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Plans I4270 5w l w+h AV-e M ST2.019-ao I l 7 M2,1" RE: 7.1VED FEB 0 6 2019 .r r= s. CITY L,. TIGARD ! ' - j` BUILDING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-291_UP_H Fax916/676-1909 2610 D 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:R42684361 thru R42684372 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ,��ED P R°Fes, �� � NGINE *.. %p29. cc' 87022PE r OREGON , C?.. MBER 1 P. S A. HE EXPIRES:0813012015 August 25,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 2610 D R42684361 PL13-291_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 09:49:13 2014 Page 1 t1. ID:_egh?ekl p1 OgFEQgnUal oSyJt2m-A92189wNpheXW6VV7y9jkkWFI wQQTpbaMGPy?IykJbq r - I 2-6-0 i I 1-2-0 I 1 0-11-8 1 I 1-20 1 I 2-1-0 I Scale=1:28.5 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 e N _\ N @ 1 17 16 15 14 13 12 �. 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I • 8-2-4 8-2-4 �80- 2 8-0-7-12I-0 13-3-12 3-10-0 0-7-0 t�i-10-121 0-7-0 I 16-9-12 -I 2-4-0 0-7-0 Plate Offsets(X,Y): [6:0-1-8,Edge],[8:0-1-8,Edge],[9:0-1-8,Edge],[16:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/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 Ina- YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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(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=0/2895,13-14=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 k' 870_22PE •r . -7 t`? v AT OFIEGO rL O<[i �C 'VIeER \1 A. Hex- .E'.(RE6:X0/2015 August 25,2014 A WARNIM-Verify design parameters and READ MJIES ON MIS AND INCLUDED MMIEX REFERENCE PAGE HIL-7473 reel/19/20M BBOREUSE iiill• Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 H Southern Pine DPI lumber is specified the design values are those effective 06/01/201.3 by ALSC • t Job Truss Truss Type Qty Ply 2610 D R42684362 PL13-291_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 09:49:14 2014 Page 1 ID:_egh?eklplOgFEQgnUaloSyJt2m-eLcgLVx?Z?m08G4hhggyHx3U8Kg1Clejbw9WXlykJbp 1 14-0 1 14114_1 1 1-2-0 II 1-8-8 II 1-9-0 11 1-2-0 II 1-4-4 I I 1-6-0 1 1-6-0 1 Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3k4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 • o - o - e o ® o ® ® o • 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 .10-121 I 13-3-12 1f-10-1? I 19-2-8 I 8-3-17 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,Edge],f12:0-1-8,Edqe],[13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.29 21-22 >760 480 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/TPI2007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 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. 00 p R, OFF LOAD CASE(S) Standard � � % - NEF/9 `r�02p 44- 822PE • < / 0 ,CV y Aj, OfFGO tis O<4 " • P"3>, A •=ER ON OS A.., H0't .EXPIRES:a6131i613012015 August 25,2014 t Ammimminr z9,maso ®WARNIM3-Verifydesign8arametenandREADMS1ESONTKISANDINCUDEDMITEKREffREM'TPAGENII--7413 reit t/19/2013!IMRE 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 MN 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/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pme(SP}lumber is specified,the design values are these effective 06/01/2013 by AL-SC Job Truss Truss Type Qty Ply 2610 D R42684363 PL13291 UP H F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:15 2014 Page 1 ID:_egh?eklp10gFEQgnUaloSyJt2m-6XA2YrxeKJuFIPftFNBBg9ckDklExsjsgau33BykJbo I 1-3-15 I I 1-2-0 I I 0-6-13 I 28.0 I Scale=1:11.6 3x4= 1 1.5x3 II 2 3 1.5x3 II 4 3x4= 5 1.5x3 II L O N e e e - 1.5x3 II 3x4= 9 8 7 3x4 = 3x4= I 1-6-15 I 2-1-15 I 2-8-15 2710-F 6-0-12 _ I 1-6-15 0-7-0 0-7-0 d-1-a 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) 1/deft L/d 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 IBC20121TP12007 (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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-331/0,3-4=-331/0 BOT CHORD 8-9=0/331,7-8=0/331,6-7=0/404 WEBS 2-9=-407/0,4-6=-436/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 2 ' kJ 87022PE •r yUn ,1; (mei,.QREG N ry1 Oki OS A:. HEr'' .EXPIRES:•fI O/2015 August 25,2014 -ate-_ A WARNING-Verify design parameters and READ NOTES ON IRIS ARO INCLUDED MIIER REFERENCE PAGE MIT-1473 rer.1/29/2014WORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Min 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/TPI1 Quality Criteria,DS8-89 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. Ohms Heights,CA,95810 if Southern Pinr(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 2610 0 R42694364 PL13-291 UP H F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 0 Jul25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:15 2014 Page 1 ID:_egh?ek1p1OgFEQgnUaloSyJt2m-6XA2YrxeKJuFIPftFNBBg9cjhkKyxtVsgau33BykJbo 2-2-4 I 1 3x4= 2 1.5x3 I Scale=1:8.8 0 0 N N x \� 4 3 1.5X3 II 3x4= 2-5-4 2-5-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in floc) I/defl L/d 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;nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=102/Mechanical,3=102/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard 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 ��� f.PR.OFsn • 2 ' :87* 2PE r - �•Ois.MFG•N rL Oki .. HE ` • . 1EES:.QUO/20f 5 August 25,2014 WARNING-Verify design parameters and READ NOTES ON THIS AMB)INCLUDED MEN REFERENCE PAGE NII-7413 rex 1,129J2014BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 I Southern Pine WI lumber is specified,the design values are those effective 06/01/2013 by AISC Job Truss Truss Type Qty Ply 2610 D R42684365 PL13-291 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 09:49:16 2014 Page 1 ID:_egh?ekl p1 OgFEQgnUa1 oSyJt2m-akkRmAyG5c06NZE4o4iQMM8pJ8Vfg9?03EeccdykJbn 1 1-0-0 1 10-9 II 1-2-0 I I 1-5-8 II 2-0-0 1 1 1-2-0 II 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 - • . o a .e •o •® o ° o N / \ I ` N_ / N o/\ //` N O - 2S 24 23 22 21 20 19 18 17 1S 3x4= 4x5= 305= 3x5= 3x4= 3x6= 305= 3x4= 9-5-12 14-5-12 I 8-3-12 8110-121 I 13-3-12 1?-10-12 I 19-6-4 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 5-0-8 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[17:0-1-8,Edge],[21:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (hoc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.34 18-19 >683 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.53 18-19 >442 360 BCLL 0.0 Rep Stress 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 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. c\VI p R,�F� �� SfS LOAD CASE(S) Standard 0iNe%c• 4, 2 A) 2PE •r 0 cv y f�,O�.OREG N 99 �W. �Or, +BER_ .1 P'O `3 4 H:ER� EXPIRES:t10/2015 August 25,2014 f A WARNING-Verify design parameters and READ NOTES ON IMDSAMI INCLUDED MIEN REFERENCE PAGE NII . 1473 rem 1/29/2014 BEFOREUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine[SPE lumber is specified,the design values are these effective 06/01/2013 byALSC Job Truss Truss Type Qty Ply 2610 D R42684366 PL13-291 UP H F06 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:17 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-3wlpzWzusw8z?jpGMoDfvah?IXrePfH9HtNA84ykJbm 1 1-0-0 1 - 10-8-41 1 1-2-0 I I 1-8-8 I I 1-9-0 II 1-2-0 II 1-5-8 II 1-6-0 1 1-6-0 1 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 Few mpor.4/ lir\ WIFAbi o 0 0 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 9-10-121 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 4-1041 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 floc) I/deft L/d 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 Ina' YES WB 0.56 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=844/0-4-4 (min.0-1-8),17=844/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1531/0,3-4=-1531/0,4-5=-2676/0,5-6=-2676/0,6-7=-3437/0,7-8=-3437/0, 8-9=-3834/0,9-10=3834/0,10-11=3833/0,11-12=-3833/0,12-13=-3115/0, 13-14=-2080/0,14-15=-2080/0 BOT CHORD 26-27=0/815,25-26=0/2149,24-25=0/3100,23-24=0/3679,22-23=0/3834,21-22=0/3834, 20-21=0/3115,19-20=0/3115,18-19=0/3115,17-18=0/1168 WEBS 9-23=-27810,12-20=-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. P R AFF ' tss LOAD CASE(S) Standard �,�� V�` IIN. 'Y > (t 870 2PE •r cV - 0-- .OREG N 15)O z' WN ViM»ER. 11N-' �` 4... HE��P .E .lf3ES:110/2015 August 25,2014 -,,,iii ---, WARNING-Ven design parameters and READ?MESON MS AND MUSED AMEN REFEREACE PAGI NII-1473 rev.1/29/2014 BEOREUSE mil..m Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISM Lumber isspec Hied,the design values are those effective O6/01/2013 by ALSO • Job Truss Truss Type Qty Ply 2610 D R42684367 PL13-291_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 09:49:18 2014 Page 1 ID:_egh7ekl p1 OgFEQgnUa1 oSyJt2m-X6sBBs_WdEGgctOSwVkuRnEFQxJn8CHJ WX7jgWykJbl I 0-9-12 I I 2-6-0 Scale=1:11.9 1 3x4= 21.5x3 II 3 3x4= 41.5x3 II e o 0 0 N O N G/ e 3x8= • 7 6 1.5x3 I I 3x4= I 6-2-4 I 6-2-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft 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 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=267/Mechanical,5=267/0-4-4 (min.0-1-8) FORCES (Ib)-Max.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 2 . 414 4t 87022PE •r VyS � N AAGO t9 4 . T O� 'ill ER \\ Or, A. t-E¢' .IRES:1i6130/2015 August 25,2014 1 , A WARNING-Verify design parameters sad READ NOTES ON DEIS AND IDUIMED MI1FX REFEREACEDACE MID 7473reeI/29/2O14BEFORE USE 0.... 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 Mirek- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/tPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Ms SP)lumber is specified the design values are those effective 06101/2013 by A1SC - Job Truss Truss Type Qty Ply 2610 0 1042684368 PL13-291 UP_H F08 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:19 2014.Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-?JQZOC_80XOhE1yeUDF7 ?mMzLbktZySIBsHCyykJbk 1 1-0-0 1 Iii 11-2-0 11 1-&8 I I 1-9-0 I I 1-2-0 I I 1-5-8 11 1-6-0 1 1-6-0 1 Scale=1:32.8 4x4= 3x4= 3x4= 3x4= 354= 3x4= 3x4= 355= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 9 0 e 3 ''?I'l !/ \ / N 114 1.41141 411114.- 411/\ - .44141N, Aooeee00°°°'fr -41114Ns. - l'i' eB - b 6e B e e O . 2� 26 25 24 23 22 21 20 19 18 17 354= 4x5= 3x5= 355= 354= 3x6= 3x8= 3x4= 145-0 I 8-3-0 p-10-019-5-0 1 13-3-0 113-101 I 19-3-0 I 8-2-0 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,Edge],[12:0-1-8,Edge],(13:0-1-8,Edae],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in floc) I/deft L/d 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 1BC2012/TPI2007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, 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 Harz 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. vED.PR,OF� 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 �4.(-Aol NE ssf be attached to walls at their outer ends or restrained by other means. • mac\ F� O2'P• LOAD CASE(S) Standard 4C :8 ! 2PE j c N. \7 (A),.QREGO ro O4fr .E 1P.IRES: 16/30/2015 August 25,2014 tir __ r ®WARNING-Verify design parameters and READ!MESON7NISAND MUDDED MI7Elf REFEREI CE PAGE Mit-7473 rex 7/29/2014 BEFORENSE -- Design valid for use only with AOTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine{SP1 lumber is specified,the design values are those effective 06/01/2013 by MSC Job Truss Truss Type Qty Ply 2610 D R42684369 PL13-291_UP_H F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:20 2014 Page 1 ID:_egh?eklplOgFEQgnUaloSyJt2m-TV xcY?m9rWYsBXrIwnMXCJbwl?Gc6sbzrcglOykJbj I 0-8-4 I I 2-6-0 I Scale=1:11.6 1 3x4 = 21.5x3 II 3 3x4= 4 1.5x3 II m c L 0 ei N 3x6 7 6 1.5x3 II 3x4= I 6-0-12 6-0-12 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Ina: YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/iP12007 (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/fP1 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(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�Et.PR' 46,„ ��c �IC1 NE�c�S' /� 87022 P1 SL -&. ois.OR. GON (yam iN OS ,. HE ' .EXPIRES:.f16/30/201 5 August 25,2014 I 1 ®WARNINNi-Verify designparamearsandREADlA7ESONMISANDINCLUDEDMIIEXREFERENCEPAGENIT--1473 mei 1/29/2014 DEMME 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 shownon.. is for lateral support of individual web members only.Addiflonal temporary bracing to insure stability during construction is the responsibility of the iYl erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding `AiTek• fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/iPli Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 IfSouthern Pine(SPF lumber is specified,the design values are those effective 06/0112013 WALK Job Truss Truss Type Qty Ply 2610 D R42684370 PL13-291 UP H F10 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 Mick Industries,Inc.Mon Aug 25 09:49:21 2014 Page I ID:_egh?eki p1 OgFEQgnUa1 oSyJt2m-xhXJpu00w9ePTK61 belb3Qrd29CNLPflCVLNHrykJbi 1 1-0-0 1 0-11-4 ii 1-2-0 I I 1-9-0 i l 1-8-8 I I 1-2-0 I( Cr]21 1 1-3-0 1 Scale=1:33.5 4x6= 4x5= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ',II \ cl a O O - N U O / N l -- N-",2-- ,-.4N 7-AN. o e L 2' 26 25 24 23 22 21 20 19 18 3x4= 4x5= 4x8= 3x5= 3x5= 3x5= 3x8= 3x4 =- I 1 2-2-4 12-9-413-4-41 7-2-4 17-9418-441 19-8-0 I 2-2-4 0.7-0 n-7-0 3-10-0 0-7-0 0-7-0 11-3-12 Plate Offsets(X,Y): 14:0-1-8,Edgel,[6:0-1-8,Edge],[7:0-1-8,Edge],[26:0-1-8,Edge] LOADING(pal) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.36 21-22 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.56 21-22 >417 360 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.07 17 n/a n/a BCDL 5.0 Code IBC2012/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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1933/0,3-4=-1933/0,45=-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. KO). PROF- •KO ss LOAD CASE(S) Standard ���5• � #NEFh. �ci, 8 922PE r -yy C�'o, Q G S N 95) 111 .8 .. HERS .EXPIRES:flf 0/201.5 August 25,2014 A WARNING-Verify design parameters and READ NOTES=MNMSAMINCLUDED Mi7ENREFERENCEPAGEMIT--1413rex1/29/2014BEFOIEUSE a..e 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 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/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 IfSouthern Pine(SP}lumber is specified the design values are those effective 06/01/2013 by MSC _ • Job Truss Truss Type Qty Ply 2610 D R42684371 PL13-291 UP H F11 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 09:49:23 2014 Page 1 ID:_egh?ek1 p1 OgFEQgn Ual oSyJt2m-t4f4Ea2fSmu7jeGQj3K38rxziyq_pL_2gpgULjykJbg 1 2.6-0 I I 1-2-0 II 0.11-8 I 1 1-2-0 I I 1-11-4 I Scale=1:28.3 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 s m • 0 o ® o @ • IIIIIIITE. e o o o e ea ® 4P 1'� 17 16 15 14 13 12 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 A p.. 14-5-12 1 8-2-4 2-4 0--8 '0-7-0 1 13.10-0 1r 0-7-0'0-7-0 21 I 16-8-0 i 2-44 I 0-7-0 Plate Offsets(Xy): [6:0-1-8,Edge],[8:0-1-8,Edge],[9:0-1-8,Edge],[16:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d 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 lncr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 18=727/0-4-4 (min.0-1-8),11=727/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2516/0,3-4=2516/0,4-5=-2841/0,5-6=-2841/0,6-7=-2786/0,7-8=2786/0,8-9=-1593/0 BOT CHORD 17-18=0/1541,16-17=0/2883,15-16=0/2841,14-15=0/2841,13-14=0/1593,12-13=0/1593,11-12=0/1593 WEBS 8-13=-327/0,9-12=0/357,2-18=-1664/0,2-17=0/1052,4-17=-397/0,4-16=-310/0,8-14=0/1322,7-14=-290/0, 6-14=-361/0,9-11=-1785/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard F,9 ,�E0 PR.op ,so. t0-," `SAO 2p. 87* 2PE y �AT.OREGO c 2.4 oki 0`S A, REr`• EXPIRES:-116/30/201 5 August 25,2014 f ®WARNIDD-Vent rdesign parameters andREAD NOES ONIHISAND DELUDED MITER REFERENCE PAGE MII-7413ree1/29/20118ffOREt E .....e Design valid for use only with Wick 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 shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPIl 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 ifSouthern Pine OSP)lumber is specified,the design values are those effective 06/01/2813 by ALSO Job Truss Truss Type Qty Ply 2610D R42684372 PL13-291 UP H F12 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:23 2014 Page 1 ID:_eg h?ek1 p1 OgFEQgnUa 1 oSyJt2m-t4f4Ea2fSmu7jeGQj3K38rx5dy?6pS B2gpgULjykJbg I 2-6-0 I 1-9-11 I I 1-2-0 I I 0-7-1 I Scale=1:17.1 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 - 00 0 0 0 0 oe _ e e 3x4= 13i 9 8 7 3x4= 3x4= 3x4= I 4-5-3 41,11 5.1-11 I 5-8-11 5-I10r3 9-0-12 I 45-3 0-1-8 n.7-0 0-7-0 0-1- 3-9-9 Plate Offsets(X,Y): [8:0-1-8,Edge],[9:0-1-8,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 Incr YES WB 0.21 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:41 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=393/0-2-8 (min.0-1-8),7=393/Mechanical FORCES (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/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 ;��`51 pR.oF.0n �cc % yINE�c, /O 2p. 879 2PE to CV . - / N. A,.GREGO �,cit � j On &ER 1\ PS �'4H. EXPIRES:L1613012015 August 25,2014 t 0 WARNING-Verity design parameter and READ M77ESSON MIS AND IMI IDEO MIIEX REFEREACE ME MII.7473 res 1/29/2014 BEFOREUSE id. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 It Southern Pine(SP}lumber is specified the design values are those effective 06/01/2013 byALSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 4-1 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not tof scale) offsets are indicated. I Damage or Personal Injury En= Dimensions are in ft-in-sixteenths. I� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. Q 1/16 2. Truss bracing must be designed by an engineer.For ii wide truss spacing,individual lateral braces themselves 111116111 1.1.11M1.1111112611\11 IIII may require bracin ,or alternative Tor I � 9. _ Q p bracing should be considered. I � O 3. Neverckexceedtthe designaduatelyg raced and never CJ stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c-e C6-7 cs• designer,erection supervisor,property owner and plates 0 la 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 *Plate 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,ESRI988 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 ii, Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 Mifek®All Rights Reserved approval of an engineer. 11=111 1111 i I 4 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NMRI I MI greenmay pose unacceptable 18.Use of or treated lumber =O environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal WI 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, ile k� 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 R RECEIVED FEB 0 6 2019 MiTek USA, Inc. / CompuTrus Software CITY OF TIGARD BUILDING DIVISION 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(Milek). N.I0/14`f ".... ..../.N.Pl��J «a`' w '�, p' > R AN l its , i • OR 3N cot. 4 'tom !-., r''� . o fir' _tS - ..c.-\C. SQA. JON'' f;,''%�'f+`3 sroNAl.L ' , IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 17-00-00 HIP EB SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 75 2- 9=(-333) 1878 9- 3=( 0) 578 13- 7=(-203) 115 BC: 2x6 KDDF #1&BTR 2- 3=(-2651) 479 9.10=(-320) 1760 3-10=(-439) 315 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1927) 484 10.11=(-254) 1358 10- 4=( -57) 378 LL = 25 PSF Ground Snow (Pg) 4. 5=(-1375) 420 11-12=(-254) 1527 10- 5=(-101) 163 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 17'- 0.0" V 5- 6=(-1833) 519 12-13=(-237) 1408 5-11=(-104) 323 BC LATERAL SUPPORT 4= 12'OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 8'- 0.0" V 6- 7=(-2068) 468 13- 8=(-229) 1370 11- 6=(-316) 210 BC UNIF LL( 75.0)+DL( 71.0)= 146.0 PLF 8'- 0.0° TO 9'- 0.0" V 7- B=(-2035) 375 6.12=( 0) 275 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 9'- 0.0" TO 17'- 0.0" V 12- 7=( -95) 238 NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 9'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1736V -165/ 174H 5.50" 2.78 KDDF ( 625) OVERHANGS: 12.0' 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -256/ 1613V 0/ OH 5.50° 2.58 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc Spacing.) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.002" @ -1'- 0.0° Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 1-00-10 7 -11-11 MAX LL DEFL = -0.036" @ 9'- 0.0" Allowed = 0.804" MAX TL CREEP DEFL = -0.069" @ 9'- 0.0" Allowed = 1.072" 2-09 5-02-11 1-00-10 2-11-03 2-03-08 2-09 MAX HORIZ. LL DEFL = 0.021" @ 16'- 6.5" 597 i'30# MAX HORIZ. TL DEFL = 0.035" @ 16'- 6.5" 597.30# NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-4x6 �o=ems M-5x6 E � Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 10.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10.50/ load duration factor=1.6, �� Truss designed for wind loads ' in the plane of the truss only. M-3x4 M-3x4 M-3x6 _■�■ �G e� r e �e o 00A la 10 11 1 h JI "i 4 =M-6x6 M-3x8 M-3x4 M 7x8 13 **a c O =M-6x6 M-3x5 c 2X WEDGE --,12.75 W/(2) M-3X4 TYP12 . 2.75 0 12 y )' J' y y y y 2-05-08 5-02-12 1-09-04 2-09-08 2-00 2-09 y 1, . 1- y y 1-00 2-05-08 9-09-08 2-00 2-09 1, y y 1-00 17-00 JOB NAME : 2610-D MODIFIED PITCH NH - Al -<:(5O PR Ore Scale: 0.2530 ��0 'C'7/7//r6)02 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 9� 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 Q P E Truss: Al and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by L_ �� DATE: 9/9/2014 pbuilding 9 continuous sheathing such as plyw000dquired sheathing(TC)and/or drywall(BC). / -110 c- the overall structure is the responsibility of the designer. 3.2x Impact bridgingor 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. p A OREGON S E Q. : 6054191 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 ti! \� �� design loads be applied to any component and are for"dry condition"of use. /O 'I y 1 4 20 .2.ii TRANS ID: 407743 S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �P. fabrication,handling,shipment and installation of components. necessary. /l/ R R �\ 7.Design assumes adequate drainage is provided. 4 rl r5 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1111 I III I I III VIII I I II III) TPI/WTCA in BCS!,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 4 I'll II This design prepared from computer input by,. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ` IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2- 8=(-226) 849 8- 3=( -8) 258 6-12=(-73) 82 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1131) 300 8- 9=(-217) 797 3- 9=(-415) 293 WEBS: 2x4 KDDF STAND; 3- 4=( -662) 204 9-10=( -87) 575 9- 4=(-146) 432 2x4 DF STAND A LOADING 4- 5=( -605) 252 11-12=( 0) 0 9- 5=(-289) 204 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -805) 272 12- 7=(-102) 544 5-10=( -53) 144 IC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -851) 219 10- 6=( -32) 64 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 10-12=(-106) 563 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -145/ 833V -183/ 191H 5.50" 1.33 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 0.0" -95/ 716V 0/ OH 5.50" 1.15 KDDF ( 625) C,CN,CI6,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 8 06 8 O6 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" 2-09 5-09 3-05-08 2-03-08 2-09 MAX LL DEFL = -0.016" @ 8'- 6.0° Allowed = 0.804" T T '( T f T MAX IC PANEL TL DEFL = 0.059" @ 5'- 9.6° Allowed = 0.727" 12 12 IIM-4x4 MAX HORIZ. LL DEFL = 0.013' @ 16'- 6.5" 10.50 7 N 10.50 MAX HORIZ. TL DEFL = 0.022" @ 16'- 6.5" 4.0° 4 ,{2( NOTE:Design assumes moisture content does a y not exceed 19% at time of manufacture. IDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M 3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 111111111110 load duration factor=1.6, Truss designed for wind loads a- in the plane of the truss only. M-3x4 M-3x4 AI M 3x5 441111 v v� •d- ..- ee �� �.I mr'e v r,P Ei 8 9 In 1 •o _q� .4- c, M-3x8 0 0 1 M-5x6 M-.1k8 12 0 o M-3x4 M-3x47 0 --,12.75 $2X WEDGE 12 W/(2) M-3X4 TYP. )' ), ,( } )' y 2-05-08 6-00-08 3-08-07 0-00-09-00 2-09 y ), ), ), 1, 1-00 2-05-08 9-09-08 4-09 ; ), y 1-00 17-00 JOB NAME : 2610-D MODIFIED PITCH NH - A2 Scale: 0.2574 ��,•\<<-`6 N(}c'OF�sOA `s<pA- WARNINGS: GENERAL NOTES,unless otherwise noted: ��� �]�' 71 -v"9{ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 S I P E Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / '�. 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. "9 OREGON 40 SEQ. : 6054192fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L '�/ �a +� design loads be applied to any component. and are for"dry condition"of use. /O 'Q y 1 4, 20 4 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifnQ. fabrication,handling,shipment and installation of components. Design . /���RIO- 7.Design assumes adequate drainage is provitl,and 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 1111111111111111111 TPI/WTCA in BCSI,copies of which will be fpm shed upon request. git coincideidtwebizjointain inches.9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 1111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-5=(-87) 173 5.3=( 0) 107 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-281) 1 5-6=(-85) 157 3.6=(-169) 91 WEBS: 2x4 KDDF STAND 3-4=( -32) 34 LOADING TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°OC. UON, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0° 0'- 0.0" -35/ 381V -48/ 139H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -147/ 79V 0/ OH 1.50" 0.13 KDDF ( 625) Connector plate prefix designators: 8'- 0.0" 0/ 118V 0/ OH 5.50" 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.] BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T MAX TL CREEP DEFL = -0.005" @ 2'- 5.5" Allowed = 0.226' 1-05-06 2-06-05 MAX LL DEFL = 0,000° @ 0'- 0.0" Allowed = 0.178° ''( T T MAX TC PANEL LL DEFL = 0.005' @ 1'- 3.0" Allowed = 0.189' MAX BC PANEL TL DEFL = -0.036° @ 5'- 0.1" Allowed = 0.291° MAX HORIZ. LL DEFL = 0.002" @ 7'- 6.7" r) MAX HORIZ. TL DEFL = 0.002" @ 7'- 6.7" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-3x4 cm Design conforms to main windforce-resisting 12 40 o system and components and cladding criteria. 10.50/ o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c%) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4/All �10� _6 o� �� M-1.5x3 o M-5x6 $2X WEDGE a 2.75 W/(2) M-3X4 TYP. , 12 J' y y y 2-05-08 5-01-03 0-05-05 1, /' /, ), 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING:Jts:2.4.61 JOB NAME: 2610-0 MODIFIED PITCH NH - AJ2 5����GprvFFF�F�ss, Scale: 0.4786 �\ /1 -i �Ci �2 WARNINGS: GENERAL NOTES,unless otherwise noted: ��d I(7 -9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 92 Q P E Truss: AJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. .441# ., 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -III 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. 'f7 OREGON , <(/ SEQ. : 6054193 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- �/ O'� TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. ,4 6.Design assumes full bearing at all supports shown.Shim or wedge if c O y 1 4 2 A± 5.CompuTrus has no control over and assumes no responsibil y for the - fabrication,handling,shipment and installation of components. necessary. 'u1 7.Design assumes adequate drainage is provided. CC pi,RIO 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 I III VIII(III III (III I III TPI/WfCA in BCSI,copies of which will be furnished upon request. Digit coincideidtwithizjointain che. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 limmimmw IIII11111III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 , TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-5=(-163) 262 5-3=( 0) 126 BC: 2x4 KDDF #188111 SPACED 24.0" O.C. 2-3=(-374) 48 5-6=(-157) 242 3-6=(-261) 169 WEBS: 2x4 KDDF STAND 3.4=( -79) 62 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -26/ 434V -72/ 194H 5.50° 0.69 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -127/ 119V 0/ OH 1.50" 0.19 KDDF ( 625) Connector plate prefix designators: 8'- 0.0" 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.003" @ 2'- 7.8" Allowed = 0.270" 1-05-06 4-06-05 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078° MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.105" -/ MAX BC PANEL TL DEFL = -0.034" @ 5'- 0.1' Allowed = 0.291" MAX HORIZ. LL DEFL = -0.003" @ 7'- 6.7" d MAX HORIZ. TL DEFL = 0.003" @ 7'- 6.7" 12 NOTE:Design assumes moisture content does 10.50 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. cm M-3x4Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, cm (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, u Truss designed for wind loads If in the plane of the truss only. M-3x4 AigaRlhIIIIIIIIIIIbh.__ r o� 0-� M-1.5x3 o M-5x6 $2X WEDGE .-2.75 W/(2) M-3X4 TYP. 12 y J, y J' 2-05-08 5-01-03 0-05-05 _) )- y y 1-00 2-05-08 8-00 5-06-08 'PROVIDE FULL BEARING;Jts:2,4,6I �l�p PROFFS JOB NAME: 2610-D MODIFIED PITCH NH - AJ3 �� `G(NFF , Scale: 0.3926 (�\ V /p/",�vQ 2 WARNINGS: GENERAL NOTES,unless otherwise noted: .(9-//•JOrn7C' -S7� 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 J r L Truss: AJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper � 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � , DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 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. pG A_ O, �`r-j SEQ. : 6054194 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / �'� design loads be applied to any component and are for"dry condition"of use. Q Y i 4 2 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if n I �P necessary. '✓/'f-f RIO, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `,n 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII IIII(IIII(IIII IIII IIII TPI WTCA in BCS',copies of which will be furnished upon request. git coincide with joint in che. 9.Digitssindicate size of tplate eto inches.li . 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 B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-6=(-163) 262 6-3=( 0) 126 BC: 2x4 KDDF 41&BTR SPACED 24.0" D.C. 2-3=(-374) 48 6-7=(-157) 242 3-7=(-261) 169 WEBS: 2x4 KDDF STAND 3-4=( -79) 62 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 434V -73/ 197H 5.50" 0.69 KDDF ( 625) Connector plate prefix designators: 5'. 10.9" -112/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" -2/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" '( •( MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-05-06 6-06-05 MAX LL DEFL = 0.003' @ 2'- 7.8" Allowed = 0.270° ''( ' •( MAX LL DEFL = 0.000" @ 0'. 0.0" Allowed = 0.078' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105° MAX BC PANEL TL DEFL = -0.034" @ 5'- 0.1° Allowed = 0.291" MAX HORIZ. LL DEFL = -0.003" @ 7'- 6.7" MAX HORIZ. TL DEFL = 0.003" @ 7'- 6.7" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.50/ 0 Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, op M-4x6 inuthe dplanneed offor thewind trussoads only. 10 M-3x4 .4- Alli .11 M-5x6 M-1.5x3 0 $2X WEDGE W/(2) M-3X4 TYP. -----1 2.75 12 J' J' ky 2-05-08 5-01-03 0-05-05 y ) y )' 1-00 2-05-08 8-00 5-06-08 'PROVIDE FULL BEARING:Jts:2.4,7I JOB NAME: 2610-D MODIFIED PITCH NH - AJ4 ��� D PRpFFs Scale: 0.3274 �c. ���'�p �A s�0, WARNINGS: GENERAL NOTES,unless otherwise noted: ( //r 7 -Sr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 2 0 P E Truss: AJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.254 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ! - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /_ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /1_40 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 SC 6054195 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. '3! �"OREGON 41j E:Q. : 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 r/ ��` -}� design loads be applied to any component, and are for"dry condition"of use. /O '9 fr 14 2Q `.. TRANS I D: 407743 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 M P fabrication,handling,shipment and installation of components. necessary. R I L 7.Design assumes adequate drainage is provided. F R 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IMO 01 11111 MI I I I 11 I II TPINJTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MiTek) EXPIRES: 12/31/2015 ° I I III IIII This design prepared from computer input by, PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 GIRDER SUPPORTING 10-00-00 FROM 18-00-00 TO 26-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 74 2-10=(-312) 2156 10- 3=( 0) 180 2x6 KDDF #1&BTR T2 2- 3=(-3054) 540 10-11=(-312) 2154 3-11=( -262) 220 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-2774) 600 11-12=(-364) 2522 11- 4=( -300) 1532 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-2032) 496 12-13=(-604) 3432 11- 5=(-1356) 378 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 26'- 0.0" V 5- 6=(-2916) 710 13- 8=(-606) 3444 5.12=( -284) 1146 TO LATERAL SUPPORT 4= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 18'- 0.0" V 6- 7=(-3922) 876 6-12=( -272) 1382 BC LATERAL SUPPORT 4= 12"OC. UON. BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 18'- 0.0" TO 26'- 0.0" V 7- 8=(-4840) 994 12- 7=( -776) 268 8- 9=( 0) 74 7-13=( -190) 1168 ADDL: TC CONC LL+DL= 960.0 LBS @ 16'- 0.0" NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 1562.0 LBS @ 17'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -446/ 2387V -228/ 228H 5.50° 3.82 KDDF ( 625) OVERHANGS: 12.0' 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 26'- 0.0" -841/ 3984V 0/ OH 5.50° 6.38 KDDF ( 625) Connector plate prefix designators: ( 2 ) complete trusses required. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Join together 2 ply with 3"x.131 DIA GUN ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 M,M2OHS,M18HS,M16 = MiTek MT series nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9° oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" **HANGER BY OTHERS TO APPLY 9° oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. 9° oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.034° @ 16'- 4.9" Allowed = 1.254" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.109" @ 16'- 4.9" Allowed = 1.672" MAX LL DEFL = -0.001" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001° @ 27'- 0.0" Allowed = 0.133" 9-11-11 6-00-10 9-11-11 T T ' .1 MAX HORIZ. LL DEFL = -0.011" @ 25'- 6.5" 5-01-07 4-10-04 3-00-05 3-00-05 4-10-04 5-01-07 MAX HORIZ. TL DEFL = 0.028" @ 25'- 6.5" 960# NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 10.50 7 M-4x6 M-3x4 M-4x6 N 10.50 Design conforms to main windforce-resisting �p 5 6 system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads '1!/Aiiiii. in the plane of the truss only. M-3x4 M-3x4 'C , v d- 10 11 12 13 o M-3x4 M-1.5x3 0.25" M-6x8 M-1.5x3 M-3x5 0 M-7x8(S) vir1562# 4-11-11 4-07-07 6-09-13 4-07-07 4-11-11 1-00 26-00 1-00 ���p PR OFFS JOB NAME : 2610-D MODIFIED PITCH NH - B1 Scale: 0.2159 �� � �qs%2 WARNINGS: GENERAL NOTES,unless otherwise noted: 9 D 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 0 P E Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. >/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'c.c.respectively unless braced throughout their length by „.004.1.0.- DATE: ,_' �� P b continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 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++ QR EGON 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. A_ SEQ. : 6054197 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-cortosive environment, �� A y � 44/ N 4, and are for"dry condition"of use. 1, design loads hasbe no control to any componentrdsuO 14, 2 TRANS I D: 4 07743 5.CompuTrus no over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifnP fabrication,handling,shipment and installation of components. Dnesigsary. � R n'1 V 7.Design assumes adequate drainage is provided. C 1l 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 II I 1110 II I VIII IIII 11 VIII IIII III TPIANrCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2-12=(-230) 975 3-12=(-245) 216 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2- 3=(-1313) 436 12-13=(-129) 824 12- 4=(-151) 445 WEBS: 2x4 KDDF STAND 3- 4=(-1095) 450 13-10=(-253) 662 12- 6=(-179) 128 LOADING 4- 5=( 0) 0 6-13=(-179) 128 IC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -740) 396 8-13=(-151) 445 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -740) 396 13- 9=(-245) 215 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=(-1095) 450 NOTE: 2x4 BRACING AT 24°OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1313) 436 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 75 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0° 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -267/ 1206V -231/ 231H 5.50" 1.93 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 26'- 0.0" -267/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' T 11-11-11 T-00-1 T 11-11-11 .' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-00-14 4-09-02 1 ,00-05 2-01-11� 4-09-02 5-00-14 MAX LL DEFL = -0.002° 8 -1'- 0.0° Allowed = 0.100° MAX TL CREEP DEFL = -0.003' 8 -1'- 0.0° Allowed = 0.133" 2-01-11 1j00-95 MAX LL DEFL = 0.031" @ 13'- 0.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.062" @ 13'- 0.0" Allowed = 1.672" 10-00 10-00 MAX LL DEFL = -0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 12 5 7 12 MAX HORIZ. LL DEFL = 0.018" @ 25'- 6.5" 10.50 V M-4x6 \10.50 MAX HORIZ. TL DEFL = 0.028° @ 25'- 6.5" M-4x6 M-3x4 NOTE:Design assumes moisture content does O 6 anot exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5X3 M-1.5X3 Truss designed for wind loads in the plane of the truss only. Alb v v o M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 1 0 y )' y .1 9-08-04 6-07-08 9-08-04 1, y y 12-00 14-00 1. y y 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B2 '����DPROp�u. Scale: 0.2015 ��� ��%q swQ1 WARNINGS: GENERAL NOTES,unless otherwise noted: ��CI 7 7 7 -9{ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 jS 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 during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /1"1- " DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. -9 OREGON b, SEQ. : 6054198fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 476'1;1j' 'v/ design loads be applied to any component and are for"dry condition"of use. /Q -T y /4 2°\ '}' TRANS I D: 407743 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 s3Qn . fabrication,handling,shipment and installation of components. Design assumes adequate drainage is provided. r 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bothothfaces of truss,and placed so their center 11 I VIII III 1111 1111 I I I I I III TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 ° 1E11011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2- 8=(-12B) 1107 3- 8=(-410) 357 BC: 2x4 KDDF #1&BTR SPACED 24.0' D.C. 2- 3=(-1368) 306 8- 9=( -71) 717 8- 4=(-237) 737 WEBS: 2x4 KDDF STAND 3- 4=(-1256) 463 9- 6=(-128) 961 4- 9=(-237) 737 LOADING 4- 5=(-1257) 463 9- 5=(-410) 357 TC LATERAL SUPPORT <= 12'0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 306 BC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 75 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 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -212/ 1206V -303/ 303H 5.50' 1.93 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0' -212/ 1206V 0/ OH 5.50° 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 osf) uplift at 24 °oc ssacing.I 13-00 13-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100° 6-07-14 6-04-02 6-04-02 6-07-14 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.042" @ 8'- 9.2' Allowed = 1.254" MAX TL CREEP DEFL = -0.078" @ 8'- 9.2° Allowed = 1.672" 12 M-4x6 12 MAX LL DEFL = -0.002" 8 27'- 0.0" Allowed = 0.100" 10.50/ N10.50 MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 4 4.0" MAX HORIZ. LL DEFL = 0.020" @ 25'- 6.5° * MAX HORIZ. TL DEFL = 0.030" @ 25'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 M-1.5x3 Truss designed for wind loads l in the plane of the truss only. A- ,i v 0lAhlillik. 1 8 9 - o o M-3x4 M-3x4 M-3x4 M-3x4 0 M-3x5(S) y y 1, y 8-09-04 8-05-08 8-09-04 10-00 16-00 1, J, ,) )' 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - 63 ����EGPN �FFssj Scale: 0.2034 \ �AA-- WARNINGS: GENERAL NOTES,unless otherwise noted: �� . /� -v9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =��P E Truss: 63 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '/ DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,,-04111m,, P 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 ,I. SEQ. : 6054199 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. A_ mac/ 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, /.20,7"/y Oda 1� design loads be applied to any component. and are for"dryfullb condition"of use. 1 4 2- T TRANS I D: 407743 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 �Q` fabrication,handling,shipment and installation of components. Desessary. MFR R I A-- P P 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII II I IIIITPUWTCA in BCSI,copies of which will be furnished upon request. Digit coincideiatwith jointche. 9.Digits idsize of tplate in inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2.12=(-230) 975 3-12=(-245) 216 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1313) 436 12-13=(-129) 824 12- 4=(-151) 445 WEBS: 2x4 KDDF STAND 3- 4=(-1095) 450 13-10=(-253) 882 12- 6=(-179) 128 LOADING 4- 5=( 0) 0 6-13=(-179) 128 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -740) 396 8-13=(-151) 445 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -740) 396 13- 9=(-245) 215 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=(-1095) 450 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1313) 436 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 75 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -267/ 1206V -231/ 231H 5.50" 1.93 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 26'- 0.0" -267/ 1206V 0/ OH 5.50' 1.93 KDDF M,M2OHS,M18HS,M16 = MiTek MT series ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 roc spacing.E 11-11-11 2-00-10 11-11-11 T T T l' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-00-14 4-09-02 1,00-Q5 2-01-11� 4-09-02 5-00-14 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 2-01-11 1-11 00 5 MAX LL DEFL = 0.031" @ 13'- 0.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.062" @ 13'- 0.0° Allowed = 1.672' 10-00 10-00 MAX LL DEFL = -0.002" @ 27'- 0.0° Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0° Allowed = 0.133" 12 5 7 12 MAX HORIZ. LL DEFL = 0.018" @ 25'- 6.5" 10.50 7 M-4x6 .N10.50 MAX HORIZ. TL DEFL = 0.028" @ 25'- 6.5" M-4x6 M 3x4 NOTE:Design assumes moisture content does 90 6 anot exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 \1 M-1.5X3 Truss designed for wind loads in the plane of the truss only. v v 0 . `12J nst 13J A'° , j 4 O M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 1 0 y y /- 1, 9-08-04 6-07-08 9-08-04 y J, 1, 12-00 14-00 > / y y 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B4 ��� - o PROF�o. Scale: 0.2015 \� � %� ,�0 s/O WARNINGS: GENERAL NOTES,unless otherwise noted: _t� 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 9 2•0 P E Truss: B4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by .r- �- DATE: 9/9/2014 responsibility g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). the overall structure is the res onsibili of the building designer. 3,2x Impact bridging or lateral bracing requiredmeedwhere shown++ cc 4SEQ. : 6054200 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. „"OREGON 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, pL r/ 2 `�D s�� design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. / '9 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4, 0 AT_ TRANS I D: 407743 V 7 fabrication,handling,shipment and installation of components. necessary. /�rR A I O- .Design assumes adequate drainage is provided. `` l rl 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II INN 1110 111 III II I IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2.10=(-153) 969 3-10=(-254) 240 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1313) 336 10-11=( -92) 821 10- 4=(-124) 435 WEBS: 2x4 KDDF STAND 3- 4=(-1095) 350 11- 8=(-179) 882 10- 5=(-168) 93 LOADING 4- 5=( -740) 329 5-11=(-168) 93 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -740) 329 6.11=(-124) 435 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1095) 350 11- 7=(-254) 240 TOTAL LOAD = 42.0 PSF 7- 8=(-1313) 336 8- 9=( 0) 75 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0° -193/ 1206V -231/ 231H 5.50' 1.93 KDDF ( 625) 26'- 0.0' -193/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002° @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' 9-11-11 6-00-10 9-11-11 MAX LL DEFL = -0.031" @ 13'- 0.0" Allowed = 1.254" T f f f MAX LL DEFL = -0.002" @ 27'- 0.0" Allowed = 0.100" 5-00-14 4-10-13 3-00-05 3-00-05 4-10-13 5-00-14 MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.148° @ 4'- 8.5" Allowed = 0.591" 12 12 MAX HORIZ. LL DEFL = 0.018° @ 25'- 6.5' M-4x6 M-4x6MAX HORIZ. TL DEFL = 0.028" @ 25'- 6.5" 10.50 17 M-3x4 Q 10.50 5 NOTE:Design assumes moisture content does o a14'r not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: (Ile 40 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 ,M-1.5x3 Truss designed for wind loads in the plane of the truss only. Ifi\li v v 4 Ery *I o O - 10 11 o M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 O 1' 1' 1, 1, 9-08-04 6-07-08 9-08-04 ./ y ) 12-00 14-00 J 1, 1, 1-00 26-00 1-00 ��Q,0) PROFEs JOB NAME : 2610-D MODIFIED PITCH NH - 65 5 GIN �r" s% Scale: 0.2270 <5''- �\ CG�y/q�,y�y �v WARNINGS: GENERAL NOTES,unless otherwise noted: (r T.((n 2((0/0(P�-((E"" 91' 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 Truss: B5 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 111111111F '� DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `r�r . P tY 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++ A_OREGON i 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 "� 1a �</ SEQ. : 6054201 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. /Q 14, 2� P+ TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if !1 fabrication,handling,shipment and installation of components. necessary.g /116'R I I.-� V P P 7.Design assumes adequate drainage is provided. 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 II I I1111 VIII VIII VIII III III 11 III TPIIWrCA in BCSI,copies of which will be furnished upon request. Digit coincideiatwith jointcenterche. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EX P I R ES: 12;31/2015 IIIIIIIIH III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 HIP EB SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 75 2-10=(-446) 2306 3-10=(-133) 227 2x6 KDDF #1&BTR T2 2- 3=(-3306) 710 10-11=(-526) 2863 10- 4=(-100) 1152 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-3159) 727 11-12=(-526) 2863 10- 5=(-820) 263 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-2341) 593 12- 8=(-410) 2306 11- 5=(-189) 791 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 26'- 0.0" V 5- 6=(-2341) 593 5.12=(-820) 262 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 8'- 0.0" V 6- 7=(-3160) 727 6.12=(-100) 1152 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 75.0)+DL( 71.0)= 146.0 PLF 8'- 0.0" TO 18'- 0.0° V 7- 8=(-3306) 710 12- 7=(-133) 227 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 18'- 0.0" TO 26'- 0.0' V 8- 9=( 0) 75 NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 18'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -480/ 2673V -183/ 183H 5.50" 4.28 KDDF ( 625) OVERHANGS: 12.0" 12.0° REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 26'- 0.0" -480/ 2673V 0/ OH 5.50" 4.28 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series 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 = -0.084° @ 13'- 0.0" Allowed = 1.254° MAX TL CREEP DEFL = -0.167° @ 13'- 0.0" Allowed = 1.672" MAX LL DEFL = -0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0° Allowed = 0.133" MAX HORIZ. LL DEFL = 0.032" @ 25'- 6.5" 7-11-11 10-00-10 7-11-11 MAX HORIZ. TL DEFL = 0.052" @ 25'- 6.5" T NOTE:Design assumes moisture content does 3-11-11 4-00 5-00-05 5-00-05 4-00 3-11-11 not exceed 19% at time of manufacture. f T 597.30# T ♦597.30# 12 12 Design conforms to main windforce-resisting 10.50 M-4x61 M-3x8 M-4x6 10.50 system and components and cladding criteria. Nv 5 Wind: 140 mph, h=22.7ft, TCDL=4.2,000E=6.0, ASCE 7-10, T2 x„l \ _ 5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. IM-1.5X3 v 41.. 10 11 12 o O M-3x8 M-3x8 0.25° M-3x8 M-3x8 O M-7x8(S) y y y y ,1- 7-07-02 5-04-14 5-04-14 7-07-02 y 1, , 1, 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B6 <�,Eo PROFFs Scale: 0.2284 ' Fi'y/q r s�O2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7,9 2 0 0 P E Truss: B 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) (B ) ,0,41111!- DAT E: 9/9/2014 responsibilitybuilding designer. Impactbridging bracing required shownor drywall C. CC the overall structure is the res onsibili of the 3.2x bdd in or lateral where ++ 4SEQ. : 6054202 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, OREGON 9L." 2/'9 2 \�� `� design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 1 4, A TRANS I D: 407 743 6.Design assumes full bearing at all supports shown.Shim or wedge if P. fabrication,handling,shipment and installation of components. Designne , /� R R I)_� 7. assumes aca ed ne hdrainagecisotrusprovided.s, L r, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of and placed so their center AM IIIA IIII Ell I I I I III 1111 TPIMRCA in BCS',copies of which will be furnished upon request. Tines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31'2015 IIIIIIIIIIIIII This design prepared from computer input by. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 _ TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 75 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(0) 118 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -72/ 264V -25/ 85H 5.50" 0.42 KDDF ( 625) 1'- 10.9° -187/ 238V 0/ OH 1.50" 0.38 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacin4.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004° @ 1'- 0.0" Allowed = 0.135° MAX TC PANEL TL DEFL = -0.011" @ 1'- 1.5" Allowed = 0.202' MAX BC PANEL LL DEFL = 0.018" @ 4'- 4.6" Allowed = 0.454" MAX BC PANEL TL DEFL = -0.211" @ 5'- 5.8" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1-11-11 Design conforms to main windforce-resisting ,r T system and components and cladding criteria. 12 Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10.50 V load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. (r o 0 N V r/- V O' / 3x4 4O ), y y 1-00 PROVIDE FULL BEARING;Jts:2,3,41 10-00 JOB NAME : 2610-D MODIFIED PITCH NH - BJ1 S' ,,CaN p,.., S/ Scale: 0.5116 4? /q/i � WARNINGS: GENERAL NOTES,unless otherwise noted: V- it/!9210/P(E- 9r 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: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Ai,'3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �-! p tty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ThCC f DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ pG OREGON �� C r� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. p, S E Q. : 6054203 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, -c7), 2� A� design loads be applied to any component and are for"dry condition"of use. Q 14 C TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Decessary. P 7. necessary. ss assumes adequate drainage is provided. 13 R 1�-1" 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I VIII PHI III VIII II III TPI/WTCA in SCSI,copies of which will be furnished upon request. Digit dcbe withizjoint tecenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./COnlpuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 1E 111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-61) 104 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0" -12/ 364V -48/ 139H 5.50° 0.58 KDDF ( 625) 3'- 10.9° -233/ 210V 0/ OH 1.50" 0.34 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0' 0/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0° Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° MAX TC PANEL LL DEFL = -0.025" @ 2'- 3.8" Allowed = 0.313' MAX TC PANEL TL DEFL = -0.052° @ 2'- 0.7" Allowed = 0.469" MAX BC PANEL LL DEFL = -0.031° @ 4'- 4.6" Allowed = 0.454" MAX BC PANEL TL DEFL = -0.274" @ 5'- 5.8" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.001° @ 3'- 10.9" 3-11-11 MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" f NOTE:Design assumes moisture content does 12 -� not exceed 19% at time of manufacture. 10.50/ Design conforms to main windforce-resisting 9, system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 m Cr r� v o� O �� M4 f M-3x4 y y 1-00 1PROVIDE FULL BEARING:Jts:2,3,41 10-00 JOB NAME : 2610-D MODIFIED PITCH NH - BJ2 -c i PR�FFs Scale: 0.5025 ��� ��%gX7 s/O2 WARNINGS: GENERAL NOTES,unless otherwise noted: �/ I / I -9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7�II P E T Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by `,' �/ DATE: 9/9/2014 responsibility designer. continuousxImctridging or such l bracingas cingoesheathing(TC)uiredereshown and/or drywall(BC). / CC the overall structure is the of the building 3. Impact bridging or lateral required where ++ f SSEQ6054204 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON E'.Q. : 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. -741, 2 �� 4 design loads be applied to any component. and are for"dry condition"of use. /O ' 1 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if �`j fabrication,handling,shipment and installation of components. necessary. MFR R I L-L 7.Designassumes adequateed hdrainage is truss, I, I"5 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 " 1111111 VIII III 11111 I I I I II I I III TPIIWTCA in BCS!,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III IIIII This design prepared from computer input by, PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-5=(-163) 204 3.5=(-276) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-317) 148 WEBS: 2x4 KDDF STAND 3.4=( -97) 62 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0° -66/ 524V -72/ 194H 5.50" 0.84 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -83/ 39V 0/ OH 1.50° 0.06 KDDF ( 625) Connector plate prefix designators: 1D'- 0.0" -49/ 259V 0/ OH 5.50° 0.41 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" T MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.238" MAX IC PANEL LL DEFL = 0.009" @ 2'- 8.4° Allowed = 0.409" MAX BC PANEL TL DEFL = -0.434° @ 5'- 1.4° Allowed = 0.606" M-1.5x3 0 MAX HORIZ. LL DEFL = 0.002" @ 9'- 9.3° MAX HORIZ. TL DEFL = 0.002' @ 9'- 9.3° 12 NOTE:Design assumes moisture content does 10.50[7 44. not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, CD (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, n Truss designed for wind loads cp in the plane of the truss only. to v r/- chw o� ti��5 -/ 0 M-3x4 M-1.5x3 y y y 1-00 1PROVIDE FULL BEARING:Jts:2,4,5( 10-00 ���`�D PR°Fess JOB NAME: 2610-D MODIFIED PITCH NH - BJ3 Scale: 0.4650 \? ! G'N 'o WARNINGS: GENERAL NOTES,unless otherwise noted: �� v /� _v9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = �P E Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during constmction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f,�o �� P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ,It- DATE: ' /� C 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. 174- AA__ SEW. : 6054205 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� '7-9).- /4, O�tx A design loads be applied to any component and are for"dry condition"of use. < 2 "r TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �P fabrication,handling,shipment and installation of components. necessary. MER R I I.-," P P 7.Designlaesassumes adequateated 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 1111111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. git coincideicwith jointcenter che. 9.Digits indsize of tplate 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 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 75 2.5=(-156) 192 3-5=(-259) 212 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-307) 144 WEBS: 2x4 KDDF STAND 3-4=( -88) 41 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" 0'- 0.0° -41/ 532V -96/ 251H 5.50" 0.85 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 10.9' -106/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: 10'- 0.0° -51/ 255V 0/ OH 5.50" 0.41 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 7 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" 1' T MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.105" MAX IC PANEL LL DEFL = 0.008" @ 2'- 8.4' Allowed = 0.409" MAX BC PANEL TL DEFL = -0.434" @ 5'- 1.4" Allowed = 0.606" /10.507 ° MAX HORIZ. LL DEFL = -0.002" @ 9'- 9.3" MAX HORIZ. TL DEFL = 0.002" @ 9'- 9.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, c (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=1.6, Ald Truss designed for wind loads oin the plane of the truss only. �r�o� r.5M-1.5x3 ), y y 1-00 'PROVIDE FULL BEARING:Jts:2,4,51 10-00 CIJOB NAME: 2610-D MODIFIED PITCH NH - BJ4 Scale: 0.3971 ���'�� PN OFFss%� WARNINGS: GENERAL NOTES,unless otherwise noted: 4(/ _' ' �� `9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 n 0 P E Truss: BJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown S. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` �� po rty permanent of continuous sheathingsuch as 1 ) / r- ' DATE: 9/9/2014 responsibilitybuilding designer. Impactbridging or plywood where s own drywall(BC. the overall structure is the res onsibili of the 3.2x bdtl in lateral bracingrequired 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. 3 OR EGO N ,, SEQ. : 6054206 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used in a non-corrosive environment, G \ -*- design loads be applied to any component. and are for"dry condition"of use. /O 'q ' 1 4 20 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if necessary. /� F l R 10, fabrication,handling,shipment and installation of components. '`e,''' 7.Design assumes adequate drainage is provided. F 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I III III 1 I 111 111 VIII II TPI/WTCA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 1E 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-1355) 243 1.5=(-294) 921 5-2=(-147) 1042 4-7=(-1755) 441 BC: 2x6 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=( -492) 164 5-6=(-292) 910 2-6=(-879) 275 WEBS: 2x4 KDDF STAND; 3-4=( -298) 156 6.7=(-132) 189 6-3=(-122) 387 2x4 KDDF #1&BTR A LOADING 6-4=(-431) 1724 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TO LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -170/ 992V -153/ 283H 5.50" 1.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -400/ 1582V 0/ OH 5.50" 2.53 KDDF ( 625) NOTE: 2x4 BRACING AT 24"00 UON. FOR ADDL: BC CONC LL+DL= 1017.0 LBS @ 6'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 717.0 LBS @ 8'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin4.I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.019° @ 4'- 7.2" Allowed = 0.454° C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.058" @ 4'- 7.2" Allowed = 0.606" M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.003° @ 9'- 10.3" MAX HORIZ. TL DEFL = 0.006" @ 9'- 10.3" 8-10-03 1(01-13 T NOTE:Design assumes moisture content does 4-09 4-01-03 1-01-13 not exceed 19% at time of manufacture. T 1 T T Design conforms to main windforce-resisting 12 system and components and cladding criteria. M-4x8 M-10x10 10.50� Wind: 140 mph, h=23.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �p'!A, �� load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x5 N- D A 0) 0 ti cr Aill61\61111 of PIAMO ® 1.1.11Wil - 7 1 5 6 o M-3x4 M-3x6 M-8x14 M-1.5x3 y y 1017# 11,717# , 4-07-04 3-11-08 1-05-04 y 1, 10-00 \l,..0PR.,FFs JOB NAME: 2610-D MODIFIED PITCH NH - Cl �� G(NFFF� s%Scale: 0.2850 (<5� 7/7/ ✓ � - -7 WARNINGS: GENERAL NOTES,unless otherwise noted: •92OOPE 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 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: ClV I 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '/► DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `ice P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . (r DATE• 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ pG 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. : 6054209 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, Z P� design loads be applied to any component. and are for"dry condition"of use. i0 y 14 [ TRANS I D: 407743 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 Cl fabrication,handling,shipment and installation of components. Decegsary. p n V P P 7.necisn assumes adequate drainage is provided. `r 1 IR I�.-�' 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide withizjointpate in che. 9.Digits dicdsize oplateininches.li . MiTek USA,Inc./CompuTrus uS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Desitin checked for net(-5 nsf) uplift at 24 'oc spacins.l TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. i 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,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, L=6.0, ASCE 7-10, M,M2OHS,M16HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 12 IIM-4x4 12 6.00 L.---- \I 6.00 NN co o M-3x5(S) M-3x4 M-3x4 y y y 12-00 10-00 1, - * )- 1-00 22-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - D1 <�� � Pr�oFFs Scale: 0.3532 \� ��?Y21 ,f ,,9 s/02 WARNINGS: GENERAL NOTES,unless otherwise noted: QAC./ �7� 7 E 9c 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 Q P E Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown-c incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction ir 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by r �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ......"_,0 • DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /IZ I� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '9 n-OREGON w SEQ. : 605 4210 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G �/ �� design loads be applied to any component and are for"dry condition"of use. /O '' 1 4' 2-.C) A4 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifC, fabrication,handling,shipment and installation of components. necessary. /Lj�P n I O-Q� 7.Designlaesassumes adequateed drainagecis provided., ` n 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 1E1 I I III 11111 I I I II III IIII TPI/WTCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. size Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 • C IIIIIIIIIIIIII This design prepared from computer input by. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- B=(-311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 IC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50° 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0° -119/ 1038V 0/ OH 5.50° 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IOOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.[ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° MAX LL DEFL = -0.043" @ 14'- 5.8" 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 = 0.018" @ 21'- 6.5" T ' ' MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-09-04 5 02-12 5 02-12 5-09-04 ff T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 6.00[/ M-4x6 6.00 Design conforms to main windforce-resisting 4 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1,5x3 IsssV) c) 0 0 o 2 0 1-1=1 r7F 1.4 0 8 9 • 0 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 7-06-03 6-11-11 7-06-03 1, y 1, 12-00 10-00 y ) ) ,J 1-00 22-00 1-00 0 JOB NAME : 2610-0 MODIFIED PITCH NH - D2 - (<- PNFoFfiss� Scale: 0.2646 C' // 02 WARNINGS: GENERAL NOTES,unless otherwise noted: 7/7 J/ 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 2 0 P E Truss: D2 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. 01001" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �_� DES. BY: LJ ....„0:4110... P tY 2x Impact sheathingngor such lateralas bracing cing re aired where Cs shown drywall(BC). CC DATE 9/9/2014 Ntheoadrshll ouldcbe structure responsibilityanycpnfthentil building designer.llran 3. Installationbodgingis he ponsbiity of the wherecontractor. OREGON `'' 4.No Toad should be applied to any component until after all bracing and 4. of truss is the responsibility of the respective contractor. � A_ �y SEQ. : 605421 1 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� �9 2�'`D T� design loads be applied to any component. and are for"dry condition"of use. O y 7 4' TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. resign cessary. �RIO, 7.Design assumes adequate drainage is provided. !-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 VIII 11111 III III I I I II 111111111 IIIIIIIIII TPINJfCA in BCSI,copies of which will be furnished upon request. it coincide withizjointain che. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0° O.C. 2-3=(-9) 80 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -57/ 287V -25/ 85H 5.50" 0.46 KDDF ( 625) 1'- 10.9° -157/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �DDND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003° @ -1'- 0.0° Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003° @ 1'- 0.0" Allowed = 0.135" MAX TC PANEL TL DEFL = -0.007" 8 1'- 1.5" Allowed = 0.202" MAX BC PANEL LL DEFL = 0.013" @ 3'- 6.6" Allowed = 0.354' MAX BC PANEL TL DEFL = -0.079" @ 4'- 4.8" Allowed = 0.472" 1-11-11 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9° MAX HORIZ. TL DEFL = 0.000° @ 1'- 10.9° NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.50 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 N V r/- V O O 4 M-3x4 1- y y 1-00 (PROVIDE FULL BEARING;Jts:2.3.4I 8-00 0 P JOB NAME : 2610-D MODIFIED PITCH NH - J1 Scale: 0.5876 ���-���OIN�ycOF6ss/p/v WARNINGS: GENERAL NOTES,unless otherwise noted: /�' "9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown antl is Tor an individual �92.O P E Truss: J1 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. 4100, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ..01_41 �_ 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 applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -57 „,./....OREGON �(/ S E Q. : 6054212 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 \5 design loads be applied to any component. and are for"dry condition"of use. / 'Q)� 2-(') -�-- TRAN S I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V" L�1 4, `j fabrication,handling,shipment and installation of components. necessary. /1l T R I L�'Q, 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 11 I VIII II I I III VIII II I III IIII(IIITPI/WTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 11111111111 This design prepared from computer input by. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-85) 95 TC LATERAL SUPPORT <= 12"OC. UON, LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0° -16/ 358V -48/ 139H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -183/ 171V 0/ OH 1.50" 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing./ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000° @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.021" @ 3'- 6.6" Allowed = 0.354" MAX TO PANEL TL DEFL = -0.037" @ 2'- 2.2° Allowed = 0.469" I 3-11-11 MAX BC PANEL TL DEFL = -0.119" @ 4'- 1.4° Allowed = 0,472" T T MAX HORIZ. LL DEFL = -0.001° @ 3'- 10.9° 12 -/ MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 10.50 7 NOTE:Design assumes moisture content does ) not exceed 19% at time of manufacture. I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads O in the plane of the truss only. th Ch ✓/- vMI -/ 0 00=.411 ►EN4 M-3x4 1, ,1 1, 1-00 'PROVIDE FULL BEARING:Jts:2,3,41 8-00 ��E© PROFFs JOB NAME: 2610-D MODIFIED PITCH NH - J2 �- ,Gird s, Scale: 0.5501 \ <42i - 02 WARNINGS: GENERAL NOTES,unless otherwise noted: / 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 P E Truss: J2 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. Alife, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4611101.' DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - 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. y A_OREGON SEQ. : 6054213 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, 4-76-'7,9 2.0 fib`4\ design loads be applied to any component. and are for"dry condition"of use. }� 14, P. TRANS ID:: 407743 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 ..y nfabrication,handling,shipment and installation of components. Design . " 'E R R V+ V 7.Design assumes adequate both drainage is provided. +: rl 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 VIII I MI VIII VIII II IIII I IIII TPIM?CA in BCSI,copies of which will be furnished upon request. git coincide tae with jointcenterche. 9.Digits indicate size of plate in inches. Mi fel USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° 0.C. 2-3=(-135) 129 IC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 422V -72/ 194H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -172/ 201V 0/ OH 1.50" 0.32 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 85V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.078" 5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0° Allowed = 0.105" T '1 MAX TC PANEL LL DEFL = 0.189" @ 3'- 2.1' Allowed = 0.490' MAX BC PANEL TL DEFL = -0,156" @ 4'- 1.4' Allowed = 0.472° MAX HORIZ. LL DEFL = -0.002° @ 5'- 10.9" 0 MAX HORIZ. TL DEFL = -0.002° @ 5'- 10.9" 12 NOTE:Design assumes moisture content does v'10.50 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. v i r," nt 0/- y, i 0 l'..- 1 4 M-3x4 y y y 1-00 (PROVIDE FULL BEARING:Jts:2,3,4I 8-00 JOB NAME : 2610-D MODIFIED PITCH NH - J3 -.<'(- - ,...9 ,..3 FROF�s Scale: 0.4659 �, Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 9f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =92 P E Truss: J3 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: LJ2'o.c.and at 10'o.c.respectively unless braced throughouttheir length by g' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). ,I0(1/111M!" DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q. I� 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. -37 �+/"OREGON S EQ G '\pX ` , design loads be applied to any component. and are for'dry condition"of use. /O '9 y 1 4 rZQ �-{-. TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment end installation of components. Dnesign . 4'1 'R n ��Q) 7.Design assumes adequate drainage is truss.and n 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,aplaced so their center 111111 VIII 11111 11111 11111 VIII I III 1111 IIII TPI/V1/1-CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MiTek) EX P I R E S: 12;31/201 5 IIIIIIIIIIIII This design prepared from computer input by. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ° TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 75 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-186) 162 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0° 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 479V -96/ 250H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 185V 0/ OH 5.50" 0.30 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.1' -154/ 237V 0/ OH 1.50" 0.38 KDDF ( 625) I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.( LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" I 7-11-01 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" T '1 MAX TC PANEL LL DEFL = 0.580" @ 4'- 8.5° Allowed = 0.662" MAX TC PANEL TL DEFL = -0.555" @ 4'- 5.8" Allowed = 0.993" MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3° j MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x10.50/ Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads IE, in the plane of the truss only. d- 0 r` v / r a O4 y ) y 1-00 8-00 (PROVIDE FULL BEARING:Jts:2.4,31 <r.:( di PROFFS JOB NAME: 2610-D MODIFIED PITCH NH - J4 5� GIN s, Scale: 0.4089 � /7 0� WARNINGS: GENERAL NOTES,unless otherwise noted: (//7� 7 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9��P E { Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „...0‘.,41111P.,- 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 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 SEQ. : 6054215 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� 4.1 OREGON 0��1� design loads be applied to any component. and are for"dry condition"of use. O 14 2 A TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if • �` fabrication,handling,shipment and installation of components. necessary. MFR R I L�- V P P 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII(III VIII(III(III TPIMlTCA in BCSI,copies of which will be furnished upon request. git coi ncide with jointcenterche. 9.Digits ind size of plate o 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 111E1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 75 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-315) 289 3-4=(-145) 70 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -121/ 313H 5.50" 0.71 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 1B2V 0/ OH 5.50" 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2" -347/ 542V 0/ OH 1.50" 0.69 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -105/ 55V 0/ OH 1.50° 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 osf) 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" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" MAX TC PANEL LL DEFL = 0.425" @ 3'- 10.5° Allowed = 0.669" MAX IC PANEL TL DEFL = -0.315" @ 3'- 11.0' Allowed = 1.004" MAX HORIZ. LL DEFL = -0.005" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.005" @ 7'- 11.2" 0 NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.50/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.R, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. CO v T/- vPig Of ...--:sro 0 M-3x4 y 1- y 1, 1-00 B-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,5,3,4' JOB NAME: 2610-D MODIFIED PITCH NH - J5 ••``-\` PR©FFS Scale: 0.3670 ! yc. Q WARNINGS: GENERAL NOTES,unless otherwise noted: ��� "7/7///7 /-v9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ���P E Truss: J5 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: LJ 2'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 sheathing such as plywood sheathing(TC)and/or drywall(BC). „..#,1111.110. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. p n-OREGON tX SEQ. : 605 4216 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� A� '� design loads be applied to any component and are for"dry condition"of use. O )� 4, 2� A-�- TRAN S I D: 407743 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 f fabrication,handling,shipment and installation of components. necessary. /1/7 -R ' v 7.Design assumes adequate drainage is provided. R 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I 11111 III III 11111 Oil III I III TPI/WTCA in SCSI,copies of which will be furnished upon request lines coincide withjoint centerlines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 2/31 1201 5 11111III This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-401) 371 3-4=(-132) 57 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0° TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0° -29/ 444V -146/ 376H 5.50" 0.71 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 183V 0/ OH 5.50° 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2" -351/ 517V 0/ OH 1.50" 0.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7" -48/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc specing.j VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002° @ -1'- 0.0° Allowed = 0.100" /11111M-3X4 MAX TL CREEP DEFL = -0.003° @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.335" @ 4'- 5.7° Allowed = 0.669" MAX IC PANEL TL DEFL = -0.329" @ 3'- 11.0" Allowed = 1.004" MAX HORIZ. LL DEFL = -0.008" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 11'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oload duration factor=1.6, Truss designed for wind loads oin the plane of the truss only.0vv5►z.o J 1, 1, 1, 1-00 8-00 3-11-11 1PROVIDE FULL BEARING:Jts:2.5,3.41 JOB NAME : 2610-D MODIFIED PITCH NH - J6 �����a PN oF�ss/ Scale: 0.3221 �\ ! 0"1"-___ WARNINGS: GENERAL NOTES,unless otherwise noted: /�� 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = �P E Truss: J6 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: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `.fir P tY continuous sheathing such as plywood sheathing(TC)and/or drywali(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. A_ to S E Q. : 605421 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� -'7,�y O'� design loads be applied to any component and are for"dry condition"of use. © 1 4" 2 TRANS I D: 407 743 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_ iiQ` nfabrication,handling,shipment and installation of components. Desigsary. 'Y/ "- VV P Po 7.Design assumes adequate drainage is provided. R R�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 1E0 II VIII I II I III III III IIIIIII TPIIVJrCA in BCSI,copies of which will be furnished upon request. git coincideitwithizjointanr lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus us Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E 01111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-65) 41 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -67/ 301V -25/ 85H 5.50° 0.48 KDDF ( 625) 1'- 9.2° -33/ 28V 0/ OH 5.50" 0.05 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -26/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) II C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 esf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0' Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ •1'- 0.0' Allowed = 0.133° I MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9° Allowed = 0.135" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9° Allowed = 0.202" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9' 10.50/ MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. -' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, '1 (All Heights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), lan =1.6, o Truss designed for wind loads in the plane of the truss only. 0 N a./- cWAIIII- c, ► 4► M-3x4 J, 1, y 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : 2610-D MODIFIED PITCH NH - SJ1 ��¢�� PROFFs Scale: 0.6811 "7/q� s�o2 WARNINGS: GENERAL NOTES,unless otherwise noted: �K'AI 7 7" -17� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ��•P E Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �_� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d `"�. Cr DATE: 9/9/2014 responsibility 9 designer. Impact r Poing q her ) rywall(BC). -• the overall structure is the res onsibil' of the building 3.2x 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. '9 OREGON b, 4/ SEQ. : 6 054218 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G design loads be applied to any component. and are for"dry condition"of use. �O -7 y y 4 2°N -.� TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if �Q fabrication,handling,shipment and installation of components. Designne . /1/ R R I L\_ 7. assumes adeqne hdrainage iso truss, C 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 II I I III I I 11111 II II I III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTruS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II 1 II This design prepared from computer input by. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2u( 0) 75 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-99) 78 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 322V -48/ 139H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -11/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -72/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 esf) uplift at 24 "oc soacin0.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0,133" MAX BC PANEL LL DEFL = 0.003° @ 1'- 0.1" Allowed = 0.054" 12 MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.072" 10.50 7MAX HORIZ. LL DEFL = -0.001° @ 3'- 10.9" '' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads c, in the plane of the truss only. v/- . o ATAIIIMIMI o� ►1 4►1 -/ M-3x4 ), ), y y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,31 Scale: o.s17s ��Eo PROFfir O2 JOB NAME: 2610-D MODIFIED PITCH NH - SJ2 �`(y/GIN si WARNINGS: GENERAL NOTES,unless otherwise noted: ' 'n� 9f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 9G i P E Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 1 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and 0110'o.c.respectively unless braced throughout their length by `�_ �_ P itY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „...4.4101!- DATE: DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ kftft 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. '377 ,_OREGON �z(/ S E Q. : 605421 9 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, v, design loads be applied to any component. and are for"dry condition"of use. /Q -`13, 1 4 2.0 '}- TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q. fabrication,handling,shipment and installation of components. necessary.Design cR 1 0 7. assumes adequate ne drainagehc is truss, ` R �. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I III I I III 11111 III I El TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide withjoint center lines. 9.Digits indicate size of plate in inches. 11 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° 0.C. 2.3=(-148) 113 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -24/ 309V -72/ 194H 5.50° 0.49 KDDF ( 625) 1'- 9.22 -71/ 160V 0/ OH 5.50° 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7° -109/ 156V 0/ OH 1.50° 0.25 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° -/ MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054' MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1° Allowed = 0.072° MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002° @ 5'- 10.9" 12 NOTE:Design assumes moisture content does 10.50 7 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads cin the plane of the truss only. tri r/- RIFAIN o/- qts M-3x4 1-00 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,4,3( �E0 PROFFS JOB NAME : 2610-D MODIFIED PITCH NH - SJ3 . i►v si Scale: 0.4958 � q11 o� WARNINGS: GENERAL NOTES,unless otherwise noted: �� (r�//7 7, �� 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual =9 2 0 P E Truss: SJ 3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Aglir 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or .......101 PcN' 9Cr ) 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++ IZ 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. -37OREGON b, ((j SEQ. : 6054220 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used in a non-corrosive environment, L- �9 Oy design loads be applied to any component. and are for"dry contlition"of use. y 1 4 `Z P-V- TRAN S I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if f� fabrication,handling,shipment and installation of components. necessary. /j/1 v 7.Design assumes adequate drainage is provided. R 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I III I I I I I I III 1111 III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IDC./CompuTfua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31;2015 III IIIIIII This design prepared from computer input by, PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-199) 147 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0° 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -9/ 248V -96/ 251H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -179/ 315V 0/ OH 5.50" 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -147/ 209V 0/ OH 1.50" 0.33 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for nett-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX BC PANEL LL DEFL = 0.010" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.072" 0 MAX HORIZ. LL DEFL = -0.003° @ 7'- 10.9° MAX HORIZ. TL DEFL = -0.003° @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.50 7 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. 0 v r,- Tr o/- 4 0 M-3x4 1, ), ), ), 1-00 2-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,4,3I scale: 0.4121 ��5��ti�D PN QFFs(.9- JOB NAME : 2610-D MODIFIED PITCH NH - SJ4 € 9 WARNINGS: GENERAL NOTES,unless otherwise noted: 7/7/17' �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9�OP E Truss: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „...,,A111., �' P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Mry. 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. <c/ SEQ. : 6054221 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- .7 2�\A�� design loads be applied to any component. and are for"dry condition"of use. O 1 4 TRANS I D: 407743 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 �yP fabrication,handling,shipment and installation of components. necessary. Mf " V P P 7.Design assumes adequate drainage is provided. 4:R R 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111101111111111111 Ell TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointain che. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIH111IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 44 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. TC LATERAL SUPPORT <= 12°OC. UON, LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -12/ 96V -19/ 44H 5.50° 0.15 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2° 0/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 1'- 11.1" -42/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) 1 11 01 LL = 25 PSF Ground Snow (Pg) T 'LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.6° Allowed = 0.130" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX IC PANEL TL DEFL = 0.002° @ 1'- 2.6° Allowed = 0.195" 10.50 y AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000° @ 1'- 10.3" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0 in the plane of the truss only. c 0 N OPIAIMIMIMIWV- 0/- --/1► 3► M-3x4 1, y 2-00 (PROVIDE FULL BEARING;Jts:1,3,2I JOB NAME : 2610-D MODIFIED PITCH NH - SJ5 <�Q,ED PRpfiFs Scale: 0.7753 �,� ,,,?1744,,i) s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 1.' t� 7 -9f 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 0 P E Truss: SJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `' �� DATE: 9/9/2014 responsibilitybuilding designer. continuouspsheathing such as plywood sheathing(TC)re and/or drywall(BC). / the overall structure is the of the 3.2x Impact bridging or lateral bracingrequired 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. p OREGON ,`(J SEQ. : 6054222 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 �/ N� -4- TRANS I D: 407743 design loads be applied to any component. and are for"dry cond tion" f use. PP g i q y 2p 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearingat all supports shown.Shim or wedge if Q /4, ,,,,\,,7 . fabrication,handling,shipment and installation of components. necessary. /1,7 ,,,,\,R I O- .Design assumes adequate drainage is provided. C n 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 II I I (III I 111 I I I I I IIII Ell TPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. " 9. Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 i II II This design prepared from computer input by, PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-92) 79 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0° -27/ 129V -42/ 98H 5.50" 0.21 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2° -35/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 11.7° -76/ 104V 0/ OH 1.50° 0.17 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054° BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" 10.50 7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. CO v/- oMirli- o� 1► 3►1 M-3x4 ), y ), 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:1,3,2I ci, JOB NAME: 2610-D MODIFIED PITCH NH - SJ6 Scale: 0.6275 �\���,tiGPN -, „ 0p2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� - +++/���� ��. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =�G, P E Truss: SJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 41001011",/7 // 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d „....0‘,411111., - �, DATE: 9/9/2014 g(f ) ywall(BC). I 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. -f! A.OREGON S, QJ SEQ. : 6 054223 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, 4i/O"A.7q)' .1 20\ r� design loads be applied to any component and are for"dry condition"of use. 4' 4,0.1?.. TRANS I D: 407 743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. /!/J�P R I - O fabrication,handling,shipment and installation of components. 7.n ee 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 buss,and placed so their center IIIII I III I II I I I III III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 11 MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) EXPI RES:12/31/2015 111E1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-145) 113 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -20/ 116V -66/ 153H 5.50" 0.19 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2° -107/ 181V 0/ OH 5.50" 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7° -111/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.005° @ 1'- 0.1' Allowed = 0.054" BOTTOM CHORD CHECKED FOR 1IPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.005° @ 1'- 0.1° Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9° MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9° 12 1 NOTE:Design assumes moisture content does 10.50/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0- 0 LC) Cr c, NiFf- o/- 0 1 0-mill3�� M-3x4 y y ), 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:1,3,21 P JOB NAME: 2610-D MODIFIED PITCH NH - SJ7 <��ED OFfissi Scale: 0.4961 5��J ,,011\i -p,'`'Y/7/Ir Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: cr • � 9r 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 0 P E Truss: SJ 7 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: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d ....'"...40 ' DATE: 9/9/2014 responsibilitybuilding designer. Impact q rywall(BC). CC the overall structure is the res onsibil' of the 3.2x or lateral bracingrequired where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7, nn__OREGON SEQ. : 6 054224 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ",7 1� design loads be applied to any component. and are for"dry condition"of use. / X/y 2Q --t._ TRANS I D: 407743 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, �P fabrication,handling,shipment and installation of components. necessary. 446,1R10,.. 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 • TPIMrrCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. II I I (III II III' I I I I I III 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