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Plans (72) mom mit \. -ei-l- ,cN‘, -"k>-\\(--(62,-----\-QC . Vick MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-291 UP_ Fax 916/676-1909 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. ck03 PR t°FeS,s 4' 87022PE �r -y trA), OREGON ci5) Ili "POOSM�ER 'N'\ "\-\Q A. HER EXPI RES:06/30/2015 August 25,2014 Hemandez,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 P-5-41 ID:_egh?eklplOgFEQgnUaloSyJt2m-A92189wNpheXW6VV7y9jkkWF1wQQTpbaMGPy?IykJbq I 2-6-0 4-5-01 I 1-2-0 11 0-11-8 1 - 1 1-2-0 11 2-1-0 Scale=1:28.5 3x5= 3x4= 3x4 = 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 e _ 0 0 0 ®e N _ 11111111111411111114111111111111111%. O - O O - O 9 1'fli" 17 16 15 14 13 12 ..ek., 3x4 = 3x8= 3x4= 3x8= 3x4 = • 8-10-12 14-5-12 I 8-2-4 8-0-g 19-5-12 I 13-3-12 ' 1p-10-121 16-9-12 1 8-2-4 0. 0-7-0 3-10-0 0-7-0 0-7-0 2-4-0 0-7-0 Plate Offsets(XX): [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 (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.28 13-14 >719 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.44 13-14 >460 360 BCLL 0.0 Rep Stress!nor YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:13-14. REACTIONS (lb/size) 18=734/0-4-4 (min.0-1-8),11=734/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(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 ANSUTPI 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 PRO CY` p F6-S 2 87022PE �r 7 'j, OREGON O 14 '' AMBER 4\ 1/4`S / A. HE ,N— • EXPIRES:06/30/2015 August 25,2014 ®WARNING-Verity design parameters and READ NO TES 0M THIS AND 15(11/DED 14E ES REFEREKE PAGE 511-1473 re lc 1/29/2014 SEOREUSE Design valid for use only with Mack 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 IYI��' e. 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 horn Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314.. Citrus Heights,CA,95610 1#Soutlres'n Pine ISP)lumber is specified,the design settle/if-re these effective 0+6/01/2013 by ALSO 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?ek1 p1 OlFEOgnUa1 oSyJt2m-eLcgLVx?Z?mO8G4hhggyHx3U8Kq 1 Clejbw9WXlykJbp 1 1-0-0 1 10-8-4 11 1-2-0 1 1 1-8-8 1 1 1-9-0 11 1-2-0 I 1-4-4 11 1-6-0 1-6-0 1 Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 • _ _ o_ _d o e e_ ` Nisi 00". Nis, e o 2' 26 25 24 23 22 21 20 19 18 17 3x4 = 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4 = 9-5-12 14-5-12 I 8-3-12 8 10-121 1 13-3-12 1B-1 0-1T 1 19-2-8 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-8-12 Plate Offsets(X,Y): (10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[23:0-1-8,Edqe] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.29 21-22 >780 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.46 21-22 >499 360 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.06 17 n/a. n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=839/0-4-4 (min.0-1-8),17=839/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1522/0,3-4=-1522/0,4-5=-2658/0,5-6=-2658/0,6-7=-3409/0,7-8=-3409/0, 8-9=-3795/0,9-10=-3795/0,10-11=-3782/0,11-12=-3782/0,12-13=-3057/0, 13-14=-2065/0,14-15=-2065/0 BOT CHORD 26-27=0/810,25-26=0/2135,24-25=0/3077,23-24=0/3646,22-23=0/3795,21-22=0/3795, 20-21=0/3057,19-20=0/3057,18-19=0/3057,17-18=0/1161 WEBS 9-23=-273/0,12-20=-282/0,13-19=0/322,2-27=-1135/0,2-26=0/997,4-26=-858/0, 4-25=0/732,6-25=-587/0,6-24=0/465,8-24=391/0,8-23=0/493,12-21=0/929, 11-21=-270/0,10-21=-107/281,15-17=-1396/0,15-18=0/1086,13-18=-1239/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard 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. [} PR QFess LOAD CASE(S) Standard �� G[ ��R �� cc 87022PE 444 vt- / -*j, OREGON q�At/ ,A0 �M8ER 1" v OS A. Hec; • EXPIRES:06/30/2015 August 25,2014 f ®WARM%-Verify design parameters and READ MESON THIS AM INCLUDED MITEN REFERENCE FADE 1411-1413 tax,1/25/2034 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �y Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the A�� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 'YI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7PI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tl Southern Pins(SP)lumbar is specified,the design vs Wes arethose.effective 0610112013 byA SC. Job Truss Truss Type Qty Ply 2610 D R42684363 PL13-291_UP_H F03 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc. Mon Aug 25 09:49:15 2014 Page 1 ID:_egh?eklplOciFEQgnUaloSyJt2m-6XA2YrxeKJuFIPftFNBBg9ckDklExsjsgau33BykJbo I 1-3-15 I 1-2-0 0-6-13 2-6-0 Scale=1:11.6 3x4— 11.5x3 II 2 3 1.5x3 H 4 3x4 5 1.5x3 H o o T /,B.-. 0 1.5x3 I I 3x4= 9 8 7 10 3x4= 3x4= I 1-6-15 I 2-1-15 1 2-8-15 210- 6-0-12 I 1-6-15 0-7-0 0-7-0 d-i- 3-2-5 Plate Offsets(X,Y): f2:0-1-8,Edge],[7:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 9=261/Mechanical,6=261/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-331/0,3-4=-331/0 BOT CHORD 8-9=0/331,7-8=0/331,6-7=0/404 WEBS 2-9=-407/0,4-6=-436/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard PR ppFs(c� pOINE� s/ oNN ` a 2 � 87022PE 9r� CLI 7 4 OREG N qfl Ali 9O EMBER 1'' OS A. He,- EXPIRES:06/30/2015 August 25,2014 1 r ®WARNTBG-ywritydesign yaraneetars and READ MITES ON MS AND INCLUDED MITER REFERENCE PAGE NII-1413 rea,1/Z9/2014 SE,FOREUSE 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 p�i � m erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,YI 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 Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if 5autfutzn Pirie(SP)tut?nbor is specified,the-design values ere those effective 05/81/2013 by ALS 9 Job Truss Truss Type Qty Ply 2610 D R42684364 PL13-291_UP_H F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:15 2014 Page 1 ID:_egh?ekl p1 OgFEQgnUaloSyJt2m-6XA2YrxeKJuFIPftFNBBgOcjhkKyxtVsgau33BykJbo 2-2-4 1 3x4= 2 1.5x3 II Scale=1:8.8 4 N } 4 3 1.5x3 H 3x4=- I I 2-5-4 I 2-5-4 LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr 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.18Btr(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 ‘,1c4 PRQFF 414 Ct. 87022PE �r OREG'N r: 'er' 9C, c�M8E41 1� �s A. HOA. EXPIRES:06/30/2015 August 25,2014 ®WARNING-Vztitydesign patametars and READ MESON OM 7HiSAMD INCLUDED KI TEK REFERENCE PAGE NII-1473 r K.1/29/2014 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �� + 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/IPll Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available horn Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 t#Southern Pine WI lsennIser is specified,the design sallies are those efftctrve 06/01/2013 by At.S€ 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?eklplOgFEQgnUa1oSyJt2m-akkRmAyG5c06NZE4o4iQMM8pJ8Vfg9?03EeccdykJbn 1-0-0 I 10-8-4 I1 1-2-0 11 1-5-8 I1 2-0-0 II 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 0. 0 re 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5 = 3x4= 3x6= 3x5= 3x4= 9-5-12 14-5-12 8-3-12 8(10-121 I 13-3-12 1B-10-17 1 19-6-4 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,Edqe],[21:0-1-8,Edqe] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.34 18-19 >683 480 MT20 2201195 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/TPI2007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 25=853/0-4-4 (min.0-1-8),16=853/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1550/0,3-4=-1550/0,4-5=2714/0,5-6=-2714/0,6-7=-3493/0,7-8=-3493/0, 8-9=-3907/0,9-10=-3907/0,10-11=-3977/0,11-12=-3977/0,12-13=-3210/0, 13-14=-3210/0 BOT CHORD 24-25=0/824,23-24=0/2177,22-23=0/3147,21-22=0/3744,20-21=0/3907,19-20=0/3907, 18-19=0/3210,17-18=0/3210,16-17=0/1855 WEBS 9-21=-285/0,12-18=-260/0,13-17=-396/0,2-25=-1155/0,2-24=0/1016,4-24=-878/0, 4-23=0/751,6-23=-607/0,6-22=0/485,8-22=-407/0,8-21=0/512,12-19=0/987, 11-19=-290/0,10-19=-9/349,14-16=-2002/0,14-17=0/1482 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)16. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��' �} PR R Opp„ LOAD CASE(S) Standard �?\CJ �tAG(N �� y� 2 `r 870 2PE 9' yA�-0jC GREG N (15.:),41 0 M8ER EXPIRES:06/30/2015 August 25,2014 f ®IWARMIM-Verify design Paramet=_rs and READ MDIES ON THIS AND INCLUDED MITER REFEREMX PAGE I4UI-1473 too.1/2S/2014 BEFORE USE •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 tr e'�� , erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M�/I fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available born Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 f#Southern Pine(SWifiern5er is specified,the-design valves ere those effective 06/01/2013 by A€SC. Job Truss Truss Type Qty Ply 2610 D R42684366 PL13-291_UP_-I 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?ek1 p1 OgFEQgnUa1 oSyJt2m-3wlpzWzusw8z?jpGMoDfvah?IXrePfH9HtNA84ykJbm 1 t-0-0 1 10-8411 1-2-0 I1 1-8-8 11 1-9-0 ii 1-2-0 ii 1-5-8 11 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 o • 1 L/ - •O • 26 25 24 23 22 21 20 19 18 17 3x4= 4x5 = 3x5= 3x5= 3x4= 3x6= 3x8= 3x4 = • 9-5-12 14-5-12 I 8-3-12 1-10-121 i 13-3-12 1?-10-1T 1 19-3-12 1 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.30 21-22 >768 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.47 21-22 >491 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=844/0-4-4 (min.0-1-8),17=844/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1531/0,3-4=-1531/0,4-5=-2676/0,5-6=-2676/0,6-7=-3437/0,7-8=-3437/0, 8-9=-3834/0,9-10=-3834/0,10-11=3833/0,11-12=-3833/0,12-13=-3115/0, 13-14=2080/0,14-15=-2080/0 BOT CHORD 26-27=0/815,25-26=0/2149,24-25=0/3100,23-24=0/3679,22-23=0/3834,21-22=0/3834, 20-21=0/3115,19-20=0/3115,18-19=0/3115,17-18=0/1168 WEBS 9-23=-278/0,12-20=-281/0,13-19=0/312,2-27=-1141/0,2-26=0/1003,4-26=-865/0, 4-25=0/738,6-25=-594/0,6-24=0/472,8-24=-397/0,8-23=0/502,12-21=0/925, 11-21=-271/0,10-21=-97/292,15-17=-1403/0,15-18=0/1097,13-18=-1261/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. tit(} PR Ope.SS LOAD CASE(S) Standard c.�C. �c�G(N 7_ (t7 c• 870 2PE r ' p�CA " -0)$'4,/ GREG N cp_1t✓ O MBER 1 OS A. HE¢- EXPIRES:06/30/2015 August 25,2014 1 A WARNING•yetifydesign Paramet=ers and READ NOTES ON MIS AND INCLUDED MITEXREFEREM:EPAGE 1477-74;3 tee 1/29/2014 BEFORE 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 responsibillity of the , erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (j/� ]( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1711 Quality C./Herta,028-89 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 Seutftsvn Pine(SP)taunter is specified,the design vaklletare these effective 06/01/2013 byALSC 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 I D:_egh?ekl p1 OgFEQgnUa1 oSyJt2m-X6sBBs_WdEGgctOSwVkuRnEFQxJn8CHJWX7jgWykJbl I 0-9-12 I 2-6-0 Scale=1:11.9 1 3x4= 21.5x3 H 3 3x4= 41.5x3 I I o 0 0 N CV \ e 6 3x6= 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) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=267/Mechanical,5=267/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-284/0 BOT CHORD 5-6=0/416 WEBS 3-5=-449/0,1-6=0/373 NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard PR QcF`<o'' ss c. . /0.,. �9 $7022PE r' F Aj, OREGO N lv '$� MER \\ �� ©v A. Nc¢�P EXPIRES:06/30/2015 August 25,2014 t e A WARNING-Verify design parameters aunt READ MED ON THIS Alt INCLUDED MIIEN REFERENCE PAGE/411-1413 rex 1029/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �A Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �� + erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSS-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 115aut?rern Pine(SM.lumber is spec ifled,the design valves xre those effective O6/05./2023 byAt5C. Job Truss Truss Type Qty Ply 2610 D , R42684368 PL13-291_UP_H F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jut 25 2013 MiTek Industries,Inc. Mon Aug 25 09:49:19 2014 Page 1 ID:_egh?ek1 p1 OcIFEQgnUa1 oSyJt2m-?JQZOC_8OXOhE1 yell DF7_?mMzLbktZySIBsHCyykJbk 1 1-0-0 1 If_7_41_i I 1-2-0 I I 1-8-8 I I 1-9-0 1[. 1-2-0 I I 1-5-8 1 1 1-6-0 1 1-6-0 1 Scale=1:32.8 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 � -i \ e /:Nm-.\ /\ �� _ �e� �a ® e e J. 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 145-0 I 8-3-0 r-10-O -5-0 I 13-3-0 13-101 1 19-3-0 8-3-0 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): 110:0-1-8,Edge],112:0-1-8,Edge],[13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (roc) 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 Ina- YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC20121TPI2007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:26-27,25-26,17-18. REACTIONS (lb/size) 27=841/0-3-8 (min.0-1-8),17=841/Mechanical,17=841/Mechanical Max Horz 27=2601(LC 1),17=-2601(LC 1),17=-2601(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1525/0,3-4=-1525/0,4-5=-2663/0,5-6=-2663/0,6-7=-3417/0,7-8=-3417/0, 8-9=-3816/0,9-10=-3816/0,10-11=-3806/0,11-12=-3806/0,12-13=-3114/0, 13-14=-2070/0,14-15=-2070/0 BOT CHORD 26-27=-1776/0,25-26=-647/0,24-25=0/601,23-24=0/1097,22-23=0/1216,21-22=0/1216, 20-21=0/684,19-20=0/684,18-19=0/684,17-18=-1471/0 WEBS 9-23=-284/0,12-20=-274/0,13-19=0/311,2-27=-1155/0,2-26=0/980,4-26=-884/0, 4-25=0/711,6-25=-612/0,6-24=0/444,8-24=-418/0,8-23=0/500,12-21=0/900, 11-21=-264/0,10-21=-106/282,15-17=-1412/0,15-18=0/1076,13-18=-1269/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Non Standard bearing condition. Review required. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. s ' O PROFFS 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 '` s be attached to walls at their outer ends or restrained by other means. SCJ ��G)NE fiR /t LOAD CASE(S) Standard CZ' 8 � 2PE i�' ta y7-.0),OREGO (fl,40C' Mr$ER ' ©S A. HE0�P EXPIRES:06/30/2015 August 25,2014 1 t ®WARNING-Verify design parameters and READ NOTES ON TNTSAND INCLUDED MIIENREFERENCE PAGE MIT-1413 rk 1/29/20149INIREUSE Design valid for use only with Muck 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 1 fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/1911 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 tOP)Umber 14 npetitied,the design values are those effective 06/01/2013 by AL.SC Job Truss Truss Type Qty Ply 2610 D R42684369 PL13291_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?ekl pl OgFEQgnUal oSyJt2m-TV_xcY?m9rWYsBXrlwnMXCJbwl?Gc6sbzrcglOykJbj I Da4 I I-- 2-6-9 I Scale=1:11.6 1 3x4= 21.5x3 I I 3 3x4= 4 1.5x3 ® o o 0 N IN.____ h1 , 3x6= `♦ 7 6 1.5x3 I I 3x4= I 6-0-12 I 6-0-12 LOADING(psf) SPACING 1-7-3 CSI DEFL in (roc) 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 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=261/Mechanical,5=261/0-2-8 (min.0-1-8) FORCES (Pb)-Max.Comp./Max.Ten.-All forces 250(Pb)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/-PI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard •<<-,s\t0 PR press 87022P�44 p' -F..,�-$., OR GON R�O,� 0 'MBER \' \ �S A. HE¢ P EXPIRES:06/30/2015 August 25,2014 { 0 ®WARh7NG-Vatifydesign parameters and READ ftV1ES ON THIS AND INCLUDED AIFER REFERENCE PAGE HIf-7473 fes 1/29,/2014 SHORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �y Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the !Alibi( 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 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pins(SP).iumber is specified,the design vetoes are thole effective 06/01/2013 byA5SC Job Truss Truss Type Qty Ply 2610 D R42584370 PL13-291_UP_H F10 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:21 2014 Page 1 fp ID:_egh?ekl p1 OgFEQgnUaloSyJt2m-xhXJpu0Ow9ePTK6l be I b3Qrd29CNLPflCVLNH rykJbi 1 1-0-0 10-11-4 II 1-2-0 I I 1-9-0 11 1-8-8 II 1-2-0 li--'t11 1-� i Scale=1:33.5 456= 455= 354= 3x4= 354= 354= 354 = 454= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 k -10°°°°°°1.1'' .1111114114111441111- -i010/1..-N-2 V e o o • e o o 2 26 25 24 23 22 21 20 19 18 354 = 4x5= 458= 3x5= 3x5= 3x5= 3x8= 3x4 = I 2-2-4 12-9-413-4-41 7-2-4 17-9-418-4-41 19-8-0 2-2-4 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 11-3-12 Plate Offsets(X,Y): [4:0-1-8,Edge],[6:0-1-8,Edge], 7:0-1-S,Edge],[26:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.36 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=-1933/0,4-5=-3238/0,5-6=-3238/0,6-7=-3797/0,7-8=-4014/0, 8-9=-4014/0,9-10=-3872/0,10-11=-3872/0,11-12=-3166/0,12-13=-3166/0, 13-14=-1879/0,14-15=-1879/0 BOT CHORD 26-27=0/857,25-26=0/1933,24-25=0/1933,23-24=0/3797,22-23=0/3797,21-22=0/3797, 20-21=0/4005,19-20=0/3586,18-19=0/2590,17-18=0/1015 WEBS 3-26=-754/0,4-25=-379/0,7-22=-288/0,4-24=0/1512,5-24=-282/0,6-24=-806/0, 15-17=-1295/0,15-18=0/1104,13-18=-908/0,13-19=0/734,11-19=-537/0,2-27=-1200/0, 2-26=0/1554,11-20=0/365,8-21=-258/0,7-21=0/611 NOTES 1)Unbalanced floor live loads have been considered for this design. • 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)27. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �, tJ PR 0Fp. LOAD CASE(S) Standard ��CD 'c�NG IN t /a 87022PE N ,N �y 4)), OREGON t AO a. Hey EXPIRES:06/30/2015 August 25,2014 A KARAM-Verify design paramatera and READ MESON THIS ADE INGCULIED MIK REFEREPETPAGE(477-1473ret 1/29/2014BEFORE USE �� Design void for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. �i 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 Be * 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 Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine(SFEtss mberisspecifed,the design wives are those effective 06/01/2013 by Al.SC. 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 MTek Industries,Inc.Mon Aug 25 09:49:23 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-t4f4Ea2fSmu7jeGQj3K38rxziyq_pL_2gpgULjykJbg I 2-6-0 P-5-411 1-2-0 II 0-11-8 1 1-2-0 11 1-11-4 I Scale=1:28.3 3x5= 3x4= 3x4= 3x5= 3x4 = 1 2 3 4 5 6 7 8 9 W m o A oe 0 _ -1441144141111141411111141%, O ® 0 O O O 1 17 16 15 14 13 12 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I a •-- p-5-121 13-3-12 113-l0-1zi I 16-8-0 I 8-2-4 0-11- 0-7-0 3-10-0 0-7-0 0-7-0 2-2-4 0-7-0 Plate Offsets(X,Y): [6:0-1-8,Edge],(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) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.27 13-14 >734 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.42 13-14 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 18=727/0-4-4 (min.0-1-8),11=727/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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 • v PR �S��NGN�.cfi`rv.�0 870 2PE , 5.-37,,.,�A),OREGO O� C' .11/BER 1 S A. NESP EXPIRES:06/30/2015 August 25,2014 t ®WARNING-Verity design parameters and READ NOME ON MIS AND INCLUDED MITER REFERENCE PAGE RGI-7473 ret 1/25/2014 REHIRE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. �s 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 p�i �, < erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYi fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QualIfy Crtieria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Sauthers Pine f5P)lumber iu specified,the design values ere those ettscti-ve 06/01/2013 bvAL.SC Job Truss Truss Type Qty Ply 2610 D R42684372 PL13-291_UP_H Ft2 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?ekl p1 OgFEQgnUa1 oSyJt2m-t4f4Ea2fSmu7jeGQj3K38nc5dy?6pSB2gpgULjykJbg I 2-6-0 I - 1-9-11 I I - 1-2-0 1 1 0.7-1 Scale=1:17.1 1.5x3 I I 3x4= 1.5x3 H 1.5x3 H 3x4= 1.5x3 II 1 2 3 4 5 6 0 0 N i , N ®e e o 1C'L1 9 8 3x4= 7 3x4= 3x4= 3x4= I 4-5-3 41-11 5-1-11 1 5-8-11 5-1101-3 9-0-12 I 4-5-3 0-1-8 0-7-0 0-7-0 0-1 3-2-9 Plate Offsets(X,Y): [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 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/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 tiR ,° PR°PFs �4i; �G 1 N c� SA, 870 2 P , - Aja OREGO ry O��' C' 4'18ER 11 �15 A. I-107 P EXPIRES:86/30/2015 August 25,2014 e ®WARNING-Verifr design Parameters and READ NOTES ON THISANTI INCLUDED MIIER REFERENCE PAGE(411-7413 x81/29/2014 B.EFOREU.SE 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 'YI 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 ft Southern Pine ISP)lamber is specified,the design values ate these effective 06/01/2013 byALSC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4' Center plate on joint unless x,y p offsets are indicated. (Drawings not to scale) Damage or Personal Injury MitDimensions are in ft-in-sixteenths. 1111k Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS O-1/16" SIIIIIIIIIIIIIIIMINSISSIbs. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves lop_ may require bracing,or alternative Tor I . pbracing should be considered. �_� 3. Neverkexceedttonsdesign dinadequately loading shown and never stack materials on inadequately braced trusses. �— O._ 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate — designer,erection supervisor,property owner and plates 0-144' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �/ bytext in thbracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. IMM� reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. aili NM 4, 0.7.7:-.1118.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MI19.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, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, iFe " ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 o -o v 0! Frir- h)� IV.0 -D D m.17 ' 'OI r O? C 21 NiA , a < SD D c) 2 Z Z m O d o 2 2 Z m W , -CI Z 0 a r0 = 0 56'-0' 2. m Z 39'$' I 16'-0" I m Z 8'-0" 6'-O 2. I o � E o n < k n`5 EI I n 3 J1 m � J1 2 14 co iii Ig < < AJ3 ,\`\ _ J, I i ° ° ° nz n 'I � J�m W • � C PA ldl,,`. T 1 r V .I � $ JZ �� J6 (2) 2 N,i d 111-012110 /� N my NIZO��nN - • l 7 gpL72TZ DTm2� y�- x` 1I wmmp ZOOocOp 4, 1J4 7�'V- P IIV N9 O7mOAm0,5_,S Z< Q OOOO�Acr- rn C. ��ArZOZ CpmA pBJ3 ._..__ ro J` °' OAp �. _ �! 0. 90)414 p cy m y 1 DJ2 -� j - - J. N ♦9 (C'1 T �1 Z ... 1r pC O Z N J' jo B1 j 2. 1 3 g ....4 cirlailll cr co -0l. 10NT 3T-6' -1 161-0' 1• 561-0U ell c 1o' H s. CONFORMS TO DESIGN CONCEPT p ❑X CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH v ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN REVISIONS NOTED 0 NONCONFORMING-REVISE&RESUBMIT 111NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE r$ o THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 3 WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE c FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE Cr 0 DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY .0H PRIORITY OVERTHISSHOPDRAWING. OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. " PE CD By Alexia Fukui Date 9/22/14 Z N By; Todtl A. Eaton Date: September 19, 2014 MILBRANDT ARCHITECTS CT ENGINEERING INC MiTek USA, Inc. i CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). pRopp r`` f; it ,04 1.4 1) • .� ski , AL O om /.0 C , A. / �` � t3l� L / !,' /X?l3 0 1 J 71.E } .. �,:. _ EXPIRES mons i is IIIIIIIIIIIIII 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) I. 2=1 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 <= 12'0C. 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 <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 8'- 0.0" V 6- 7=(-2088) 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- 8=(-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 24'0C 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = •0.002' @ -1'- 0.0" Allowed = 0.100" M,M20HS,M18HS,M16 = MiTek MT series 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" - . 1' .' 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 X30# 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 4o=ems M-5x6 � � 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, :-3x4 N10.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10.50 load duration factor=l.6, 04111111111111 Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 blib v M-3x6Alliii l vr __, vo ✓s._a 10 11 1�;,) ss�Ra o =M-6x6 M-3x8 M-3x4 M 7x8 13 **B =M-6x6 M-3x5 8 2X WEDGE -2.75 W/(2) M-3X4 TYP. 2.75 r----- " 122-05-08 5-02-12 1-09-04 2-09-08 2-00 2-09 J, 1, J, ,. ,1 y 1-00 2-05-08 9-09-08 2-00 2-09 J, i, y 1-00 17-00 0„0 PR 0E6- JOB NAME : 2610-D MODIFIED PITCH NH Al • �Scale: 0.2530 0 c.' X717!/7` �� ''Z'31 WARNINGS: GENERAL NOTES,unless otherwise noted: .11 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 'l s 926 f C G. c- 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: LJis the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by ,,�� 4�� f4+. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 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++ OREGON f SEQ. : /� 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. "}T lid S EQ. : 60541 91 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, /2- 4/ 0*�� A. design loads be applied to any component. and are for"dry condition"of use. 4 'lir' T Y 14, 2.0 . y�,}-' TRANS I D: 407743 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge Ifd fabrication,handling,shipment and installation of components. necessary. rR R S t 4 V 07.Designlatesassumes adequate ne both drainagecis truss, '4 t- 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 III III I I III VIII II II I II IIII TPIANTCA in BCSI,copies of which will be famished upon request. git coincideinictwith jointacenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2- 8=(-226) 849 8- 3=( -8) 258 6-12=(-73) 82 BC: 2x4 KDDF N18BTR 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 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -851) 219 10- 6=( -32) 64 BC LATERAL SUPPORT <= 12"OC. 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 BAG REQUIRED BRG AREA ** For hanger specs. • See approvedplans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) PA 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,C18,CN18 )or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psi') uplift at 24 "oc spacing.' 6 06 8 06 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 T ') T MAX TC PANEL TL DEFL = 0.059" @ 5'- 9.6" Allowed = 0.727" 12 12 IIM-4X4 MAX HORIZ. LL DEFL = 0.013" @ 16'- 6.5" 10.507 N 10.50 MAX HORIZ. TL DEFL = 0.022" @ 16'- 6.5" 4.0" 4 NOTE:Design assumes moisture content does N_N not exceed 19% at time of manufacture. Design 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, Ex .B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads off, in the plane of the truss only. M-3x4 AlliM-3x4 4 1 ..4. M-3x5 ase Il��.. ,_ o talLgasil8 9 c 1: =`1 o M-3x8 Lt� ** 0 1 M-5x6 o M-4X8 M-3x4 M-3x47 a 2.75 $2X WEDGE 12 W/(2) M-3X4 TYP. J, y .11, y y 2-05-08 6-00-08 3-08-07 0-00-09-00 2-09 )' . J' y y 1-00 2-05-08 9-09-08 4-09 k ) y 1-00 17-00 l2 PRQp JOB NAME : 2610-0 MODIFIED PITCH NH A2 Scale: 0.2574 �5� �y(qy(�/�/(N!/hI 6' WARNINGS: GENERAL NOTES,unless otherwise noted: '�t�' 'r7 C- ©�r. 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 2 0 11 C E Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper !!J 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,.'" 3.Additional temporary bracing to insure stability during consWction 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 len th by lr is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)end/or d gg �" �, DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging r lateral bracing required wehown+rywall(6C). I. SO /� 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 1,, �t,./ EQ. : 6054192 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. �1 q design loads be applied to any component and are for"dry condition"of use. -7 ri`© .. TRANS I D: 407743 5.CompuTrus has no control over end 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. /j'&.F3 R I tNold 7.Designassumes adequate drainage isprovided.truss, C 1. 6.This design Is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center III 1011 VIII 11111 VIII IIII 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(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111411 IIII 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 M1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 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,CI8,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.I 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' 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' 0MAX HORIZ. TL DEFL = 0.002" @ 7'- 6.7' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. • M-3x4 N Design conforms to main windforce-resisting 12 0 o system and components and cladding criteria. 10.50 y Ail Li, Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, i Truss designed for wind loads • in the plane of the truss only. M-3x4 po MMOMMEMMINIMMINIMMEMNIMMign st 5 ioneramill �g CD M 1.5x3 o M-5x6 $2X WEDGE 2.75 W/(2) M-3X4 TYP. 12 ), .1 y )' 2-05-08 5-01-03 0-05-05 y J, > y . 1-00 2-05-08 8-00 5-06-08 'PROVIDE FULL BEARING:Jts:2.4,61 JOB NAME : 2610-D MODIFIED PITCH NH - AJ2 , � lNrz- scale: 0.4786 C��C TIN `r/0 11P 1- WARNINGS: GENERAL NOTES,unless otherwise noted: 4G4 ��11rf '$�, AJ2 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 o9G it OPE Truss: AJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designee // 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.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .A ,//,,tw.• continuous sheathing such as plywood in ere and/or drywall(BC). , ' DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M ( ' L+ /'1 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. ,,rr��'_OREGON SEQ. : 6054 1 93 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ',2.e.-''110" "rJ \Q �� design loads be applied to any component and are for"dry condition"of use. / -7}� '14, +�Q �-},. 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. fj.JP R PRO 7.Design assumes adequate drainage is provided. 1- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII IIII VIII VIII VIII VIII 1111 IIII TPI/WTCA in BCSI,copies of which will be furnished upon request nes coincide with joint center Tines 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-1968(MITek) EXPIRES:12 31/ 0 5 111 1111101 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 101&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 75 2-5=(-163) 262 5-3=( 0) 126 BC: 2x4 KDDF q1&BTR 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 IC 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" -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. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.] BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 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" @ -I'- 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" 0 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. N M-3x4 Wind: 140 mph, h=21.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration tactor=1.6, 111 11111111111111m.- 'n Truss designed for wind loads in the plane of the truss only. M-3x4 A111111M11111111bil._ 1 5 -mss M-1.5x3 c, w9:84M-5x6 $2X WEDGE 2.75 W/(2) M-3X4 TYP. 12 2-05-08 5-01-03 0-05-05 ), ), ), y 1-00 2-05-08 8-00 5-06-08 PROVIDE FULL BEARING;Jts:2,4,61 JOB NAME : 2610-D MODIFIED PITCH NH - AJ3 Scale: 0.3926 5�`� `(�pNt?FSs,o WARNINGS: GENERAL NOTES,unless otherwise noted: i.4] ' ` 117 ' 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 / . °_921,P E Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper /fr-' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 1'" // 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 len th by .(„ � DAT E' 9/9/2014 responsibilitybuilding designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall C. „..."4111118" the overall structure is the of the 3.2x Impact bridging or lateral bracing where shown++ ) M rt 4SEQ. : 6054194 .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 ,y".OREGON tU fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1' 4i,, A, design loads be applied to any component. and are for"dry condition"of use. //, '7}+' r�Q� P TRANS I D: 407743 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if [J 14, fabrication,handling,shipment and installation of components. 7.Dnecessary. Fi R`} 4 8.Passumes adequateted dtnage is provided., 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 111111 VIII till 11 VIII VIII II II Illi IIIITPI/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 111111Milli 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 2-6=(-163) 262 6.3=( 0) 126 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.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 tOPSF LIVE LOAD. TOP ICOND. 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' '1 i' 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' '( '' T MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078' 5 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 17Design 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, co Truss designed for wind loads M-4x6 in the plane of the truss only. thilliii.„.. M-3x4 OjllIllIllIllIlIllh...- -M of -j&111111.116 7 M-5x6 M-1.5x3 0 $2X WEDGE W/(2) M-3X4 TYP. -1 2.75 12 J' i' J' J' 2-05-08 5-01-03 0-05-05 J, ; ), ), 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING;Jt6:2.4.71 Scale: 0.3274 �� 0 IN F �sjp JOB NAME : 2610-D MODIFIED PITCH NH - AJ4 c� 7l WARNINGS: GENERAL NOTES,unless otherwise noted: ZGt • s �ry /I1 c- 1a�. .. 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 individual1 . 11 92 e/f E Truss: AJ 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 bradng to Insure stability during construction 17 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'oc.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++ SEQ. : + C n 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 �(,/ S EQ. : 60541 95 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'�y design loads be applied to any component. and are for"dry condition"of use. �/� "Ty" .� y *Q . TRANS I D: 407743 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V �P fabrication,handling,shipment and installation of components. necessary. 11-/ F?d. R y 6.This design is furnished subject to the limitations set forth by7.Plates assumes adequatetedondrainage faces Is truss, a (IIII VIII II I'll l VIII VIII III III IIII 9 1 8.Plates shall be located on both of W ss,and placed so their center TPIANTCA 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,Ino./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 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 . TC LATERAL SUPPORT <= 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 <= 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=1 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 BRG 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. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc s0acing.� C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Join together 2 ply with 3"x.131 DIA GUN 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" 9-11-11 6-00-10 9-11-11 MAX TL CREEP DEFL = -0.001" @ 27'• 0.0" Allowed = 0.133" '1' T '1 T 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" f____ - '( T 1' 960# T 12 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.50 V M-4x6 M-3x4 M-4x6 71 10.50 Design conforms to main windforce-resisting 4 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 in the plane of the truss only. M-3x4 M-3x4 (\111111111 . v v Ci 0 12 13c. M-3x4 M-11.5x3 11 0.25" M-6x8 M-1.5x3 M-3x5 O M-7x8(5) 156211 I I ), I 1, k 4-11-11 4-07-07 6-09-13 4-07-07 4-11-11 I )' I I 1-00 26-00 1-00 �4`e 9 PROFS JOB NAME : 2610-D MODIFIED PITCH NH - B1 Scale: 0.2159 � `s%� WARNINGS: GENERAL NOTES,unless otherwise noted: ��-4t s /1p 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 -92 e e f:-E 1-- Truss: B1 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 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 DES. BY: LJ 5 / r- C continuous sheathing such l plywood sheathing(TC) drywall BC). SATE 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}7 1,1,/ SEQ. : 6054197 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)•�A, design loads be applied to any component. and are for"dry condition"of use. Q 14, 2 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 �}� zry fabrication,handling,shipment and installation of components. necessary. "s'l�.'h R'1 4`'" V 7.Designlaesassumesadequateon eoth drainageissa CST 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII VIII II 11110 VIII IIII IIII IIII TPIANTCA 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) EXPIRES:12/31/2015 2131/2015 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 N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2-12=(-230) 975 3-12=(-245) 216 BC: 2x4 KDDF R1&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"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,M2OHS,M18HS,M16 = MiTek MT series 11-11-11 2-00-10 11 11-11 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I T . . .' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-00-14 4-09-02y �1 1,00-05 2-01-11 4-09-02 5-00-14 MAX LL DEFL = -0.002' @ -1'- 0.0° Allowed = 0.100" 1 1 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 2-01-11 1-00 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' T T - - MAX TL CREEP DEFL = -0.003' @ 27'- 0.0' Allowed = 0.133' 12 7 12 MAX HORIZ. LL DEFL = 0.018' @ 25'- 6.5' 10.50% M-4x6 " 10.50 MAX HORIZ. TL DEFL = 0.028' @ 25'- 6.5' M-4x6 NOTE:Design assumes moisture content does • M•6X4 •• not exceed 19% at time of manufacture. o 6 o`s 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. v v ..- 4-it 5�- �T .,M .T �V O 12 13 ' 1 o M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 c 9-08-04 6-07-08 9-08-04 J• y y 12-00 14-00 k , i' y 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - 62 -<<,` Q N c611P Scale: 0.2015 ` '/7/ /0- WARNINGS: GENERAL NOTES,unless otherwise noted: 4. 9 OPE {_ 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: 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. f 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 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 „/'r�� DATE: 9/9/2014 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . the overall.structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 'I�• SEQ. + /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. p `*J S E Q. : 6054198 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�`J �� TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. '1 4, 2 <�, 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''. fabrication,handling,shipment and Installation of components. necessary. rCf 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 1111111111111111111111111 TPINJTCA In SCSI,copies of which will be furnished upon request. Digit coincidetwith joint ain Inches.9.Digits indicate size of plate in Inches. r+� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MITek) EXPIRES.12/31/201 5 111 10111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2- 8=1-128) 1107 3- 8=(-410) 357 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.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"OC. 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 nsf) uplift at 24 "oc spacing.) 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 12 M-4x6 MAX LL DEFL = -0.002" @ 27'- 0.0" Allowed = 0.100' 10.50 7 N 10.50 MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 4 4 MAX HORIZ. LL DEFL = 0.020" @ 25'- 6.5" P 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-1.5x3ihM-1.5x3 Truss designed for wind loads in the plane of the truss only. Ahhhhr v 0 M-3x4 M-3x4 M-3x4 M-3x4 c M-3x5(S) y ,/ ), J, 8-09-04 8-05-08 8-09-04 J' y y 10-00 16-00 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH 63 Scale: 0.2034 �3C(* Q IN o ss>p i/ WARNINGS: GENERAL NOTES,unless otherwise noted: b�4 sC� ' 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 w I("E { Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown 5. Incorporation of component is the responsibility of the building designer. Aidr/'/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: L,1 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by .r', is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(EC). /" DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ et 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" �y_ORE�.7 �j;/ SEQ. : 6055 41 99 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, '‘.76. r9�f design loads be applied to any component. and are for"dry condition"of use. 'O '7�'' 1 4 t rL(]� ••.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 SJ fabrication,handling,shipment and installation of components. necessary. ,/� (} 7.Design assumes adequate drainage is provided. 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 III I I III II I IIIII IIIII IIIII III IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits Indicate size of plate in inches. 10. f tt MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31120 5 IIIIIIIIIIIIIIThis 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 I 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) 882 12. 6=(-179) 128 LOADING 4- 5=1 0) 0 6-13=(-179) 128 TC 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"0C 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinC•I T 11 11 11 . I- 00-1 11-11-11 .' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-00-14 4-09-02 1300-95 2-01-11� 4-09-02 5-00-14 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1 ' MAX TL CREEP DEFL = -0.003" @ •1'- 0.0' Allowed = 0.133" 2-01-11 11100-105 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' 7 12 MAX HORIZ. LL DEFL = 0.018" @ 25'- 6.5' 10.50 M-4x6 N 10.50MAX HORIZ. TL DEFL = 0.028" @ 25'- 6.5' M-4x6 M-3x4 \144:s..4\12 NOTE:Design assumes moisture content does !'n 6not 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 11111111111111 Truss designed for wind loads in the plane of the truss only. vO rw C.G' asO12 o M-3x4 M-3x8 M-3x5(S) M-3x1 o 9-08-04 6-07-08 9-08-04 /, y y 12-00 14-00 1, /, y /, 1-00 26-00 1-00 O PROF,fid, JOB NAME : 2610-D MODIFIED PITCH NH - 64 Scale: 0.2015 �,'<‘' GjJ/7(N /��jy� s, WARNINGS: GENERAL NOTES,unless otherwise noted: �4 ' ' P`E ��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 7 92 0 0 P E. Truss: B4 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 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 .f r DATE: 9/9/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). J the overall structure Is the of the 3.2x Impact bridging or lateral bracing where shown++ w �- SSEQ. : � 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. "37 4 OREGON (j/ EQ. : 6054200 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. design loads be applied to any component. and ora for"dry condition"of use. /f% "7 je 4..Y 1 20 4. TRANS I D: 407743 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge N S✓ ti. fabrication,handling,shipment and Installation of components. necessary. `R A 1 44' . t 4 7.Design assumesadequateone drainagecis sRAIL A- 6.This design Is furnished subject to the limitations set forth by 8,Plates shall be located both faces of truss,and placed so their center lines coincide with int center lines. IIIIII IN VIII El VIII III)II II IIII IIII MiTeSA,InCJCompuTrus Software 7 6 6(1 L EI,copies of which will be furnished n request. 10.For basic connectoroplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate In inches. TPI/WTCA in EXPIRES:12/31/2015 11EIIIIII1 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° 0.C. WEBS: 2x4 KDDF STAND 2- 3=(-1313) 336 10.11=( •92) 821 10- 4=(-124) 435 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) Connector plate prefix designators: 26'- 0.0' -193/ 1206V 0/ OH 5.50' 1.93 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series (COND. 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" 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' MAX TLCREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" MAX T 5-00-14 T 4-10 13 f 3-00-05 T 3-00-05 T 4-10 13 T 5-00-14 T MAX BC PANEL TL DEFL = -0.148' @ 4'- 8.5" Allowed = 0.591" 12 12 MAX HORIZ. LL DEFL = 0.018' @ 25'- 6.5" 10.50 M-4X6 M-3x4 M-4x6 10.50 MAX HORIZ, TL DEFL = 0.028" @ 25'- 6.5" p a� NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0/A110000 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, (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. v v 10 11 M-3x4 M-3x8 M-3x5(S) M-3x8 M 3x4 c J., y ), y 9-08-04 6-07-08 9-08-04 )" 1, y 12-00 14-00 J, .) ), i' 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B5 Scale: 0.2270 �‹,-- .c.; /r• RQ1 WARNINGS: GENERAL NOTES,unless otherwise noted r v.�+ rp "fr l ' e r D CC 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•• '('" 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. f! 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 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 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall BC. /- WIPP, DATE: 9/9/2014 p tY g 3.2x Impact bridging or lateral bracing where shown i+ ) ♦ Cr SEQ. /� C C A 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. OREGON. S EQ. : 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, �� if rtik `if 407743 7 A p design loads be applied to any component. and are for"dry condition"ofuse /^ -7 .• " 7�' 20 �..{. TRANS I D: 407 I�T5 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifncJ fabrication,handling,shipment and installation of components. ecessary. fy Fi RIO- 7.Designassumes caadequate othdrainage is trussed. 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 111 IIIII IIIII IIII IIIII IIIII IIIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center linea 9.Digits indicate size of plate In inches. MiTek USA,InciCompslrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 E0111 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 N18BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 75 2.10=(-446) 2306 3.10=(-133) 227 2x6 KODF #16BTR T2 2- 3=(-3306) 710 10-11=(•526) 2863 10- 4=(-100) 1152 BC: 2x6 KDDF N18BTR 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"OC. 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)+0L( 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. Imo. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' M,M2OHS,MI8HS,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" 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. 12597.30# T597.30# Design conforms to main windforce-resisting M-4x6 M-4x6 12 system and components and cladding criteria. 10.50 V M-3x8 N 10.50 5 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, e0' T2 ism 4\\.. (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 v v Ar l� o O l�- 10 1 1.1 12 -:: C M-3x8 M-3x8 0.25" M-3x8 M-3x8 O M-7x8(S) 1' y y 1, > 7-07-02 5-04-14 5-04-14 7-07-02 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B6 ) p� � Scale: 0.2284 t?� /7 P cS�02 WARNINGS: GENERAL NOTES,unless otherwise noted: tGI T`7 1-�7c-* -0 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 Individuale . = ,t�E 1-- Truss: B6 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. ,,- /017 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' and at 10'o.c.respectively unless braced throughout their length by 1 �1 continuous sheathing such as plywooding(TCand/or dry ( )wall BC. - DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired s where shown++ -M dr SSEQ. : + 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 EQ. : 6054202 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 �� TRANSc� r� design loads be applied to any component. and are for"dry condition"of use. �/� -iy" ,�4 r r�(� -�-. I D: 407743 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if SJ �1 fabrication,handling,shipment and Installation of components. necessary. /� RAIL. (ti 7.Designlaesassumes adequate ne drm orfurnishedon faces of truss,and placed so their center (IIIII!NMI IIII(III IIIII IIIII III IIIIIIII(III TPINVTCA In SCSI,copies of which will be famished upon request. git coincideniatwith jointcenterche. 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 2/3 /205 EMI 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"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" -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 REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(•5 gsf) uplift at 24 "oc pacing.( 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'k at time of manufacture. 1-11-11 Design conforms to main windforce-resisting T 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. Ij 0 0 N C a o/- ►� X4 M-3x4 y i y 1-00 (PROVIDE FULL BEARING:Jts:2.3.4I 10-00 o p PRCp JOB NAME : 2610-D MODIFIED PITCH NH - BJ1Scale: 0.5116 !� � � a WARNINGS: GENERAL NOTES,unless otherwise noted: c-� t t-71 7' r. 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 72 w 11(".L Truss: BJ 1 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. i - 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 len h by • Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d the overall structure is the responsibility of the buildingdesigner bracing cw 9(r ) rywall C). DATE: 9/9/2014 p ty 9 4.Intmpaobodgingor Istheresponsibiregfthewheretive ++ OREGON 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. "}2' ,4_ l(,/ SEQ. : 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, 1� -47,rf QA,Q` +� design loads be applied to any component. and are for"dry condition'of use. /,. -(}^ .)4 �^•.. 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 V fabrication,handling,shipment end installation of components. Designne . M '/3 A`t 7. latesassumes edadequate drhiface is provided. L n L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII II(I'll l III IIIIII VIII III lIITPINVTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size offplate 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 EMI 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 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT 4= 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) Connector plate prefix designators: 3'- 10.9" •233/ 210V 0/ OH 1.50" 0.34 KDDF ( 625) Cnnc18Cp8 (or no prefix) = orspuTrusInc LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) 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 PMuplift 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" 8 -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" 8 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" T T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 --/ 10.50 Design conforms to main windforce-resisting 1 system and components and cladding criteria. to 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 v v o•� -/ c:, ►� ►�4 M-3x4 y y y 1-00 (PROVIDE FULL BEARING:Jts:2,3.41 10-00 PROF JOB NAME : 2610-D MODIFIED PITCH NH - BJ2 Scale: 0.5025ca ' `s% WARNINGS: GENERAL NOTES,unless otherwise noted: <1,t s /to C' E1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual l =92 e f:- r- 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: LJ2'0.0.and at 10'o.c.respectively unless braced throughout their length by /; n/i ° is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(9C). !! DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ tx f� O I'1 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. '}7 // OREGON `V SEW. : 6054204 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, - �� ,� �N S design loads be applied to any component and are for"dry condition"of use. /� }, 1 4 2 -k - TRANS ID: 407743 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If c l �„ fabrication,handling,shipment and installation of components. necessary. R 1 t - 7.Designlatesassumesadequatene drainage is provided., L 6.This design Is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center '(III VIII II I III I VIII VIII VIII I IIIIIITPI/WTCA in BCSI,copies of which will be fumished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 HHO1III) 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 H1&BTR SPACED 24.0" O.C. 2.3=(-317) 148 WEBS: 2x4 KDDF STAND 3-4=( -97) 62 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 BAG 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: 10'- 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. OND. 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 = 0.000" @ 0'- 0.0" Allowed = 0.178" 1' T MAX TL CREEP DEFL = 0.000" @ 0,- 0.0" Allowed = 0.238" -/ MAX TC 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 y NOTE:Design assumes moisture content does 10.50 i 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, r- Truss designed for wind loads in the plane of the truss only. LO v 7/- ` cl- o� E o �5 M-3x4 M-1.5x3 y y y 1-00 (PROVIDE FULL BEARING:Jts:2,4,51 10-00 JOB NAME: 2610-D MODIFIED PITCH NH - BJ3a PROF Scale: 0.46506,„C.:0 '1°!tt `�/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 44.4[ vTF� f.C37�{ `Y,,;. 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 i" Truss: BJ 3 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 ,Ara.•^ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). � - �, DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON A.�1- 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. ` 4,- SEQ. : 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, G '+7�f A design loads be applied to any component. and are for"dry condition"of use. /) '7 y' 1 4* SC) 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 V t�1 P fabrication,handling,shipment and installation of components. necessary. / -R n 1 ti 6.This design Is furnished subject to the limitations set forth by7.Designlatesassumes locatedadeonne both drainage is truss,and l.. 111111111111111111 9 8 Plates shall be faces of truss, placed so their center 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) EXPIRES:12/3 /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 2-5=(-156) 192 3.5=(-259) 212 BC: 2x4 KDDF p1&BTR SPACED 24.0' O.C. 2-3=(-307) 144 WEBS: 2x4 KDDF STAND 3-4=( -88) 41 LOADING TC LATERAL SUPPORT <= 12"0C. 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 SO.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,CI8,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.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.078' -./ MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.105' MAX TC PANEL LL DEFL = 0.008' @ 2'- 8.4' Allowed = 0.409' MAX BC PANEL TL DEFL = -0.434" @ 5'- 1.4" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.002" @ 9'- 9.3" MAX HORIZ. TL DEFL = 0.002' @ 9'- 9.3" NOTE:Design assumes moisture content does 12 not exceed 199 at time of manufacture. 10.50, M-1.5xDesign 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration tactor=1.6, Truss designed for wind loads oin the plane of the truss only. vT� vd' /0010//f) .ro� a>�5 -f-3x4 M-1.5x3 y y y 1-00 I PROVIDE FULL BEARING:Jts:2.4"51 10-00 o (} PRO, . JOB NAME : 2610-D MODIFIED PITCH NH - BJ4 Scale: 0.3971 ,5 r``1455' ((�(N s/ WARNINGS: GENERAL NOTES,unless otherwise noted: ' r�1 ° 'r C' �-v17 1 .1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �9G f I`{,- Truss: BJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 4/011P/7 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 �P 4/'�� DATE: 9/9/2014 responsibilitybuilding g continuous sheathing such as plywood sheathing(TC)where shown and/or drywall(BC). ,0‘ the overall structure is the of the designer. 3.2z Impact bridging or lateral bracing required shown++ e 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. OREGON. u SEQ. : 6054206fasteners 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�7 �] design loads be applied to any component and are for"dry condition'of use. //� '''f k 1 4 2.0 �..}� TRANS I D: 40 114J 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V fabrication,handling,shipment end installation of components. necessary. Jy S t 7.Designlatesassumesadequateon eoth drainage isprovided.truss, 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 111 VIII VIII VIII VIII IIID VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. coincide with joint center lines. Digit 9.Digits indicate size of plate in inches. 10. C 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 IIIII IIIIIIII 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 I TC: 2x4 KDDF #1&BTR 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" O.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 TC LATERAL SUPPORT <= 12"0C. 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"OC UON. FOR ADOL: 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 osf) uplift at 24 "oc spacing.1 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,CI8,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" 8-10-03 1-01-13 MAX HORIZ. TL DEFL = 0.006" @ 9'- 10.3" T T T NOTE:Design assumes moisture content does 4-09 4-01.03 1-01-13 not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting "6-7-1/1-10)00system and components and cladding criteria. 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), E !ITrusstldesigned uration ffor owind 6loads in the plane of the truss only. st M-3x5 r` Al\ 0 Ao) 0 r \AS111 1-= 5 6 ''''''''7 cD M-3x4 M-3x6 M-8x14 M-1.5x3 y 1017# 11,717# y 4-07-04 3-11-08 1-05-04 10-00 PROF JOB NAME : 2610-D MODIFIED PITCH NH - Cl Scale: 0.2850 X54#„vo3 4 .sso WARNINGS: GENERAL NOTES,unless otherwise noted: 4 92 �4y 9 r f 1 P E E r- - Cl1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t 11 e Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper y f 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. J //: 3.Additional temporary braving to Insure stability during construction 2.Design assumes the fop 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 ,�,, � the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). �!� DATE: 9/9/2014 Po tY 9 3.2x Impact bridging or lateral bracing where shown++ M /� 4. No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON S EQ ime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, . ' ,� Air" loads be applied to any component. 5.CompuT us has no control over and assumes no responsibility for the and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if S/^ y 1 4., 2,0 �,. TRANS I D: 407743 l�J fabrication,handling,shipment and installation of components. necessary. `/ , t-� R) 7.Design assumes adequate drainage is provided. --/ Fi fl 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 I IIIIII IIIIIIII IIII IIIII IIII IIIII IIII IIIITPIM7TCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. 10. c MiTek USA,InciCompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201 5 BIMThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KODF N1&BTR SPACED 24.0" O.C. not nesign assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42,0 PSF Wind: 140 mph, h=15tt, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, M7-10, ir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 12 M-4x4 12 . 6.00 6.00 ch ....iiiiiiiidillil cn0 M: h.: o 0 M-3x5(S) 0 M-3x4 M-3x4 , y 12-00 10-00 y y ), 1-00 22-00 ), y 1-00 JOB NAME : 2610-0 MODIFIED PITCH NH - D1 �� t� f /� Fs Scale: 0.3532 C?� i1q cS/0 WARNINGS: GENERAL NOTES,unless otherwise noted: ;4t Tp 1�tt 17 'r- Truss: :0, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual4 . t 9211 f 1:-E t- Truss: D1 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. 4400111V 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 C. �e 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 �M (,�` SEQ. + 6054210 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. OREGON S E Q. : 605421 0 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, �j�f \� .� design loads be applied to any component. and are for"dry condition"of use. / 'T y+ (j ..f�", 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 ifn °/11;;;;3-':°:14, fabrication,handling,shipment and Installation of components. Decessary. /�J[. 6.This design Is furnished subject to the limitations set forth by7,Plates assumes adequate one dth faceage Istruss, provided. "r c� ��„- Villi VIII IIID VIII VIII VIII VIII 110 IIII 8.Plates shall be located on both faces of W ss,and placed so their center TPUWTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. 10. C�*For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 5 I11IIIIDHI This design prepared from computer input by f PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-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 KODF STAND / 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"CC. 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IDDND. 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" 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 IL CREEP DEFL = -0.003" @ 23'- 0.0' Allowed = 0.133" 11-00 11-00 MAX HORIZ. LL DEFL = 0.018' @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5' T 5-09-04 T 5-02-12 T 5-02-12 T 5-09-04 T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 6.00 M-4x6 "\16.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 'f"' 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 \ / mo 0 p s+ MF r3:1 o 8 9 o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 7-06-03 6-11-11 7-06-03 12-00 10-00 • 1, 1, /, )- 1-00 22-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - D2 ��,,�C? ?Nt7F� si Scale: 0.2646 f�,��iq/,yy,� D WARNINGS: GENERAL NOTES,unless otherwise noted: (. '.4. 92!.t P E - D2 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: 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. 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 �/ 110201.111P Po Y 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 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. '. '77 VJ SEQ. : 60 5 421 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, �.i- -.7,r� \� A. design loads be applied to any component and are for"dry condition"of use. Q 1 4 �• TRANS I D: 407743 5.CompuT us 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. '✓/ Tl`y 7.Design assumes adequate drainage is provided. rl L. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 7PUWTCA BCSI,copies of which will be furnished upon request git coincideintwithizjoint acenter lines. 9.Digits indicate size of plate In Inches. MiTek USA,InciCompuTros Software 7.6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF M186TR SPACED 24.0" O.C. 2-3=(-9) 80 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 SO.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. [COND. 2: Desion checked for net(-5 DO) 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 TO PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.202" MAX BC PANEL LL DEFL = 0.013' @ 3'- 8.6 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 V 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=1.6, Truss designed for wind loads 000040°°°°°°°1 in the plane of the truss only. 0 0 N -A- 0 ' 0� ►14 M-3x4 y y y 1-00 [PROVIDE FULL BEARING;Jts:2,3,4[ 8-00 JOB NAME : 2610-D MODIFIED PITCH NH - J1 Scale: 0.5676 „`'A''< F�61P WARNINGS: GENERAL NOTES,unless otherwise noted: iti.., 1;926. I- -v'S7 92 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 =9G!f 1"ry C 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. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ7 o.c.and at 10'o.c.respectively unless braced throughout their length by ,�Ir�^"is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathin9(TC)and/or drywall(BC).9/9/2014the overall structure is the responsibilityof the building designer. 3.2x Impact bridging dgi9 or lateral bracing required where shown++ 7�� SEQ.�1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -' ,,-OREGON b, `o 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, L �? \ design loads be applied to any component. and are for"dry condition'of use. f^. 'T;•'- 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 0. fabrication,handling,shipment and installation of components. necessary. 4 'R R t 7.Design assumes adequate drainage is provided. C 4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III III I VIII EH I VIII 0111 11 III TPIPNTCA 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 11111 1111 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 R1&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=(-85) 95 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 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 50.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 ICOND. 2: Design checked for net(-5 xsf) 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 TC PANEL TL DEFL = -0.037" @ 2'- 2.2' Allowed = 0.469' 3-11-11 MAX BC PANEL TL DEFL = -0.119" @ 4'- 1.4' Allowed = 0.472" MAX HORIZ. LL DEFL = •0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = 0.001' @ 3'- 10.9" 10.50/ NOTE:Design assumes moisture content does Frnot 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 CD in the plane of the truss only. r) v cp 0 M-3x4 1, y ), 1-00 (PROVIDE FULL BEARING:Jts:2.3,41 8-00 PR JOB NAME : 2610-0 MODIFIED PITCH NH - J2 � c� INt- �' Scale: 0.5501 !/ ! © WARNINGS: GENERAL NOTES,unless otherwise noted: tC. .7��77 t-a7C-` . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual t' -92 1•C E v- Truss: J2 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. ;,r'� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - ,tel► DES. BY• LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by �Iw� 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++ ,. SEQ. : 6054213 C o 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 tri `V S EQ. : 605421 3 - 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, Gia N. Ai design loads be applied to any component. and are for"dry condition"of use. /. -7}"^ 1 4" r2.Q �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 SJ fabrication,handling,shipment and Installation of components. Designne . R R t_\ 7. laesassumes tedadequate hiface is provided,and 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 TPINVTCA in BCS(,copies of which will be furnished upon request git coincideinatwith 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 111 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF HI&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 75 2-4=(0) 0 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2-3=(-135) 129 TC LATERAL SUPPORT <= 12'0C. 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 i 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=LJ180 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" 5-11-11MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.105' T ''' 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" I 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 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), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. ui v . r/- o/- M-3x4 y y y 1-00 'PROVIDE FULL BEARING:Jts:2,3,4' 8-00 ( O • PRQp 4. JOB NAME : 2610-D MODIFIED PITCH NH - J3 Scale: 0.4659 3 (N WARNINGS: GENERAL NOTES,unless otherwise noted: 7 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 e ' e g 2 f•P E r- 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. ,,r // 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 y .�jm.�^-; is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). >^'' ` et DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. + 6054214 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. '�'r* ////""OREGON !V S E Q. : 6 05 421 4 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, r�f '\� A design loads be applied to any component. and are for"dry condition'of use. i6 - 1/ 1 riff �4- TRANS I D: 407743 5.CompuT us 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. Dnesessary. /� n 5 II 6.This design Is furnished subject In the limitations set forth by7 Design assumes adequate drainage is provided. _ 4:rl I- IIIII IIIII IIIII III ILII IIIII 111111 III IIIIIIII 9 1 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA 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 1E 1111 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 #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'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" -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) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. �COND. 2: Desitin checked for net(-5 asf) uplift at 24 "oc soacinad THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-01 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' T MAX TC PANEL LL DEFL = 0.580" @ 4'- 8.5" Allowed = 0.662" -v MAX TC PANEL TL DEFL = -0.555' @ 4'- 5.8" Allowed = 0.993' �( MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" (p 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 10.50 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. •</- o n v r/- PIAMIIMMIIIIIIMIMIMMINIMMEMI o/- o -� 4r_� -/ 1 M-3x4 y 1, 1, 1-00 8-00 (PROVIDE FULL BEARING;Jts:2.4.3) JOB NAME : 2610-0 MODIFIED PITCH NH - J4 ��,101) pRo� s Scale: 0.4089 511 11„p `�/p� WARNINGS: GENERAL NOTES,unless otherwise noted: 4 .{'/ eC� ] �q7C-` ''f� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual a 7 /f t�G 2. Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper /` O. 2.2x4 compression web bracing must be installed where shown v. 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 �r'�� the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required in ere s and/or drywall(BC). DATE: 9/9/2014 ho b 9 3.2x Impact bridging or lateral bracing where shown++ ♦ et 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. SEQ. : 60'55421 55 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 tij i��'N. design loads be applied to any component. and are for"dry condition"of use. / -7�+ 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. /j,� ,�M 1 7.Designassumesadequatene drainagecIs provided. it 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 I(IIII VIII IIII IIII VIII IIII III IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E nes coincide with(pint center 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 INNI 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= 075BC: 2x4 KDDF #i&BTR SPACED 24,0" 0.C. 2.3=(-315) 289 2 5=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-145) 70 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 SO.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/ 182V 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. !COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed.= 0.100" 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 TC 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" l'' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.50 V 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.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads T:; in the plane of the truss only. rn v v -/0 M-3x4 ,l, )' y y 1-00 8-00 1-11-11 !PROVIDE FULL BEARING:Jts:2,5,3,4( OD PR OF6- JOB NAME : 2610-D MODIFIED PITCH NH - J5Spate: 0.3670 ',..`a-‹<,INfr 6'`' WARNINGS: GENERAL NOTES,unless otherwise noted: ' + r r .3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t ♦0 92 111 11 r E,Truss: J5 • 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 con �� ,/„�� DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impactsbridging or lateral bracing sheathing such as equired sheathing(TC) a shown+drywau(6C). wet 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 SEQ. : 6054216 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, ' AN I` design loads be applied to any component. and are for"dry condition"of use. /^ 7 ,� " >� �..},,. 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 ifnV fabrication,handling,shipment and Installation of components. 7ecessary. R R`1 o.Designlaesassumesadequateone drainage i oprovis, 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 In IIIII 1111 111 IIIII IIIII IIID 1111 IIII TPI/VJTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 / 015 111111VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-5=(0) 0 BC: 2x4 KDDF H1&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"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/ 444V -146/ 376H 5.50" 0.71 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 183V OI OH 5.50" 0.29 KDDF ( 625) C,CN,CIB,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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ,I MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1, 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. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 10.50 F it Wind: 140 mph, h=24.4ft, 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. 0 v vt oz 5._� CD M-3x4 I. )' y y 1-00 8-00 3-11-11 'PROVIDE FULL BEARING:Jts:2,5.3.4I ---- „,t0 PROF, JOB NAME : 2610-D MODIFIED PITCH NH - J6 �, P , Scale: 0.3221 a WARNINGS: GENERAL NOTES,unless otherwise noted: ry l-�E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual �G f G. Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper .//'J 2,2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,s' • 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 t� is the responsibility of the erector.Additional permanent bracing of 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++ lir /1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 .l OREGON t1/ SEW. : 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, L� I-,,� ON t. A TRANS I D: 407743 design loads be applied to any component. .and are for"dry condition'of use. ).- .� " 2. 4 5.CompuTrus has no control over and assumes no responsibility for the 6Design assumes full bearing at all supports shown.Shim or wedge if �J fabrication,handling,shipment and Installation of components. necessary. `Y!C' 7.Designlaesassumes edadequateboth drainagecIstruss,provided. I+,. 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 IIIIII VIII'III VIII VIII VIII'III'III'IIITPIANTCA In BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size offplate In inches. r+ MITekUSA,InC./CompuTrusSoflware7.6.6(1L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111IIIIIIII 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 kt&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2-3=(-65) 41 TC LATERAL SUPPORT <= 12'0C. 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" -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) 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 rift ualift at 24 "ox saucing.) 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' 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 7 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. -1 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=1.6, o Truss designed for wind loads in the plane of the truss only. 0 N 'I'.,,_ OPIAIIIIIIIIIIMIIIII O - •001/111M-3x4 -1 y ), y 1-00 2-00 )PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : 2610-D MODIFIED PITCH NH - SJ1 Scale: D.6B„ 5�` 9IANEF�6's>o WARNINGS: tCJ� ' i ( ' , GENERAL NOTES,unless otherwise noted: ryry ppC `$ .1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 7.9 G/1 C L. 'r Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper j 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,,+'w /! 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 sheathingsuch as plywood sheathing(TC)C and/or d --119 ` �, the overall structure Is the responsibility of the buildingdesigner. p Yw 9(T ) rywall(BC). DATE: 9/9/2014 p ty 9 3.2x Impact bridging or lateral bracing required where shown+a 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. '}7 ,y"OREGON. to SEQ. : 6054218 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- +/.f >1IS A design loads be applied to any component. and are for"dry condition'of use. A. '7 y' 1 ° e� -�,. TRANS I D: 407743 5.CompuT us has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if SJ o.is. fabrication,handling,shipment and Installation of components. necessary. J��1� L� 7.Plates assumes adeqne drainage is provided. 11111111111111114111111 6 This PII design is furnished subject to the limitations set forth by 8 Plates shall a located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with loint center lines. 9. Digits Indicate size of plate in inches. MiTek USA,Inc,fCompuTrus 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 3'- 11.7° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF 01&BTR SPACED 24.0" O.C. 2.3=(-99) 78 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" -351 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 oaf) uplift at 24 'oc soacing.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 = 0.003' @ 1'- 0.1" Allowed = 0.054' 12 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072' 10.50 V MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9' 0 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=1.6, Truss designed for wind loads co in the plane of the truss only. v� o o� 111.- 111 4 • -/ M-3x4 y ), ) > 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3) � PROF 6:0 JOB NAME : 2610-D MODIFIED PITCH NH - SJ2 Scale: 0.6176 .\C:3o � 7` 'i WARNINGS: GENERAL NOTES,unless otherwise noted: .. SJ2 1.Builder end 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: SJ 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. /r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/' ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). 'CCDATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+v t+.n " 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 III SEQ. : 6 05 4219 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, I,- 'V' N design loads be applied to any component. and are for"dry condition"of use. 4f " r2. '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 �Q 7 14 r j iia., fabrication,handling,shipment and installation of components. necessary. �r 7.Plates assumesadequateon eothdrainage Isf sa C{� t1„ .. 6.This design Is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center Ill VIII II II III 11111 VIII IIII IIII III TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 111IIIIIIII 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" O.C. 2-3=(-148) 113 IC LATERAL SUPPORT <= 12"0C. 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 SG.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'- 9.2" -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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 PO) 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 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" NOTE:Design assumes moisture content does 10not 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 onin the plane of the truss only. U,vvo� /0:21/11 M-3x4 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4,3I 0PR()p F � - JOB NAME : 2610-0 MODIFIED PITCH NH - SJ3 Scale: 0.4958 5�� ' `y.cwo , WARNINGS: GENERAL NOTES,unless otherwise noted: ry 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 ±9G 11 I I�p E 1.-- Truss: SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper / J 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. /'" / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the 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). -4 fv. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "�. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}7` ,q_OREGON 1(/ SEQ. : 6054220 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. .74 \ design loads be applied to any component. and are for"dry condition"of use. "7 j"- .� ,Q �'�- TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the a.Design assumes full bearing et all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary.Design assumes /Zjfi RIO- 6. y 7. laes adequate one both drainageacIs truss,and This design is famished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center (VIII VIII II I II 1M VIII IIII II III TPI/WTCA in BCS(,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 PHI • 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"0C. 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 SO.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. IQQND. 2: Design checked for net(-5 osf) uplift at 24 'oc seacing.l 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" )t 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 cp in the plane of the truss only. ..- .4- 0 r-. v r/ o� � 0 4=. -/ M-3x4 y ,. y y 1.00 2-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,4,3I ct,t0 PR Ore JOB NAME : 2610-D MODIFIED PITCH NH - SJ4 -s`<- 0.4121 �5-s`<-i,v � sd, WARNINGS: - GENERAL NOTES,unless otherwise noted: 4 44J /7I/77^^^111C- `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 1.- tt��++ S I"t-�E c- 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 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 I ood sheathing(TC)C and/or d /g ,•�': IIIIIIIIIIIIII 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 IC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=(•51) 44 1-3=(0) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C, ( ) 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" -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,CI8,CN18 (or no prefix) = CompuTrus, Inc I'- 11.1" -42/ 51V 0/ OH 1.50' 0.08 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 1-11-01 T TLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )COND. 2: Design checked for net(-5 nsf) 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 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.6" Allowed = 0.130" MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.6" Allowed = 0.195" 10.50 V 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 ' in the plane of the truss only. 0 0 N O o/- 111=110 311110- M-3x4 'M-3x4 J, y 2-00 )PROVIDE FULL BEARING;Jts:1,3,2I R JOB NAME : 2610-D MODIFIED PITCH NH - SJ5 Scale: 0.7753 ��A,� t} PNJO`p�py_0.Wo WARNINGS: GENERAL NOTES,unless otherwise noted: CA. ' �r r + �"j 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 1 . 14. st�7 2 .f f 'E r- 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. ,/ ,s0 3.Additional temporary bracing to insure stability during construction „,..001.411112.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 y � ,, �` the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall 9C. DATE: 9/9/2014 dy 9 3.2x Impact bridging or lateral bracing required where shown++ (� C A 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 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,.. "'1�.a ��1! 407743 AA 3r� design loads be applied to any component. and are for"dry condition"of use. /^ -7 "" 7 " TRANS I D: 4077 7J 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V s fabrication,handling,shipment and Installation of components. necessary. ` R 11 7.Plates assumes adequateted dtage Is provided. It 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 I IIIIII I III 11111 VIII 1E ILII IIIA Oil IIII TPUWTCA in BCSI,copies of which will be furnished upon request nes 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 111111IIIIII 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" 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' •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,CI8,CN18 (or no prefix) = CompuTrus, Inc 3'• 11.7" -76/ 104V 0/ OH 1.50' 0.17 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 00. 2: Design checked for net(-5 Osf) 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 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 V 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' exceedNOT E19% attimeof nassumes elu 0 notmanufacture. 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=l.6, Truss designed for wind loads o in the plane of the truss only. co• r/- oIMEM o� 1►t 3►' M-3x4 y ; y 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:1,3,21 c( 0 PRQ1e. JOB NAME : 2610-D MODIFIED PITCH NH - SJ6 Scale: 0.6275 . (N yp]�y'os WARNINGS: GENERAL NOTES,unless otherwise noted: 4. ' �t1 , +C ,",Tr1.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 °9211•P E v-- Truss: uss: SJ 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. ,,i / ' 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top end 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 len th by the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,.0411.10". DATE: 9/9/2014 p ty 9 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. / OREGON SEQ. : 6054223 �cd0� 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, TRANS I D: 407 design loads be applied to any component and are for"dry condition"of use. /^ •T 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 V 14_, P fabrication,handling,shipment and installation of components. necessary. ty 7.Design assumes adequate drainage is provided. 4. IIIIII VIII IIII VIII VIII VIII VIII IIII IIII 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with Joint center lines. 9.Digits Indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 111IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1.2=(-145) 113 1-3=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.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" -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,C1B,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.( 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 IOPSF 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' 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=21.8ft, 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 r,--- o v7 v o I�- 0 1. 31t=� M-3x4 y 1, y 2-00 3-11-11 PROVIDE FULL BEARING;Jts:1,3,21 JOB NAME : 2610-D MODIFIED PITCH NH SJ7 5��r�OPNaxk-98,, Scale: 0.4961 \ l Q WARNINGS: GENERAL NOTES,unless otherwise noted: , V /C]r- 2 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 'tt t 921$r` 1 Truss: SJ 7 and Warnings before construction commences. building component.,Applicabllity of design parameters and proper f!/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 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 len h by " ' 4/i ` Po b 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ,,� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `c/ SEQ. : 6054224. 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, G7 "'4 NQ`S design loads be applied to any component. and are for"dry condition"of use. Q y '�4., 2. T TRANS I D: 407743 5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If a�P necessary. �y c-� } V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided rl R 14�"' H.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 1111111111111111 TPIM7iCA In BCSI,copies of which will be furnished upon request Digit coincidetwith joint ate in che. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./COfnpuTnls Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015