 6-02-15 � 12-06-01 � HM-4x4 12 12 3 Q 7,00 7.00� N_N M-3x5(S) M-3x5(S) �� IIIIh . a o 1 7 0 c M-3x5(5) M 3x4 M-3x4 y ), ), 18-09 18-09 y y 37-06 1- 00 1-00 ,to PR OPe JOB NAME : 2610-A NH POLYGON - B5Sale: 0.2247 " �o$� SS WARNINGS: GENERAL NOTES,unless otherwise noted: Lr` ( P G ;"' p 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual Truss: B5 and Warnings before construction commences. building component.Applicability of design parameters and proper s g incorporation of component is the responsiblity of the building designer. J 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction y o.c.and at 10'o.c.respectively unless braced throughout their le th by "j" DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). t'" DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � ,ir OREGUIV�� �Q 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 605 4126 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, //y 41, 9c .4. design loads be applied to any component. and are for"dry condition"of use. t,/ 1 4 P 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407735 5.CompuTrus hes no control over and assumes no responsibility for the necessary. Mich{ yL� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shell be located on both laces of truss,and placed so their center IIIIII VIII VIII 1111 VIII VIII VIII(III III) TPI WTCA in BCSI,copies of which will be furnished upon request. 9 (ines coincide with Digits indicate sizejoinplate int rinches. 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" TC: 2x4 KDDF NiBBTR LOAD DURATION INCREASE = 1.15 COND. 2: Design checked for net(-5 Inf.) uplift at 24 "oc spacing. BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. NOTE: Design assumes moisture content does TC LATERAL SUPPORT <= 12.00. UON. not to exceed 19% at time of manufacture. BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connec 6,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M18HS,(Or = Mprek MT series Wind: 110 mph, h=15ft, Exp.B,,2,BCDL=6,0, ASCE 7-05, LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, 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 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. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 11-00 11-00 complete specifications. 12 6.00 iIM-4x4 12 4 3 6.00 O O � � 4 O O �i O M-3x5(S) M-3x4 M-3x4 y y 12-00 10-00 y 1-00 22-00 y y 1-00 JOB NAME : 2610-A NH POLYGON - Cl Scale: 0.3653 �J (}�^N� `�'•;'iA- WARNINGS: GENERAL NOTES,unless otherwise noted; <(f /(/ "- 1.Builder and erection contractor should be advised •of all General Notes 1.This •design•is •based only upon the parameters shown and Is for an Individual7,9201/PE 1' Truss: ClC 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. �' DES. BY MJ 3.Additional tempo ary bracing to Insure stab lity during construction Design assumes the top and bottom chords to be laterally braced et is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 14111101PDATE: 9/9/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheething(TC)and/or drywall(SC). '.- 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. -�L 'OREGON SEQ. : 6054127 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, t J � " TRANS I D: 407735 design loads be applied to any component. and are for"dry condition"of use. ! rs { 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4 G• fabrication,handling,shipment and installation of components. necessary. h 6.This design Is furnished subject to the!irritations set forth 7.DesignPlates shall assumes located aadequatedon odrainage Is provided., �r'i t y f �, 111111 111111111111111111 VIII VIII IIII IIII TPIIWTCA in SCSI,copies of which will be furnished upon request.quest. 8 nes coinddewith joint center lines. faces of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E9. its cicate ate in Inches. 10.For basic onnectorsize oplf ate design values see ESR-1311,ESR-1968(MiTelr) EXPIRES:12/31/2015 This design prepared from computer input by II'IIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 22'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( -36) 50 2- 8=(-501) 1261 3- 8=(-311) 207 TC: 2x4 KDDF 1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 634 8- 9=(•339) 834 8- 4=( -98) 492 BC: 2x4 KDDF #1&BTR 3- 4=(-1318) 499 9- 6=(-501) 1261 4- 9=( -98) 492 WEBS: 2x4 KDDF STAND LOADING 4. 5=(•1318) 499 9- 5=(-311) 207 LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 634 TC LATERAL SUPPORT <= 12°OC. UON. DL ON OTTOM CHORD = 10.0 PSF 6- 7=( -36) 50 BC LATERAL SUPPORT <= 12"OC. UON. 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 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,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 ICOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX 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 MAX HORIZ. LL DEFL = -0.019" @ 21'- 6,5° 11-00 T 1' MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-09-04 5 02 12 5-02-12 5 09 04fffNOTE: Design assumes moisture content does ' 1' not to exceed 19% at time of manufacture. 1212 Design conforms to main win dforce-resisting 6.00 M•4X6 Q 6.00 system and components and cladding criteria. 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 M-1.5x3 CO\ / O co O - T o. V O i� 8 LI I O 9 O O M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 1, y y /, 7-06-03 6-11-11 7-06-03 y /, 1, 12-00 10-00 y /, y y 22-00 1-00 1-00 �> } PR Op JOB NAME : 2610-A NH POLYGON - C2 Scale: 0.2653 -� 4 $iyfirn 61 `�`°� WARNINGS: GENERAL NOTES,unless otherwise noted: 92 +PG 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual 4 .�+ and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C2 2.2x4 compression web braang must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stalrtity during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „++1"A, DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � C7dN ` DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ W 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. �� SEQ. : 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, ��/+"� 1 (�N and are for"dry condition"of use. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge it TRANS I D: 407735 5.CompuTms hes no control over and assumes no responsibility for the necessary. '��R R t1�- fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the f Mtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in nCSI,copies of which will be furnished upon request. lines indicate sizencide with joint plate terinches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 9.For Par basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015