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Plans (373) c) ' I Ahil I(p) �v L``n( �`)C�1�`SS 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ,�RND PR() Fs, mac, � GIN /© - `t- 87022PE 9c' ua °' OREGON o 4 'c OBER A\ ©S A. HER EXPIRES:06/30/2015 August 25,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 2610 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 n. ID:_egh?ek1 p1 OciFEQgnUa1 oSyJt2m-A92189wNpheXW6VV7y9jkkWF1wQQTpbaMGPy?IykJbq I 2-6-0 I ri 1 1-2-0 1 1 0-11-8 1 I 1-7-0 I I 2-1-0 I Scale=1:28.5 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8e 0 10 e e s o Ni\- .0000000000111. : - c / N e e e o e 1 17 16 15 14 13 12 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 9-2-4 8-}-12 19-5-12 1 13-3-12 1fi-10-121 1 16-9-12 I I 8-2-4 0-1-5 0-7-0 3-10-0 0-7-0 0-7-0 2+0 0-7-0 Plate Offsets(X,Y): [6:0-1-8,Edge],18:0-1-8,EdgeL(9:0-1-8,Edge),[16:0-1.8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.28 13-14 >719 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.44 13-14 >460 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a Weight:76 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:13-14. REACTIONS (lb/size) 18=734/0-4-4 (min.0-1-8),11=734/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2547/0,3-4=-2547/0,4-5=2895/0,5-6=2895/0,6-7=2851/0,7-8=-2851/0,8-9=-1674/0 BOT CHORD 17-18=0/1557,16-17=0/2931,15-16=0/2895,14-15=0/2895,13-14=0/1674,12-13=0/1674,11-12=0/1674 WEBS 8-13=-324/0,9-12=0/347,2-18=-1680/0,2-17=0/1069,4-17=-415/0,4-16=-302/0,8-14=0/1312,7-14=294/0, 6-14=-352/0,9-11=-1851/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard tOPRoFe, ' 87022PE /N 7 "6�,OREGO �4©11 �r©fi4BE`R 1 P� '9 A. NERk EXPIRES:06130/2015 August 25,2014 1 a ®im4RNIMS.Veal'design pxcsxle$'rs ad READ RUES ONTHIS AME I:/UDD!)NITER REFERENCE PAGE NIT 7473 ree 112.3/20/$BEMUSE Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the A-T�1.' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IXl f R fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely lhrnP ( )aiciInstitute, ti17edv / / 3 Citrus Heights,CA,95610 If Southern Information available is Truss esgnN. titlea 0221byM6C 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 OgFEQgnUa1 oSyJt2m-eLcgLVx7Z?mO8G4hhggyHx3U8Kgl C Iejbw9WXlykJbp 1 1-0.0 I 10-8-4 II 1-2-0 11 1-8-8 11 1-9-0 11 1-2-0 11 1-4-4 11 1-6-0 I 1-6-0 1 Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x5=- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e o ® o e ei_\27 9 ''* e e 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8 = 3x4= 9-5-12 14-5-12 I 8-3-12 -10-121 1 13-3-12 1f-10-1i 1 19-2-8 1 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-5-12 Plate Offsets(X,Y): 110:0-1-8,Edgel,(12:0-1-8,Edge),)13:0-1-8,Edge),F23:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.29 21-22 >780 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.46 21-22 >499 360 BCLL 0.0 Rep Stress Ina YES WB 0.55 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/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. £,tscO PR O6 LOAD CASE(S) Standard .AG)NE .-.9, ,,./ 1.4 -17 Q 87022PE / 0 - '0),GREG( q© 11/1, 'SS .4/8'ER t� 110. A. NERC EXPIRES:06/30/2015 August 25,2014 A W8MAkar design blameless sod READ MIS ON 1UISAM mfaiZEE NTTEK REFERENCE PMOE frill-7 413 lee 1/28/21146EY79Ed/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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mitek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Ovally Cri$erra,DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. 7777 Greenback Lane,Suite 109 If Southern PirretSP)lumber isspeciflac the ofeaign:vslues are-these effective 06/03/2015 by ALrSC Citrus Heights.CA,95610 Job Truss Truss Type Qty Ply Ni70 D R42684363 PL13-291 UP H F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 Mi Tek Industries,Inc.Mon Aug 25 09:49:15 2014 Page 1 ID:_egh?eklplOciFEQgnUaloSyJt2m-6XA2YrxeKJuFIPftFNBBg9CkDklExsjsgau33BykJbo I 1-3-15 I I 1-2-0 1 I 0-6-13 I 2-6-0 I Scale=1:11.6 3x4= 11.5x3 II 2 3 1.5x3 II 4 3x4= 5 1.5x3 II L 0 LV e e 1.5x3 II 3x4= 9 8 7 3x4= 3x4= I 1-6-15 I 2-1-15 1 2-8-15 2.110-7 6-0-12 I 1-8-15 0-7-11 n-7-n OA-A 3-2-5 Plate Offsets(X,Y): (2:0-1-8,Edgel,(7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Weft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=261/Mechanical,6=261/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=331/0,3-4=331/0 BOT CHORD 8-9=0/331,7-8=0/331,6-7=0/404 WEBS 2-9=-407/0,4-6=-436/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard 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 �,R0 PREF- � iN s�0* 87022PE tn tv 7 ��'T OREG N rk©©h 16 '1r3ER \A' S A. Heck EXPIRES:06/30/2015 August 25,2014 1 ®WAtNTM3..treat del#7nmaw mrssod READ ROTES OHITRISAND I'mato KirkREFERENCE PAGEima7473ass1,/25/2D14DEECRE1<+SE Design valid for use only with Wick connectors.This design is based only upon parameters shown,and is for an individual building component. MT 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 MIT@k° 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 VA 1rlSafetyM�Pine rgmvaila>t $tom Trussffer& t e riesighe,7 WAS are esar a eecttoe9Sf201.31NALSC12 Alexandria, 22314. Citrus Heights,CA,95610 6mso Job Truss Truss Type Qty Ply 2610 D R42684364 PL13-291 UP_H F04 FLOOR 5 t Job Reference(optional) Pacific Lumber&Twos Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:15 2014 Page 1 ID:_egh?eklplOgFEQgnUaloSyJt2m-6XA2YrxeKJuFIPftFNBBg9cjhkKyxtVsgau33BykJbo I 2-2-4 I 1 3x4= 2 1.5x3 II Scale=1:8.8 N N k } X — /6 4 3 1.5x3 II 354= I 2-5-4 I 2-5-4 LOADING(per SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 4 '•*` 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 12 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=102/Mechanical,3=102/Mechanical FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard €:RtV PROPE., %NGINE �2 144 87022PE �C - cl‘ Ni 4� ti� , OREG•N X 0 '48ER 1 \ ' 11 C3 A• HECk EXPIRES:06/30/2015 August 25,2014 e A8fn',s€HIA3-Verify design pat-mem andR&1 AWES ON MS Ale MEOHITE:fREFEREtiEACE 1411.7413 eel.1/25/201fSFRStEti$E R Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. El 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 MTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine n tomboy is specified,the tlesignmillet are them effective 06/01/2013 by MSC Job Truss Truss Type Qty Ply 2610 D R42684365 PL13-291 UP H FOS 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?eklp1OgFEQgnUaloSyJt2m-akkRmAyG5cO6NZE4o4iQMM8pJ8Vfg9?03EeccdykJbn 1 1-0-0 11 1-2-0 11 1'5-8 II 2-0-0 I I 1-2-0 II 2-3-8 I 2-6-0 I Scale=1:33.2 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x8= 4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1`7'. e a e ee a u 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x5= 3x4= 9-5-12 14-5-12 I 84112 8rr10_121 I 13-3-12 1f-10-1 I 19.6-4 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 5-0-8 Plate Offsets(X,Y): 110:0-1-8,Edge),(12:0-1-8,Edge),117:0-1-8,Edge),[21:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.34 18-19 >683 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.53 18-19 >442 360 BCLL 0.0 Rep Stress Ina YES WB 0.75 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 25=853/0-4-4 (min.0-1-8),16=853/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1550/0,3_4=-1550/0,4-55=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. R � t�, P �F�s LOAD CASE(S) Standard �� �iw �})NE "9 tS1a29� 870 2PE -y 5. �4,,,, OREG N r?Q ' 0 BER '\ EXPIRES:00/30/2015 August 25,2014 9 9 ®liWtNr/YaNear designracarf tsrsanalREAfiCIESONTHISANDf•,k"1.tf EDHOEKREFERENCE PAGE MU7473mcF,/2912015 RE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual balding 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 �IT$�f^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteda,OSB-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 Sosithenn Pine ISM)lumber is spncaoess»the 4fesu ensues ace tinaas effective E16/01 20a3 by Job Truss Truss Type Qty Ply 2610 D R42684366 PL13-291 UP H F06 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc. Mon Aug 25 09:49:17 2014 Page 1 ID:_egh?ek1 p10gFEQgnUa 1 oSyJt2m-3wlpzWzusw8z?jpG MoDfvah?IXrePfH9HtNA84ykJbm 1 1-0.0 1 10.8-4 II 1-2-0 1 1 1-8-8 1 1 1-9-0 1 1 1-2-0 1 1 1-5-8 1 1 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 'LT' -./8.1\11W N-/ N. /\ _ '''s..... ....."'-N...... 9 •� e e 0 o q e ° e ' ZTX' 26 25 24 23 22 21 20 19 18 17 3x4= 4x5 = 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 9-5-12 14-5-12 I 8-3-12 1-10-121 1 13-3-12 1?-10-1{ I 19-3-12 1 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): (10:0-1-8,Edge),112:0-1-8,Edge),113:0-1-8,Edge),(23:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 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 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=844/0-4-4 (min.0-1-8),17=844/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1531/0,3-4=-1531/0,4-5=-2676/0,5-6=2676/0,6-7=-3437/0,7-8=3437/0, 8-9=-3834/0,9-10=-3834/0,10-11=3833/0,11-12=-3833/0,12-13=-3115/0, 13-14=2080/0,14-15=2080/0 BOT CHORD 26-27=0/815,25-26=0/2149,24-25=0/3100,23-24=0/3679,22-23=0/3834,21-22=0/3834, 20-21=0/3115,19-20=0/3115,18-19=0/3115,17-18=0/1168 WEBS 9-23=-278/0,12-20=-281/0,13-19=0/312,2-27=-1141/0,2-26=0/1003,4-26=-865/0, 4-25=0/738,6-25=-594/0,6-24=0/472,8-24=-397/0,8-23=0/502,12-21=0/925, 11-21=271/0,10-21=-97/292,15-17=1403/0,15-18=0/1097,13-18=-1261/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �R ,O P R Op?ss LOAD CASE(S) Standard tiNG(NE9 /0 1L `r 879 2PE r y `-0, cREG N q4 Pr AMBER •1\ �� SA. HE EXPIRES:06/30/2015 August 25,2014 i t RP3-Verily dcsvnFamine srrsand READ ML`TES CNMIS MID MIMED 141TpfREFERENCE PAOEma7473rev 1/29/20141MMISE 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 1111111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibi8ity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quatty Criteria,DS6-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Clrus Heights,CA,95610 It Southern Pine tSPPl to is wedged, .a eae t am these a ve 06/0112015 byALSC Job Truss Truss Type Qty Ply 2610 D R42684367 PL13-291_UP H F07 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:18 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-X6sBBs_WdEGgctOSwVkuRnEFQxJnBCHJWX7jgWykJbl I 0-9-12 I I 2-6-0 I Scale=1:11.9 1 3x4= 21.5x3 II 3 3x4= 41.5x3 II e 0 O o N Fit k F' .i- 3x6= 7 6 411 3x4= 1.5x3 II 6-2-4 I I 6-2-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) Udefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(TL) 0.00 5 n/a n/a Weight:29 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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) 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/Mil. 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 ' NG)NE�c �S,49 0�i x 87022PE � Adz.,/,.... 04 S‘"t,O OREGO ti�AO Ian A. HER EXPIRES:06/30/2015 August 25,2014 al ®OWE-Veritydesign para emr-s and REM IMES ON nes AND INCLUDED HELP(REFERENCE PAGEMa7473 rex 1i25/201461?0.4F( Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. il �. 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 Welt' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY® 1 R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Tell Qualify Cr9eda,DSI-89 and BC5I Building Component 7777 Greenback Lane,Suite 109 tttitutIntormahon available hesn Pine Izwabmmx iso sifed,,ther:1E 99vaiues areethem e#eSuite cties 04/02/2013 bY/ciSC4 Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 2610 0 R42684368 PL13-291_UP H F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:19 2014 Page 1 ID:_egh?eklp1OgFEQgnUa1oSyJt2m-?JQZOC 80XOhE1yeUDF7_?mMzLbkfZySIBsHCyykJbk 1 1-0-0 1 -7-8 I I 1-2-0 I I 1-8-8 I I 1-9'0 I I 1-2-0 I I 1-5-8 I I 1-6-0 I 15-0 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 _ • a e e //` _ -+\\olbs. a //` e e I,,, — e Si 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4=- 14-5-0 145-0 I 8-3-00 p-10-0/9-54 1 13-3-0 1�3-7-0 1 19-3-0 I 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,Edgel,(12:0.1-8,Edge),113:0-1-8,Edge1,(23:0-1.8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) Udefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.21 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.33 20-21 >705 360 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:26-27,25-26,17-18. REACTIONS (lb/size) 27=841/0-3-8 (min.0-1-8),17=841/Mechanical,17=841/Mechanical Max Horz 27=2601(LC 1),17=-2601(LC 1),17=-2601(LC 1) FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1525/0,3-4=-1525/0,4-5=-2663/0,5-6=2663/0,6-7=-3417/0,7-8=-3417/0, 8-9=3816/0,9-10=3816/0,10-11=3806/0,11-12=3806/0,12-13=3114/0, 13-14=2070/0,14-15=2070/0 BOT CHORD 26-27=1776/0,25-26=-647/0,24-25=0/601,23-24=0/1097,22-23=0/1216,21-22=0/1216, 20-21=0/684,19-20=0/684,18-19=0/684,17-18=-1471/0 WEBS 9-23=-284/0,12-20=-274/0,13-19=0/311,2-27=1155/0,2-26=0/980,4-26=-884/0, 4-25=0/711,6-25=-612/0,6-24=0/444,8-24=-418/0,8-23=0/500,12-21=0/900, 11-21=264/0,10-21=-106/282,15-17=1412/0,15-18=0/1076,13-18=-1269/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Non Standard bearing condition. Review required. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��[) PR 0 � 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 G c51 be attached to walls at their outer ends or restrained by other means. �Cj(N� '9 sJO LOAD CASE(S) Standard �N. �, �� 8 • 2P Er- ( f r 7 4,.),OREGO q'©4/ MBER 1� \'_ s A. HEN EXPIRES:06/30/2015 August 25,2014 i 8 ®ifir4RNIMS-Uer/f'desipn parameers and Win'CMS ON THIS AM 1M2U51ED HTTElf REFERENCE WE MIL 1473 res 1,2/24140E,ONEd1SE Design valid for use only with Mick 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MITe(tabrication.quality control,storage,derivery,erection and bracing,consult ANSI/TPI1 Quaffly Cdleda,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 Sesithere Pine(5P)lumber is specified,the design vetoes areetbaseetttstfver 1/201.5 by MSC Job Truss Truss Type Qty Ply 2610 D R42684369 PL13-291_UP_H F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:20 2014 Page 1 ID:_egh?ekl p1 OgFEQgnUa1 oSyJt2m-TV_xcY?m9r1/WsBXr1 wnMXCJbwI?Gc6abzrcglOykJbj I 0,9-4 1 1 2-6-0 I Scale o 1:11.6 1 3x4= 21.5x3 11 3 3x4= 41.5)(3 II e e e LI a N k . . 1= 7 6 t*. 1.5x3 II 3x4= 1 6-0-12 1 6-0-12 LOADING(psf) SPACING 1-7-3 CSI DEFL in (roc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=261/Mechanical,5=261/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=283/0 BOT CHORD 5-6=0/403 WEBS 3-5=_435/0,1-6=0/363 NOTES 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �R, PRQ ess 87022P, r. , a rid 7C\-‘ s,. tv 'ox OR GON tib lb'. sliBER A\ P�� ' A_ HES EXPIRES:06/30/2015 August 25,2014 r e ®t[4?LAT; -Verity design parameters acct'READ a' IES ON THIS NC INCLI E0IIHHT£KREFER£M PAGE MIT 7473ler1,/19/c'LPdBECAME Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. NU" 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 ■�f'7°QI.�" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BMB 1 R fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,761 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA,95610 If'Sou/ham Pine(SP).is-timber isepecified,the design values ate thole h4 _ 06$83,(2O1.3 by AMSC Job Truss Truss Type Qty Ply 2610 D R42684370 PLI3-291_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 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-xhXJpu0Ow9ePTK61 belb3Qrd29CNLPflCVLNHrykJbi 1 1-0.0 10-11-4 ii 1-2-0 11 1-9-0 I I 1-8-8 ii 1-2-0 14§. I 1-3-0 I Scale=1:33.5 4x6= 4x5= 3x4= 3x4= 3x4= 3x4= 3x4 = 4x4 = 1 `2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 2 26 25 24 23 22 21 20 19 18 3x4 = 4x5= 4x8= 3x5= 3x5= 3x5= 3x8= 3x4= I 2-2-4 12-9-4p-4-41 7-2-4 17-9-4I 1 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),16:0-1-8,Edge),(7:0-1-8,Edge],(26:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in floc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.36 21-22 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.56 21-22 >417 360 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.07 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=859/0-4-4 (min.0-1-8),27=859/0-2-12 (min.0-1-8) FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1933/0,3.4=1933/0,4-5=-3238/0,5-6=-3238/0,6-7=-3797/0,7-8=-4014/0, 8-9=-4014/0,9-10=-3872/0,10-11=3872/0,11-12=3166/0,12-13=3166/0, 13-14=1879/0,14-15=-1879/0 BOT CHORD 26-27=0/857,25-26=0/1933,24-25=0/1933,23-24=0/3797,22-23=0/3797,21-22=0/3797, 20-21=0/4005,19-20=0/3586,18-19=0/2590,17-18=0/1015 WEBS 3-26=-754/0,4-25=-379/0,7-22=-288/0,4-24=0/1512,5-24=282/0,6-24=-806/0, 15-17=-1295/0,15-18=0/1104,13-18=-908/0,13-19=0/734,11-19=537/0,2-27=1200/0, 2-26=0/1554,11-20=0/365,8-21=258/0,7-21=0/611 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)27. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �� P R OFtsrs' LOAD CASES) Standard 'q'' NE fp/,,9 87022PE - 'off, GREG•N ©0� ` d4 ERS'. EXPIRES:06/30/2015 August 25,2014 A r .r ® +'f.V.a-Yer;Ig design;:arame6rrs and hu7;=Soh IMAM 71Cf iZEb HTEK ME#Zi 7413 ree i,�ZS/2CS68L�&.4�k� Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. ''`rt 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 IPBye B fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 � ifSalsenr Pin e(SP)asoma ec is specified,the s'design t are1b r 0312013 by MSC Job Truss Truss Type Qty Ply 2610 0 R42684371 PL13-291 UP H F11 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:23 2014 Page 1 ID_egh?ek1p1OcIFEQgnUa1oSyJt2m-t4f4Ea2fSmu7jeGQj3K38rxziygPL 2gpgULjykJbg I 2-6-0 I 1r'I 1 1-2-0 I I 0-11-8 I I 1-2-0 I I 1-11-4 I Scale=1:28.3 3x5= 3x4= 3x4= 3x5= 3x4 =- 1 1 2 3 4 5 6 7 8 9 10 e e e • _ e _V °_ \ o e - e o 1 17 16 15 14 13 12 i 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8--12 9--5-12 1 13-3-12 113-10-1 I 16-8-0 I 8-2-4 0-1-$ 0-7-0 3-10-0 0-7-0 0-7-0 2-2-4 0-7-0 Plate Offsets(X,Y): 16:0-1-8,Edgel,(8:0-1-8,Edge),(9:0-1-8,Edgel,116:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.27 13-14 >734 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.42 13-14 >469 360 BCLL 0.0 Rep Stress Ina YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:76 lb FT=0%F,0%uE 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 PR Op. < .�( � ,5) sfp, 870 2PE v 7 ^0,,,,OREGO; if'Awl A. HeR EXPIRES:06/30/2015 August 25,2014 0 _ S Ammo's-Verity desiyra raramc rs and READ DOTES DRSAM)1M 71580 HIT£Y REFERENCE PAGE M117473�s I/lg/28r1d9L d75£ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.+ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the p �Te * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding /YB 1 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/T111 Quaky Crrfeda,DSB-89 and ICS!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 ifSautlsern Mite DPI lo toes it tseoigesf,khe design,values arebitosa effective 05/0312013 IsyA SC 1 Job Truss Truss Type Qty Ply 2610 D R42884372 PL13-291_UP H F12 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:23 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-t4f4Ea2fSmu7jeGQj3K38rx5dy?6pSB2gpgULjykJbg 1 2-6-0 I 1-9-11 I I 1-2-0 11 0-7-1 I Scale=1:17.1 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 'e' e e I� 0 4 . V e e e 1� 9 e 1.4 8 3x4= 7 3x4= 3x4= 3x4= I 4-5-3 41-11 5-1-11 1 5-8-11 5-1103 9-0.12 I 4-5-3 0-1-9 0-7-0 0-7-0 0-1- 3-2-9 Plate Offsets(X,Y): 18:0-1-8,Edge),(9:0-1-8,Edge) LOADING(pst) SPACING 1-7-3 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(L) -0.08 9-10 >999 360 BOLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:41 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=393/0-2-8 (min.0-1-8),7=393/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-826/0,3-4=-826/0,45=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 �REU PRpFFS Q 870 2PE 7 '0), OREGO /o©tlt 'P tc,08'ER \ 4 SA. He INN- EXPIRES:06/30/2015 August 25,2014 4 1 A mum-6crf tie lip rararac6xrsand READ WITS O,NMIS AND IhCWSEDMEM REFERENCE PAGE MIT-7473ma1,/2912614& 4EISE mil.......'» Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mitek, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage.delivery,erection and bracing.consult ANSI/TPI1 QuaIly 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 Hei If Staxthere p1r e)sp)tumfxef is cciiest,thervalues ar.1a o�**active OG/0312015 by MSC 9lds,CA.95610 w Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I (Drawings not to scale) offsets are indicated. Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. 111� Apply plates to both sides of truss1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For -lit 6" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I � C bracing should be considered. 111111 C:2,- 3. Never exceed the design loading shown and never F U U stack materials on inadequately braced trusses. a- d 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate O1111111L1C7 8 6-� cs6 O, designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. 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. �i Yby AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur16.Do not cut or alter truss member or plate without prior ©2012 MiTek�All Rights Reserved approval of an engineer. Ir/ 17.Install and load vertically unless indicated otherwise. ® . Min size shown is for crushing only. 1111 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. sr BCSI: Building Component Safety Information, Tek* 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 P N IJ p -0 G a O O y O A • 2. z z ox x z z .".. v z O 'o r x o 0 0 56'0 s 6 z 39'-6' I 16'-0' o, ,2. Z 1 8'-0' -I 1 81-0' -I CIro - — J1 I J1 ,4. 2 — ! AJ2 11. N °z z °z -to AJ3 ``I► N Pr J m w `"'ff a AJ3 AMI ' 8° : cs IV IN J2 2 0 G � I (2) ,IyOmT 153 + E rn2 Yoym 12§mom N o c9�i = Ilii 1 jai - 4;AOZ8TO002,0 m on�2{n? -yi522r 4 BJ4 iaW, I N Q F °r y<0 0 0kw.,,i loyCyp O0 1 BJ3I N , � m0fix ' m c �c m�= � � JI ^0 a ,ipa6c-4 gisa oa BJ2Inn I. 43 BJ1IV 3 K2E EEK 4 cr 011104 ID 1a-0• 379-r16%6' E. c ■ r-ol_ -0. rn N v - - ® CONFORMS TO DESIGN CONCEPT : ,.. ® CONFORMS TO DESIGN CONCEPT C CONFORMS TO DESIGN CONCEPT WITH 2 ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN 1, REVISIONS NOTED RMiN C NON-CONFORMING-REVISE AND RESUBMIT 0 NON-CONFORMING-REVISE&RESUBMIT ,,, 3 g B rims SHOP DRAWING HAS BEEN RE IEWED FOR GENERAL.CONFORMANCt. THIS SHOP DRAWING HAS BEEN REVIEwEO FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 0 c FABRIGATOFVVENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE ." 2 DRAWINGS,SPECIFICATIONS.AND APPLICABLE CODES,ALL OF WHICH HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 'vi PRIORITY OVER THIS SHOP DRAWING. OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. 2i0 if By Alexia Fukui Date 9/22/14 2 By: Todd R. Eaton Date: September 19, 2014 MILBRANDT ARCHITECTS CT ENGINEERING INC R, m2 tai r DS 6 y m ,s•• O.+� m � ? O— r A 60 by0 tig azzF0 ox x z ? "•• -oz 0 0 li x 0 56'-0" 2. m z 12' -0"I 10'-0" 3T$" I 16'-6" 1 °�' x z o rn o / t Cu g g K Cl) Cl) K 4 0 117401 (SNP a) ' , 4 i BJ1 J1 ,, B� . a A A A _ BJ2 Z m 0 — e D 5 < Co0 Co m BJ3 1` N ' m 2 2 2 1. Yt w L, N MIs N ..�J4 iv w +1 • �. / m , a Is: w , l'til, 1 k= 1 ..i l‘ _4: 1 *:J6 (2) i ei o `ZyyDc GZZyyTZ2" J ^ N p 2. o<o<oo�Z �_��s<� AJ3 � `_ N _J9 m▪. fZ/1T11NOi7C�ZT A tZ , / ,, 1 _,� c, . o0J _ J1 ,,. i ,I _ J� t(04io JA,, .c i a§l `fi ,B.E . m 1 i 1 2. / timid 4 �8' g g8' K co 39'x" r I 16'-6" E. C h 56'-0" 2 V! H to ® CONFORMS TO DESIGN CONCEPT . ❑X CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH ® CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN ❑ REVISIONS NOTED 1 El NON-CONFORMING-REVISE AND RESUBMIT m 0 NON-CONFORMING—REVISE&RESUBMIT n THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE C' 3 WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 0 a FABRICATORNEND R OF RE.'SPON SIBILIY't FOR CONFORMANCE WITH DESIGN FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE z C; 1 2 DTAWINGS SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY PRIORITYCVERTHISSHCf DRAWING. DESIGN THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, By Alexia Fukui Date 9(22(14 M I L B R A N D T ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). A w rifts.Po $ G k-k- --0,- 4,- ... O , t 2420 . IIIIII VIII() 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 75 2- 9=(-333) 1878 9- 3=( 0) 578 13- 7=(-203) 115 BC: 2x6 KDDF #1&BTR 2- 3=(-2651) 479 9.10=(-320) 1760 3.10=(-439) 315 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1927) 484 10.11=(-254) 1358 10- 4=( -57) 378 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1375) 420 11-12=(-254) 1527 10- 5=(-101) 163 IC 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"OC. 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"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 9'- 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1736V -165/ 174H 5.50° 2.78 KDDF ( 625) OVERHANGS: 12.0" 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -256/ 1613V 0/ OH 5.50" 2.58 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 WI uplift at 24 "oc spacing.( onnector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Cnn,ctoCplB (or no prefix) = orspuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C M,M2OHS,M18HS,M16 = MiTek MT seriesMAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 7-11-11 1-00-10 7 -11-11 MAX LL DEFL = -0.036" @ 9'- 0.0" Allowed = 0.804" f 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 NORIZ. LL DEFL = 0.021" @ 16'- 6.5" 597130# 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/er46 M 5x6 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 44140111 12 (AllHeights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),M-3X4 10.50loaddurationtactor=l.6,Truss designed for wind loads S, in the plane of the truss only. M-3x4 1111116 vrse�riA ,o „ , SSS►_"1 :o-3x8 M-3x4 13 **e oM-7x8 =M-6x6 M-3x5 0 - =32.75 2X WEDGE 75 . 2 0 12 W/(2) M-3X4 TYP. 12 2-05-08 5-02-12 1-09-04 2-09-08 2-00 2-09 .k > y ,. J, y 1-00 2-05-08 9-09-08 2-00 2-09 * * * 1-00 17-00 5) RROi JOB NAME : 2610-D MODIFIED PITCH NH - Al Scale: 0.2530 �5 �cl 7191©cs �� , WARNINGS: GENERAL NOTES,unless otherwise noted: L4 ±9 1 T E i"� 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and is for an Individual 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. /'"y ��r 3.Additional temporary bracing to Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 4610m mpo ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .��lmri DES. BY: LJ 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++ �L ORECION�� <C SEQ. No load should be applied to any component until after all bracing and 4..Installation of truss is the responsibility of the respective contractor. A. $EQ. : 6054191 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ereto be used Inc noncorrosive environment, 1. 2. �'S design loads be applied to any component and are for"dry condition"of use. /< 9 F 1 4 , TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary.Dassumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design asumes adequate drainage is provided. •.t.Rt1•' 6.This design is furnished subject to the lindtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111 I ./ ( frequest. lines coincide with joint center lines.size MTe USA,Inc./CompuTrus us Sotware 7.6.6(1L)E 0Fgiindicate nbsiconnector design values see ESR-1311,ESR-1888(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 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 75 2- 8=(-226) 849 8- 3=( -8) 258 8.12=(-73) 82 BC: 2x4 KDDF ((ABTA SPACED 24.0" 0.C. 2- 3=(-1131) 300 8- 9=(-217) 797 3. 9=(-415) 293 WEBS: 2x4 KDOF STANDSTAND; 3- 4=( -662) 204 9-10=( -87) 575 9- 4=(-146) 432 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 <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -851) 219 10- 6=( -32) 64 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 10-12=(-106) 563 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCA- 00.00" -145/REACTIONS -183/ACT1911H 5.50" 1.33N KDDF (SPECIES 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, (lir no eprefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' 8-06 8-08 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 2-09 5 09 3 05-08 2-03-08 2-09 MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.016" @ 8'- 6.0" Allowed = 0.804" T T T - T -( MAX TC PANEL TL DEFL = 0.059' @ 5'- 9.6" Allowed = 0.727" 12 IIM-4x4 12 MAX HORIZ. LL DEFL = 0.013" @ 16'- 6.5" 10.50/ N10.50 MAX HORIZ. TL DEFL = 0.022" @ 18'- 6.5" 4 NOTE:Design assumes moisture content does BN 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads Aiii-3x4 in the plane of the truss only. M-3x4 M-3x4 9p ��,v- M-3x5 0� � ee - tee, ra*; 8 s �!- 0 1 M-5x6 M-3x8 i 12 **7-�I 0 o bi- CCB M-3x4 M-3x4 O 0 2.75 $2X WEDGE 12 W/(2) M-3X4 TYP. ), y y J1, y .,1- 2-05-08 6-00-08 3-08-07 0-00-09-00 2-09 1-00 2-05-08 9-09-08 4-09 1- ) y 1-00 17-00 PROF JOB NAME : 2610-D MODIFIED PITCH NH - A2 Scale: 0.2574 `t, n INIEPt... p WARNINGS: GENERAL NOTES,unless otherwise noted: �((���rr��N r /"jy' 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual 4' T s PE 1✓ Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibitty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lat DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughorougho bracedut their le )th by continuous sheathing such as plywood sheathing(TC)and/or drywall C. ,-' DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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 t, SEQ. : 6054192fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4„.., -,F Nt„. As, TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. /,,,, -7�r 1V. 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 L/ fabrication,handling, necessary. A� �n ` { shipment and installation of components. 7.Design assumes adequate drainage is provided. `tel rl 4.•1• 6.This design is furnished subject to the Imitations set forth by O.Plates shall be located on both faces of truss,and placed so their center I IIIIII II II VIII VIII VIII ILII III I III IIIITPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines 9.Digits Indicate size of plate in Inches. 10. Cs 9 .7 MITekUSA,InC./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311, EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-5=(-87) 173 5.3=( 0) 107 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2-3=( 281)334 5.6=(-85) 157 3-6=(-169) 91 WEBS: 2x4 KDDF STAND 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 SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -35/ 381V -48/ 139H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -147/ 79V 0/ OH 1.50° 0.13 KDDF ( 625) Connector plate prefix designators: 8'- 0.0" 0/ 118V 0/ OH 5.50" 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.l 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' MAX IC 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' MAX HORIZ. TL DEFL = 0.002' @ 7'- 6.7" ��) NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, M-3x4 Design conforms to main windforce-resisting 12 0 o system and components and cladding criteria. 10.50 V o Wind: 140 mph, h=20,9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c%) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 pAp w � � 5 ��6 o �� M-1"5x3 o M-5x6 $2X WEDGE a 2.75 W/(2) M-3X4 TYP. 12 1, ; ), 1, 2-05-08 5-01-03 0-05-05 y y 1, y 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING:Jts:2,4,6I 00PROppe 0 Scale: 0.4786 CO' . 7/C7 //7 , JOB NAME : 2610-D M O D I FI I E DWARNPITCH NH - AJ2 NGS: GENERAL NOTES,unless athe wise noted: r jr�(/N ( 'r 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 .92 0 0 rp and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AJ 2Incorporation of component Is the responsibility of the building designer. - 2.2x4 compression web bredng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lehby mow, DES. BY: LJ is the responsibility at the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C. " n DA TE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� OREGON N� /, $E Q. : 6 054193 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. b W fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosNe environment, ,i 7. �„{__ design loads be applied to any component. and are for"dry condition"of use. I. -7'7 1 4 "� T' TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 8.Decease assumes full bearing at all supports shown.Shim or wedge it �y fabrication,handling,shipment end installation of components. 7.Design sumes adequate drainage is provided. 41'"R R I t-\. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIMlTCA in BCSI,copies of which VA be furnished upon request. Digits in lines coincide with jointae in Ines. 9.Dieindicate de size ofplateo inches. MiTek USA,InC./CompuTfusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-5=(-163) 262 5-3=( 0) 126 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2.3=(-374) 48 5-6=(-157) 242 3-6=(•261) 169 3.4=( -79) 62 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°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 SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0,0" -26/ 434V -72/ 194H 5.50' 0.69 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (P9) 5'- 10.9' -127/ 119V 0/ OH 1.50' 0.19 KDDF ( 625) C,CN,CI8,CNI8 (or nno prefix) = Com uTrus, Inc 8'- 0.0" 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) M,M2OHS,M18HS,M16 MiTekpMT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. )GOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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" @ -1'- 0.0" Allowed = 0.133' 1-05-06 4-06-05 MAX LL DEFL = 0.003' @ 2'- 7.8' Allowed = 0,270' MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.078" MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.105" -> MAX BC PANEL TL DEFL = -0.034' @ 5'- 0.1" Allowed = 0.291° DI MAX HORIZ. TL DEFL = 0.003" @ 7'- 6.7" 12 10.50 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windfarce-resisting system and components and cladding criteria. N M-3x4 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=l.6, Ii Trssind lads ii1111111111111.- Trussedesiesignedfforeorwindsloonly. M-3x4 1110111- o� -. 5 m6 �� o M-1.5x3M-5x6 $2X WEDGE a 2.75 W/(2) M-3X4 TYP. 12 y i' y y 2-05-08 5-01-03 0-05-05 1, y y 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 �( >vt1 PRpFcs Scale: 0,3926 4,r 51 ”fifi J>�� WARNINGS: GENERAL NOTES,unless otherwise noted. -fir 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 �' TO PEE 1'r Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2r4 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.such a plywood unless braced throughout their length by r DATE 9/9/2014 responsibilitybuilding designer. continuous sheathing such as required where shown and/or drywall(BC. the overall structure is the res onsibill of the 3.2x Impact bridging or lateral bracing where shown++ I CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6054194 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �. �� y{�� TRANS I D: 407743 design loads be applied to any component. and are assumfor es fulldition"beadn of all supports f�1 P 6.Designg pports shown.Shim or wedge if [J 1 4 5.CompuTrus has no control over and assumes no responsibility for the9 fabrication,handling,shipment and installation of components. necessary. `i 7.Designlaesassumes atedadequate 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 11111111111111111111110.TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(Weft) EXPIRES:12/31/2015 IIIIIIIIIIIII 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 M1&BTR SPACED 24.0" 0.C. 33=)-3744) 48G -7=(-157) 242 3.7=(-261) 169 2. WEBS: 2x4 KDDF STAND 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 SO.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. )COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11 11MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' - MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133° �1-05-06 6-06-05 MAX LL DEFL = 0.003' @ 2'- 7.8' Allowed = 0.270" MAX LL DEFL = 0.000" @ 0'- 0.0° Allowed = 0.078' 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/ G' Design conforms to main windforce-resisting system and components and cladding criteria. CV Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, eL Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x40 sa -V s ._�7 o 201111111:11 m.^.1- M-5x6 M-1.5x3 0 $2X WEDGE W/(2) M-3X4 TYP. - 2.75 12 y y yy 2-05-08 5-01-03 0-05-05 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING'Jts:2.4.71 op PRore JOB NAME : 2610-D MODIFIED PITCH NH - AJ4Scale: 0.3274 'ca 711p /�,* WARNINGS: GENERAL NOTES,unless otherwise noted: ! �T-E ;59 TSP 1.Builder and.erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AJ 4Incorporation of component is the responsibility of the building designer. l 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Y„A.�11�,> DES. BY: LJ 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++ OREr?ON �,(4 44. TRANS I D: 407743 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. 'if SEQ. : 6054195 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1 2 design loads be applied to any component. and are for"dry condition"of use. �' ) f 1 4 �� 6.Design assumes lull bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the q. necessary. � y . fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. L. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI WTCA in BCSI,copies of which will be furnished upon request. de th MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9 )Digits inines dicatesizejoint plate incenter tines. . 10. EXPIRES: For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 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 #16BTR 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 KODF 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=( 0) 74 7-13=( -190) 1168 ADDL: TC CONC LL+DL= 960.0 LBS @ 16'- 0.0" NOTE: 2x4 BRACING AT 24"0C 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 SO.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -446/ 2387V -228/ 228H 5.50' 3.82 KDDF ( 625) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 26'- 0.0" -841/ 3984V 0/ OH 5.50" 6.38 KDDF ( 625) Connector plate prefix designators: ( 2 ) complete trusses required. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Join together 2 ply with 3"x.131 DIA GUN ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] M,M2OHS,M18HS,M16 = MiTek MT series nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -1'- 0,0" Allowed = 0.100" **HANGER BY OTHERS TO APPLY 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.034" @ 16'- 4.9" Allowed = 1.254' 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.109' @ 16'- 4.9' Allowed = 1.672" MAX LL DEFL = -0.001' @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 27'- 0.0" Allowed = 0.133' 9-11-11 6-00-10 9-11-11 T 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" 12 960# f 12 NOTE:Design assumes moisture content does 10.50 M-4x6 M-4x6 not exceed 19% at time of manufacture. V M-3x45 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=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 1r 1! yr .. ill .. Cr M-3x4 M-110 12 13 _. 5x3 110.25° M-6x8 M-1.5x3 M-3x5 O M-7x8(S) I I I I j 1562# ,, ), 4-11-11 4-07-07 6-09-13 4-07-07 4-11.11 1, y 1-00 26-00 y y 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B1 ��.� ° PR�'�"s Scale: 0.2159 %ti U INp" �/ WARNINGS: GENERAL NOTES,unless otherwise noted: Q✓ !!! 'Sr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 47 g ,P 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. DES. BY: LJ 3.Additional temporary bracing to insure stabipty during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length �1�. Is the responsibility of the erector.Additional permanent bracing of @ )). .r' 11010. DATE: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC. / " Q P ty 9 3.2x Impact bridging or lateral bracing where shown++ • SEQI� 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 fib! . : 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, � ,J 2P t,....4�� design loads be applied to any component. and are for"dry condition"of use. / f a TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If t�, fabrication,handling,shipment and Installation of components. necessary. w `f { T- 6.This design Is furnished subject to the limitations set forth 7.Designlaesassumes adequate one both drainage is provided.,andRIO- 6. 111111111111111110111 by 8.Plates shall be located on faces of truss, placed so their center TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForrits bbaIndicate c coonnecto size of ate design vlate in alues see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 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 3- 4=(-1095) 450 13-10=(-253) 882 12- 6=(-179) 128 WEBS: 2x4 KDDF STAND 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. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- B=( -740) 396 13- 9=(-245) 215 TOTAL LOAD = 42.0 PSF 7-8- 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 BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.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' -287/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.I 11-11-11 T 2-00-10 11 -11 11 T VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-00-14 4 09 02 6 1100-95 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5 L2 01-11 4 09 02 5 00 14 f MAX TL CREEP DEFL = -0,003' @ -1'- 0.0' Allowed = 0.133" 12-01-111 1 410-05MAX LL DEFL = 0.031' @ 13'- 0.0' Allowed = 1.254' MAX TL CREEP DEFL = -0.062" @ 13'- 0.0" Allowed = 1.672" 10-00 MAX LL DEFL = -0.002' @ 27'- 0.0" Allowed = 0.100" 10-00 ' ' f MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133' 12 12 MAX HORIZ. LL DEFL = 0.018" @ 25'- 6.5" 10.50 V M-4x6 10.50 MAX HORIZ. TL DEFL = 0.028' @ 25'- 6.5' M-4x6 NOTE:Design assumes moisture content does M-3x4 6 not exceed 19% at time of manufacture. Otmmemommummoremmemmommi4 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, ind M 1.5x3 M 1.5x3 Trinuss thedplaneed offor thewtrussoads only. NI v ,(- MX ',...A166h`'. UA 4 01` ri `12 13 " 1 o M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 O J, y J- ), 9-08-04 6-07-08 9-08-04 I I ), 12-00 14-00 I )' I I 1-00 26-00 1-00 Scale: 0.2015 '''���r�'�p PR Opt. JOB NAME : 2610-0 MODIFIED PITCH NH - 62 CI 77 * WARNINGS: GENERAL NOTES,unless otherwise noted: 44 Q' T92.10PE (. B2 rf 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. 3.Additional temporary bracingto insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at At Po 2'o.c.and at 10'o.c.respectively unless braced throughout their lengQth by +,�mA - DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). * C:' DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ OREGON A.4.No load should be app8ed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6054198 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrsNe environment, Q design loads be applied to any component, and are for"dry condition"of use. �� ' 1 4 Q� C- 6.Design assumes full bearing at all supports shown.Shim or wedge If p� TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the necessary. ft 'l�` y 4 fabrication,handling,shipment and installation of components. 7.Design umes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center will be upon urnished I 111111 11111 11111 IN VIII VIII VIII IIII IIIMITTpe USA,Inc./CompuTrus lSoftwaref7.6.6(1 L)-E request. 10.lines FFde vrith joint center Ines. Digits sicconnector plate design values see EOR-1311,ESR-1988(MiTek) indate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2- 8=(-12B) 1107 3- 8=(-410) 357 BC: 2x4 KDDF #1&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 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-1257) 463 9- 5=(-410) 357 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 306 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 75 OVERHANGS: 12.0• 12.0" TOTAL LOAD = 42.0 PSF plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C Connector8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN1B ( r = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -212/ 1206V -303/ 303H 5.50" 1.93 KDDF ( 625) 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 psf) uplift at 24 "oc spacing.' 13-00 13.00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f 6-07-14 T MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" 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" 12 MAX TL CREEP DEFL = -0.078" @ 8'- 9.2° Allowed 1.672" 10.50 M-4x6 12 MAX LL DEFL = -0.002' @ 27'- 0.0" Allowed = 0.100' �� 10.50 MAX TL CREEP DEFL = -0.003" @ 27'- 0.0' Allowed = 0.133' 44 MAX HORIZ. LL DEFL = 0.020" @ 25'- 6.5' 0� 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 M-1.5x3 M-1.5x3 Trussduration designedffor owind6loads in the plane of the truss only. v /iiih , v- c. g T rIM 8 9 - p O M-3x4 M-3x4 M-3x4 M-3x4 o M-3x5(S) ), y y 8-09-04 8-05-08 y ), ), 8-09 04 10-00 16-00 y 1-00 26-00 1 y 1-00 c0 op. JOB NAME : 2610-D MODIFIED PITCH NH - 63 Scale: 0.2034 ��< IN �5> WARNINGS: GENERAL NOTES,unless otherwise noted: �1!5. ftp! t P E . p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7920 92®S f L- 1"' Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibiity 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 4/JRr•' 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++ w 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. -17 OREGON !(f SEQ. : 6054199 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� -if y 24N. TRANS I D• 407743 design loads be applied to any component. and are for"dry condition"of use. 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 4. Q 14 fabrication,handling,shipment and installation of components. necessary. ill �Q` 6.This design is furnished subject to the imitations set forth 7.Designlaesassumes adequate oc drainage is provided., ` `�b t��,,. I Iillll HMI 11111 VIII VIII VIII II IIII by 8.Plates shall be located on both faces of truss,and placed so their center R 1 TPIMlTCA in BCSI,copies of which will be furnished upon request. Tines coincide with joint center Ines. 9 Digits MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E In inches. 10.FForr basicicate connectosizerplatefte design values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2-12=(-230) 975 3.12=(-245) 216 BC: 2x4 KDDF M1&BTA 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 <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -740) 396 13- 9=(-245) 215 TOTAL LOAD = 42.0 PSF 7-g- 9= (- ,095) 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 BAG AREA LOCATIONS REACTIONS REACTIONS SIZE 50.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 )GOND. 2: Design checked for net(-5 psf) uplift at 24 'pc spacing.( 11-11-11 .'2-00-10 11-11-11 ' .' VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/180 5-00-14 4-09.0211,00-95 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" '2-01-111 -00-U5MAX LL DEFL = 0.031' @ 13'- 0.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.062" @ 13'- 0.0' Allowed = 1.672" 10-00 MAX LL DEFL = -0.002" @ 27'- 0.0" Allowed = 0.100' 10-00 ' 'fT MAX TL CREEP DEFL = -0.003' @ 27'- 0.0" Allowed = 0.133" 12 12 MAX HORIZ. LL DEFL = 0.018' @ 25'- 6.5" 10.50 1/ M-4x610.50 MAX HORIZ. TL DEFL = 0.028" @ 25'- 6.5" M-4x6 NOTE:Design assumes moisture content does M 3x4 s not exceed 19% at time of manufacture. #mmmommmmmmmommit. 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=l.6, M 1.5x3 M 1.5x3 Trinuss thedplaneed offor thewind trussoads only, 111111111111111111 V. v o4T as Ar 4. 7 r' `, 13 r 1 o o M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 0 ), ), ,1 1" 9-08-04 6.07-08 9-08-04 1, ; y 12-00 14-00 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B4 scala: 0.20,5 ,c;cr PRN 6 WARNINGS: GENERAL NOTES,unless otherwise noted: • !920 OPE 5'J 44.1 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 ' Truss: B4 and Warnings before construction commences. building component.Applicability of design parameters and proper ,r 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 stabdty during construction 2.Design assumes the top and bottom chords to be laterally braced at �rr"' 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by .�mrr, DES. BY: LJ 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++ OREGON 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. SEQ. : 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. v l' �N S design loads be applied to any component. and are for"dry condition"of use. Q 1 4 t�.T TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnecessary.assumes full bearing at all supports shown.Shim or wedge if tt �f fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. Ft R1t� 6.This design is furnished subject to the!irritations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII(III(IIITPI WTCA in BCS(,copies of which will be furnished upon request. 9.(ines Digits indicde ate sizejoint of plate incenter inches. 10. C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 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 /F1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2-10=(-153) 969 3.10=(-254) 240 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 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 <= 12'0C. 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 psfl 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 LL DEFL = -0.002" @ 27'- 0.0" Allowed = 0.100" 5-00-14 4-10-13 3-00-05 3-00-05 4-10-13 5-00-14 MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.148" @ 4'- 8.5" Allowed = 0.591" 12 12 MAX HORIZ. LL DEFL = 0.018" @ 25'- 6.5" 10.50 V M-4x6 M-3x4 M-4x6 10.50 MAX HORIZ. TL DEFL = 0.028' @ 25'- 6.5" ' OMMIEMM4AMMMMIMM 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=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A11I . load duration factor=1.6, M-1.5x3 Truss designed for wind loads in the plane of the truss only. v v O . 10 11 MM . O M-3x4M-3x8 M-3x5(S) M-3x8 M-3x4 C 9-08-04 6-07-08 9-08-04 ; 1, y 12-00 14-00 , i, ), ), 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B5 Scale: 0.2270 ��� �Cl PR4F�r6, WARNINGS: GENERAL NOTES,unless otherwise noted: 4,„ r r ! I /* p 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual '' .9 110 PE l•-•Truss: B5 and Warnings before construction commences. building component.Applicability of design parameters and proper 41X,// 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 stebiRty 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 len th by Is the responsibility of the erector.Additional permanent bracing of gg �r _ 45 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 P ty 9 3.2x Impact bridging or lateral bracing where shown++ # Cr SEQr'1 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� OREGON '�C/ . : 6054201 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, j �j 2.0 'F� design loads be applied to any component. and are for"dry condition"of use. / 4 T TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if C3 1 Q` fabrication,handling, Design assumesessary. A� P Fl ` (� shipment and Installation of components. 7.Design adequate drainage Is provided. �r7' 4.4 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch will be lin de with IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MTe USA,IncI/WTCA in ./CompuTrus SI,copies of 'Software 7 6 6(1 L)E request. 10.For basic s connectoroplate design values see ESR-1311,ESR-196a(MiTek) int center lines. 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 • 1111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 HIP EB SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA; LOAD DURATION INCREASE = 1.15 (Non-Rep) I. 2=( 0) 75 2-10=(-446) 2306 3.10=(-133) 227 2x6 KDDF #1&BTR T2 2- 3=(-3306) 710 10-11=(-526) 2863 10- 4=(-100) 1152 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-3159) 727 11.12=(-526) 2863 10- 5=(-820) 263 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-2341) 593 12- 8=(-410) 2306 11- 5=(-189) 791 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 26'- 0.0" V 5- 6=(-2341) 593 5-12=(-820) 262 TC LATERAL SUPPORT <= 12'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 6.120)-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 IC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 18'- 0.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BAG 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or. spacing.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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" f 1' '' 1' 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. T597.30# 597.30# Design conforms to main windforce-resisting 12 M-4x6 M-4x6 12 system and components and cladding criteria. 10.50 V M-3x8 \I 10.50 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, /M-1.5X3 T2 t load duration factors;ds Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. M-1.5x3 vvoIriw 3I `12, o O M-3x8 M-3x8 110.25" M-3x8 M-3x8 o M-7x8(S) 7-07-02 5-04-14 5-04-14 7-07-02 1, , 1' 1" 1-00 26-00 1-00 9,0 PROOFS JOB NAME : 2610-D MODIFIED PITCH NH - B6 Scale: 0.2284 tiG' 149 1" WARNINGS: GENERAL NOTES,unless otherwise noted: Lt ± I 1E11111111 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 IC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1.2=(0) 75 2-4=(0) 0 BC: 2x4 KDOF R18BTR SPACED 24.0" O.C. 2.3=(0) 118 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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,MI8HS,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 psfl uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004' @ 1'- 0.0" Allowed = 0.135" MAX TC PANEL TL DEFL = -0.011" @ 1'- 1.5" Allowed = 0.202' MAX BC PANEL LL DEFL = 0.018' @ 4'- 4.6' Allowed = 0.454" MAX BC PANEL TL DEFL = -0.211" @ 5'- 5.8" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10.50/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 N -a- ,-,,x_. V O/ / o �<-.4 M-3x4 y 1-00 y PROVIDE FULL BEARING:Jts:2.3.4( 10-00 y JOB NAME : 2610-D MODIFIED PITCH NH - BJ1 X01, .0PROPE• ss Scale: 0.5116 \• v ( +bry7,� fqk WARNINGS: GENERAL NOTES,unless otherwise noted: 4.4./� i/ / 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 .!9211 0 PE t"Truss: 5J1 and Warnings before construction commences, building component.Applicability of design parameters end proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibBty of the building designer. 411001,,0100C'' DES. BY" LJ 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 r' +� DATE: 9/9/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ./ " 9 3.2x Impact bridging or lateral bracing where shown++ ! CC 4.No load should be appeed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -3;P OREGON 4C1 SEQ. : 6054203 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1- 4,y ,\1Y. A. TRANS I D: 407743 design loads be applied to any component. 6.Dand es an assumes fulidbeaon of at all su /pports 5.CompuTrus has no control over and assumes no responsibility for the 9 9 shown.Shim or wedge if 4 14 `Z Q+ fabrication,handling,shipment and installation of components. necessary. C 6.This design is furnished subject to the Imitations sat forth 7.Designlaes shall assumes on drainage is opruss,a. '�b` �„ I VIII VIII IIIA VIII VIII VIII VIII IIII IIII TPIM7rCA in BCSI,copies of which will be furnished upon request. 6 linesecoincideewithjoint can Nnes.9. s of truss,and placed so their center rl MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForrits basiciconnecosize oplate ate in gches. values see ESR-1311,ESR-1966 P design (MiTek> EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&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 <= 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 SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -12/ 364V -48/ 139H 5.50° 0.58 KDDF ( 625) 3'- 10.9° -233/ 210V 0/ OH 1.50' 0.34 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,N2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing,' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = -0.025" @ 2'- 3.8" Allowed = 0.313" MAX TC PANEL TL DEFL = -0.052' @ 2'- 0.7" Allowed = 0.469" MAX BC PANEL LL DEFL = -0.031' @ 4'- 4.6° Allowed = 0.454" MAX BC PANEL TL DEFL = -0.274" @ 5'- 5.8" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.001' @ 3'- 10.9' 3-11-11 ," NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 V Design conforms to main windforce-resisting 10.50 system and components and cladding criteria. ( Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. 0 c!> v 4 -/ o- ►�4 0 M-3x4 y y y 1-00 (PROVIDE FULL BEARING:,Its:2.3.41 10-00 0 PROFS JOB NAME : 2610-D MODIFIED PITCH NH - BJ2 Scale: 0.5025 �<{,r;e'f/7N/f l s/e-yr, WARNINGS: GENERAL NOTES,unless otherwise noted: *GJ �l - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper ,i Truss: BJ 2 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibllty of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et � " 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by /' rr DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ORE�i"ON ((/ 4.No load should be appled to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 60542045.Design assumes trusses are to be used In a non-corrosive environment, �f fasteners are complete and at no time should any loads greater than 9 //t *T}� 14 �,� '�».. design loads be applied to any component. and are for"drycondition" full be bearing of use. 6 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �`p p { lZjp' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. "R R V t- 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII III I VIII VIII VIII(III(IIITp1 WTCA In BCS(,copies of which will be furnished upon request. 9.(ines Digits indcde ate size joint plate Inrinches. cente10. MITekUSA,InC./COfnpuTrusSoftware7.6.6(1L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1$BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2.5=(-163) 204 3-5=(-276) 220 BC: 2x4 KDDF M1$BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-317) 148 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 BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" 0'- 0.0" -66/ 524V -72/ 194H 5.50" 0.84 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -83/ 39V 0/ OH 1.50" 0.06 KDDF ( 625) 10'- 0.0" -49/ 259V 0/ OH 5.50" 0.41 KDDF ( 625) C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/186 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" it 0'- 0.0° Allowed = 0.178' 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 ji( MAX HORIZ. LL DEFL = 0.002" @ 9'- 9.3" 12 MAX HORIZ. TL DEFL = 0.002" @ 9'- 9.3" 10,50 V Ay 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=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, CD (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, oTruss designed for wind loads in the plane of the truss only. u1 v o cD M-3x4 M-1.5x3 1, ), y 1-00 !PROVIDE FULL BEARING;Jts:2,4,51 10-00 JOB NAME : 2610-D MODIFIED PITCH NH - BJ3 Scale: 0.4650 .,CJ� ��( PN D��p s✓ WARNINGS: GENERAL NOTES,unless otherwise noted: �LJ� ' .7/7/l l -q 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 ' *PE t'r Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper „ 2.2z4 compression web bracing must be instated 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.&respectively unless braced throughout their length by ,r� continuous sheathing such as plywood sheathing(TC)and/or drywall(fiC). f `- DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^S9 OREGON 07 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, 1, 2��N 5.CompuTrus has no control over and assumes no responsibility for the �` TRANS I D: 407743 design loads be applied to any component and are for"dry condition"of use. / 6.Design assumes full bearing at all supports shown.Shim or wedge if / fabrication,handling,shipment and installation of components. Dnesign as. A '�R`0ti 7.Design assumes adequate drainage is provided. '✓� !l 1. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 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. EXPIRES: MiTek USA,Ir C./COmIpulrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) CXP)R ES:12/31/2015 I'llllllllllll 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 IC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-5=(-156) 192 3.5=(-259) 212 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. 2-3=(-307) 144 WEBS: 2x4 KDOF 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'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 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,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' 7-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 1' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX IC PANEL LL DEFL = 0.008" @ 2'- 8.4" Allowed = 0.409" MAX BC PANEL TL DEFL = -0.434" @ 5'- 1.4" Allowed = 0.606° 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 19% at time of manufacture. 10.50 V M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 44 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, 7/- Atilill ... Truss designed for wind loads 0 in the plane of the truss only. r` v cr grijill o/- ..m5 M-3x4 M-1.5x3 ,1 1, 1, 1-00 (PROVIDE FULL BEARING:Jts:2.4.51 10-00 0 PROFe JOB NAME : 2610-0 MODIFIED PITCH NH - BJ4Scale: 0.3971 yco. �l / ts N! ( shy WARNINGS: GENERAL NOTES,unless otherwise noted: t4 g P E 1'"' 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for an Individual '" Truss: BJ 4 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 }� 41 DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .�'� po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). id DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � � �( � /.� I'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. � , A �1k ^V SE Q. : 6054206 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, �� .e�y ZQ design loads be applied to any component. and are for"dry condition"of use. 14 {�4 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design e ernassumes full bearing at all supports shown.Shim or wedge If nE. i V fabrication,handling,shipment and installation of components. ry R R I L.�- P 7.n Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Rmitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center 11111111111111111111 TPINYTCA In BCSI,copies of which will be furnished upon request, git dae with joint ain Inches,9.DigitssIndicate size of plateeto(Ines. C 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 1100111111i 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 #16BTR 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 #18BTR SPACED 24.0" 0.C. WEBS: 2x4 KDDF STAND; 2.3=( -492) 164 5.6=(-292) 910 2-6=(-879) 275 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. VON. 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 VON. FOR ADDL: BC CONC LL+DL= 1017.0 LBS @ 6'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 717.0 LBS @ 8'- 0.0' ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.) 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 IAC 2012 NOT BEING MET. MAX LL DEFL = 0.019° @ 4'- 7.2" Allowed = 0.454" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.058' @ 4'- 7.2" Allowed = 0.606" M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.003° @ 9'- 10.3" 8-10-03 T 01-1� MAX HOAIZ. TL DEFL = 0.006" @ 9'- 10.3" NOTE:Design assumes moisture content does 4-09 4-01-03 11.-01-13 not exceed 19% at time of manufacture. 1. 12 Design conforms to main windforce-resisting M-4X6 system and components and cladding criteria. 10.50 V M-10X10 Wind: 140 mph, h=23.1ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, #1 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), !NI Trussduration designedffor owind6loads in the plane of the truss only. M-3x5 N- �o A o, 0 n AillikiN. o Ilii 1- M-3x4M-3x66 M-8x14 -7 M-1.5x3 y ,, +1017# y71y7# , 4-07-04 3-11-08 1-05-04 y y 10-00 JOB NAME : 2610-D MODIFIED PITCH NH - Cl Scale: 0.2850 `�� C1 PFtpF�ss/� WARNINGS: GENERAL NOTES,unless otherwise noted: 41 , ! -fit 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 1- .•9 P E r Truss: C 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 bradng to insure stabibty 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 7 o.c.and at 10'sc.respectively unless braced throughout their length by /✓ the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,o,"4811111. ' Ir DATE: 9/9/2014 P dY 9 3.2x Impact bridging or lateral bracing required where shown++ ! /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 4,SE Q loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, i. nO�a 5.CompuTrus has no control over and assumes no responsibiA.TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. / q lity for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 6 1 4 \* fabrication,handling,shipment and Installation of components. Design as. n `` { 7.Design assumes adequate drainage is provided. R Lt„ 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111110.TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in Inches. 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 111101111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0° ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF Al&BTR SPACED 24.0" O,C. 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T 1' '( 12 12HM-4x4 Q6.00 6,00 lb m 0 o 0 of m: 0. o 0 M-3x5(S) M-3x4 M-3x4 I I I 12-00 10-00 y ,1 I I 1-00 22-00 1-00 Oe 0 PRQp JOB NAME : 2610-D MODIFIED PITCH NH - D1 Scale: 0.3532 .00 ll X10 WARNINGS: GENERAL NOTES,unless otherwise noted: 14 . •pn7G�� 1�c- V� 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 0 4 r Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, 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 at4600010* 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 .r*mrr,> po dy continuous sheathing such as plywood sheathing(TC)and/or drywatl(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++ QREGON /, SEQ. : 6054210 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. W fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ��. design loads be applied to any component. and are for"dry condition"of use. �L`6�� 1 4 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 p t f t! fabrication,handling, ry. (1 R I shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII 11111 VIII Hill 11 IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. gitcoincideindicate with joint center lines. 9.Digitssndsize of tplate in Inches. q 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 JIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3. 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 KDDF STAND 3. 4=(-1318) 338 9- 6=(-253) 1261 4. 9=(•111) 492 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-1318) 338 9- 5=(•311) 220 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 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connect8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16)or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) 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. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinpd VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8' Allowed = 1.054" MAX TL CREEP DEFL = -0.088' @ 14'- 5.8' Allowed = 1.406' MAX LL DEFL = 0.002" @ 23'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' 11-00 11-00 MAX HORIZ. LL DEFL = 0.018' @ 21'- 6.5" f f 5-09-04 T MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-02-12 5-02-12 5-09-04 NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 6.00 p M-4x6 Q 6.00 Design conforms to main windforce-resisting 4 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 ilOOK co 0 v T _t.I o� c., ! ^- o e 9 R= O , o M 3x4 M 3x4 M 3x5(S) M-3x4 M-3x4 O y 1, y 1, 7-06-03 6-11-11 7-06-03 ; y 12-00 10-00 y J ), '- )- 1-00 22-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - D2 \`c9'�q PRM: Scale: 0.2646 • l/l 1/ � WARNINGS: GENERAL NOTES,unless otherwise noted: ��L 7lll/ !!!// .yy 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/PE 1- Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 410„..e..„ 4 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: LJ 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 r( 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++ O (� SEQ. : 60542114.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 4t/ loadsfasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used in a noncorrasNe environment, G 7y y 4.,k At„ design loads be applied to any component and are for"dry condition"of use. 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 14 2 �v fabrication,handling,shipment and Installation of components. necessary. p iii Ft 1 1-` 6.This design is furnished subject to the imitations set forth 7.Designlatesassumes adequateatedon drainage is provided.a '"! 4 11111111111111111111 by 8.Plates shall be located both faces of truss,and placed so their center TPIMITCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connete ctor plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @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=(-9) 80 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -57/ 287V -25/ 85H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -157/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) B'- 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 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.135" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.202" MAX BC PANEL LL DEFL = 0.013° @ 3'- 6.6' Allowed = 0.354" MAX BC PANEL TL DEFL = -0.079" @ 4'- 4.8" Allowed = 0.472° MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1.11.11 MAX HORIZ. TL DEFL = 0.000" P 1'- 10.9' NOTE:Design assumes moisture content does 12 not exceed 19N at time of manufacture, 10.501/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0 in the plane of the truss only. O 0 N r/- O M-3x4 y 1, y 1-00 !PROVIDE FULL BEARING:Jts:2.3"41 8-00 JOB NAME : 2610-D MODIFIED PITCH NH - J1 Scale: 0.5876 ' 7 `i WARNINGS: GENERAL NOTES,unless otherwise noted: l� ±Q ,P 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 *�/�. and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 1incorporation of component is the responsibility of the building designer. 2.204 compression web bracing must be installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at S Additional temporary bracing to insure stability during construction y o.c.and at 1p'o.c.respectively unless braced throughout their len "w". DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheath ng(TC)and/or drywea(BC). 4 4 DATE: 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. h+ A. SEQ. : 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, -4, 14 0'p 4 design loads be applied to any component. and are for"dry condition"g use. TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnecessary.assumes NII bearing at all supports shown.Shim or wedge itve fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. ��FIR 1t_'- 6.This design is furnished subject to the finitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center 111111111111111111111111111111111111111111111 TPI WTCA in nc./ copies of which will be furnished upon request. nes. 9.Digits indilines cate sizede with ofplatnt e inriliiches. 9 MITek USA,InC./CompuTfus Software 7.6.6(1 L)-E 1p.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11111This 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=(-85) 95 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12,0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -16/ 358V -48/ 139H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: 3'- 10.9" -183/ 171V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) ( p , 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 psf) uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = 0,000" @ 0'- 0.0' Allowed = 0.178' MAX BC PANEL LL DEFL = -0.021" @ 3'- 6.6' Allowed = 0.354" 3-11-11 MAX IC PANEL TL DEFL = -0.037" @ 2'- 2.2' Allowed = 0.469" 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 V (' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. M .4- -/- -4- .0 v 0 cs 111.- 14 M-3x4 y 1-00 y 'PROVIDE FULL BEARING:Jts:2,3.4J 8-00 JOB NAME : 2610-D MODIFIED PITCH NH - J2 Scale: 0.5501 �`�� r��C} P��F� r� WARNINGS: GENERAL NOTES,unless otherwise noted: t'<✓� ?PAC'r!7! p r- V/-� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �` r 92•®f_E Truss: J2 and Warnings before construction commences, building component.Applicability of design parameters and proper �R 2.2x4 compression web bradng must be Installed where shown+. incorporation of component is the responsibility of the building designer. �+°" /.- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et ./ 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 rr a� continuous sheathing such as plywood ing(7Cs and/or drywall(BC). J" DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � OREGON �f.. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `V SEQ. : 6054213 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �t design loads be applied to any component. and are for"dry condition"of use. / -7 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 LA 1 4 2 ��, fabrication,handling,shipment and installation of components. necessary. A � t y ` 7.Design assumes adequate drainage is provided. 44 1 L.1. 6.This design is furnished subject to the GMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch lines IIIIIII VIII VIII VIII VIII VIII(IIII IIII IIII MTe USA,InC./CompuTrus I/VVTCA In BCSI,copies of iSoftfware 7.6.6(1 L)-E l be furnished upon request. 10.For basic connectorjoint plate design values see ESR-1311,ESR-1968(MITek) 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0' O.C. 2-3=(-135) 129 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 SO.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'- 1 -172/ 201V 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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psfl 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" @ -I'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.078" 5-11-11 MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.105' 1' f MAX TC PANEL LL DEFL = 0.189' @ 3'- 2.1' Allowed = 0.490" -v MAX BC PANEL TL DEFL = -0.156" @ 4'- 1.4" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" 0 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 NOTE:Design assumes moisture content does 10.50 V 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 r-. in the plane of the truss only. 0 Li) v 0 M-3x4 I (. I 1-00 (PROVIDE FULL BEARING:Jts:2,3,41 8-00 �1,c,0 P R�O4 Scale: 0.4659 X444 ��Zy/ /r b,�� J O B NAME : 2610-0 M O D I FWARNINGS:I E D PITCH NH - J 3 GENERAL NOTES,unless otherwise noted: �� �r�(N/(F 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 . F and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 3Incorporation of component Is the responsibmty of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2•o.c,and at 10'o.c.respectively unless braced throughout their lenggth byrrr DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ x Q �.4t,� 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. f,+ 4" fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /� .4 k 0.0 -4- TRANS loads be applied to any component. and are for"dry condieon"of use. 1 4 {>.. TRANS I D: 407743 5.CompuTrus has no control aver and assumes no responsibility for the e'Design assumes full bearing at all supports shown.Shim or wedge if v t� fabrication,handling, ry. RR - shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 1111111111111111111111111111111111111111 TPI WfCA In SCSI,copies of which will be furnished upon request. Digs c ndicat with Joint tecenterIn nche. 9.DigitssIndicate size of t plate to i Ones. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1$BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF N1$BTA SPACED 24.0" O.C. 2-3=(-186) 162 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 OVERHANGS: 12.0" 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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,M2OHS,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: Design checked for net(-5 psfl uplift at 24 "oc spacing. 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" T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.580' @ 4'- 8.5" Allowed = 0.662' -/ MAX TO PANEL TL DEFL = -0.555' @ 4'- 5.8' Allowed = 0.993' r( MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" 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 V 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 o in the plane of the truss only. •0- r-. v v oA- 4►� -A o 1 M-3x4 y ) y 1-00 8-00 'PROVIDE FULL BEARING:Jts:2.4.S' JOB NAME : 2610-D MODIFIED PITCH NH - J4 Scale: 0.4089 �`,� tq RpFc.Y WARNINGS: GENERAL NOTES,unless otherwise noted: 4:7Of 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 ,` PE Truss: J 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 responsidity of the building designer. DES. BY LJ 3.Additional temporary bracing to Insure stabiity during construct on 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 ' continuous sheathing such as plywooding(TC)and/or drywall(BC). ` !- 4c- DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON 4/ SEQ. : 6054215 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L �,q S. A•. TRANS I D• 407743 design loads be applied to any component. and are for"dry condition"of use. " 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 7 4 2• �y fabrication,handling,shipment and installation of components. necessary. �.`�j V�. 6.This design is furnished subject to the imitations set forth 7.Plates assumes adequated bothdthifae Is provided., �"'rl t�`1 tc;, V I IIIIII VIII IIIA IIID VIII VIII VIII IIII IIII by 8.Plates shall be located on faces of truss,and placed so their center tl L TPInNiCA in BCSI,copies of which will be furnished upon request, 9.Digits indicate sizelines coincide with joifnt centin inches. er lines.MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connectorplatetdesign 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 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3-4=)-145) 2790 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 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,M20HS,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.) -r VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" 0MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO 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" 0 NOTE:Design assumes moisture content does li not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.50 V 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), o load duration factor=1.6, Truss designed for wind loads O in the plane of the truss only. of v 7/- .0- O M-3x4 y ) > ), 1-00 8-00 1-11-11 PROVIDE FULL BEARING:Jts:2,5,3,41 °,c,D PRQ/e,s JOB NAME : 2610-D MODIFIED PITCH NH - J5 Scale: 0.3670 CI 7 7 `Q#� WARNINGS: GENERAL NOTES,unless otherwise noted: !7 OPE t'" 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown end is for an Individual Truss: J5 end Warnings before construction commences. building component.Applicability of design parameters and proper d 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 at440010,,.44../ 0 2'o.c.and at 10'o.c.respectivey unless braced throughout their le by , � A, DES. BY: LJ 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++ OREGON � 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6054216 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L/O -1), 14 2n\ 5.. design loads be applied to any component. and are for"dry condition"of a use. G• �T- 6.Design assumes lull bearing at all supports shown.Shim or wedge if (��+. TRANS I D: 407743 5.CompuTrus has no control over end assumes no responsibility for the necessary. `Fl 13`t-,Cb fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111110111111111111 TPI k U A in BCS(,copies of which will be furnished upon request. 9 (ines coincide Digits Indicate sizejoi plate innt rinches. n c n MITek USA,Inc./CompuTrus pUTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EX f(RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 IC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 q BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3=)-401) 371 2 5=(0) 0 3-4=(-132) 57 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0° TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -29/ 444V -146/ 376H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 183V 0/ OH 5.50' 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2" -351/ 517V 0/ OH 1.50" 0.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7" -48/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /M-3X4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 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 TC PANEL TL DEFL = -0.329" @ 3'- 11.0° Allowed = 1.004" MAX HORIZ. LL DEFL = -0.008' @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 11'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 v /PTAv y ), y y 1-00 8-00 3-11-11 1PROVIDE FULL BEARING:Jts:2,5,3,41 flto JOB NAME : 2610-D MODIFIED PITCH NH - J6 • •(`1-',10NOFcts �5f Scale: 0.3221 c7 �• WARNINGS: GENERAL NOTES,unless otherwise noted: `� ,t P 1' fir' 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 T r u s s: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown it. incorporation of component Is the responsibiity of the building designer. 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �, DATE 9/9/2014 responsibility building g continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). / the overall structure Is the res onsibili of the designer, 3.2x Impact bridging or lateral bracing where shown++ (�" SC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON E ts any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, '"�G Nb J( t�. design loads be applied to any component. and are for"dry condition"of use. //t 1 t1 Q 6.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge if d TRANS I D: 407743 fabrication,handling,shipment and Installation of components. necessary. _ FR ILA-�f' 7,Design assumes adequate drainage is provided. "•' +"i 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 1 IIIIII VIII VIII VIII VIII VIII(11111111 IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc(CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF 91&BTR SPACED 24.0" 0.C. 2.3=(-65) 41 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" -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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -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 TO 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. -/ 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 cm ✓▪ /-- vRajMIMI O a 16=01 416:210 M-3x4 y ; > 1-00 2-00 [PROVIDE FULL BEARING;Jts:2,4,31 ~G0 PRQFE JOB NAME : 2610-D MODIFIED PITCH NH - SJ1 Scale: 0.6811 �� ! �^' WARNINGS: GENERAL NOTES,unless otherwise noted: 4.- 444c v .- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual CC T 921*P E 1- and Warnings before construction commences. building component.Applicability of design parameters and proper J Truss: SJ 1 Incorporation of component is the responsibiity of the building designer. 41111,,e'''',2.204 compression web bracing must be installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at - _ 3.Additional temporary bracing to insure stability during construction 2•o.c.and at 10'o.c.respectively unless braced throughout their length by 40111111r. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatt(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 [�C I� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. CC L""✓ 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, G, �2 j, �N. '` and are for"dry full b bearing all 4 7. �� design loads be applied to any component. Q i 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 necessary. t�` - fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. POW- 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPINYTCA in BCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. 9.Digits Indicatesize offplate o inches. MiTek USA,IAC./COmpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19138(MiTek) EXPIRES:12/31/2015 1111411 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=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF Jit&BTR SPACED 24.0" O.C. 2.3=(-99) 78 IC 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" -35/ 322V -48/ 139H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -11/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -72/ 102V 0/ OH 1.50' 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl 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 = 0.003" @ 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" ') 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 el in the plane of the truss only. v,/- NrMLIIMIIMIMI C3 ►� 4►� M-3x4 1, y y 1, 1-00 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,4,31 ...,c0 PRQrfis JOB NAME: 2610-D MODIFIED PITCH NH - SJ2 Scale: 0.6176 `�� IN `�! S ` 77 ° WARNINGS: GENERAL NOTES,unless otherwise noted: rr�� 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 individual4 . PE Truss: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web breang must be Installed where shown+• incorporation of component is the responsibmty of the building designer. /` �rr�'^ 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.end at 10'o.c.respectively unless braced throughout their length by 40 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaltlC). fililleft. 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. 'V' OREGON to SEQ. : 6054219fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G- 2L "�` A. design loads be applied to any component. and are for"dry condition"of use. / '7 t�0 ..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 If C0 14 �tY. fabrication,handling,shipment and installation of components. necessary, 4./ .14 R IL 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage Is provided. �.• III IIII VIII IIII IIII VIII ILII VIII II IIII 9by 8.Plates shall be located on both faces of truss,and placed so their center Ml TPITCA in BCSI,copies of which will be furnished upon request. Tines coincide with Joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,IrIC.JCOmpuTruS 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 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&8TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF @1&BTA SPACED 24.0" O.C. 2.3=(-148) 113 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" -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 (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacino.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX BC PANEL LL DEFL = 0.005' @ 1'- 0.1' Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" 0 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 NOTE:Design assumes moisture content does 10.50 7 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 u7 NJ- --/- 4 r/- PjjIIMIMM f 4►EA 0 M-3x4 y y ,1 1, 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4,31 , v,t0 PROpe JOB NAME : 2610-D MODIFIED PITCH NH - SJ3 Scale: 0.4958 �5l !"" s, WARNINGS: GENERAL NOTES,unless otherwise noted: 3:- o 7/© 1.Builder and erection contractor should be advised of of General Notes 1.This design Is based only upon the parameters shown and is for an Individual 940 r E S" end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: SJ 3 Design Incorporation of component is the m chords of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2 Design assumes the top and bottom chords to be laterally braced at • • 3.Additional temporary bracing to Insure stability during construction y o.c.end et 10'o.c.respectively unless braced throughout their length by . DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (� DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t, SEQ. : 6054220 4.No load should be appded to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "3'� �� fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, d �� A. design bads be applied to any component. and are for"dry condition"of use. ./.041:..0.01:0:0.,v, .Q T 1 4 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary.Dassumes full bearing at all supports shown.Shim or wedge if f t t fabrication,handling,shipment and installation of components. 'SFR R I O- P P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIII TPIMlTCA in SCSI copies of which will furnished upon request git coincidewith jointfain nche. 9.Digits indicatesize oplateetoinches.lin . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 I IIIIIIIIIIIIII 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 IC: 2x4 KDDF g1$BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 1.2=( 0) 75 2.4=(0) 0 2-3=(-199) 147 TO LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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, ICOND. 2: Design checked for net(-5 13°11'-"101.:: sf) 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 = -0.003" @ -1'- 0,0" Allowed = 0.133" 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" 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. Design conforms to main windforce-resisting :7-3X4 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=l.6, o Truss designed for wind loads in the plane of the truss only. v 0 v v o� 0 , (- y y 1-00 2-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME: 2610-0 MODIFIED PITCH NH - SJ4 Scale: 0.4121 `�� C1 PRflFctY WARNINGS: GENERAL NOTES,unless otherwise noted: 47 �(.y�.'1 /( ./ v"7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4k' 7-92$S P E 1^" Truss: SJ4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,,/" DES. BY" LJ • 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap 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 ^ DATE: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required ing(TC)and/or drywan(BC). m po ty 9 3.2x Impact bridging or lateral bracing where shown*•• "+. 4.No load should be appeed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 O4}, YREGO Q� SEQ. : 6054221 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 7 44, TRANS I D: 407743 design loads be applied to any component, and are for"dry condition"of use. 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 d 14 2 fabrication,handling,shipment and installation of components. necessary. .o. 6.This design Is furnished subject to the pmitations set forth 7•Design assumes adequate drainage is of Cross ed. �."'h R`i \- I" 1111111111111111111111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upone quest 8 Plates coincide with joint centethtlfae s truss,and placed so their center f i L MiTek USA,InC./COmpUTrus Software 7.6.6(1 L)-E 0.FF9. orits basicicate size connectorplf atate in inches. design values see ESR-1311,ESR-1988 (MiTek) EXPIR'ES:12/31/2015 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 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1.2=(-51) 44 1.3=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -12/ 96V -19/ 44H 5.50" 0.15 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2° 0/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.1" -42/ 51V 0/ OH 1.50' 0.08 KDOF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 1-11-01 LL = 25 PSF Ground Snow (Pg) '( ILIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Denise checked for net(-5 Osf) uplift at 24 "oc spacins.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.002' @ 1'- 2.6' Allowed = 0.130" 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.6' Allowed = 0.195" 10.50/ 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, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads / in the plane of the truss only. 0 0 N �f- .<1- o O O� 1 �' 3 r� M-3x4 y 1, 2-00 'PROVIDE FULL BEARING;Jts:1,3,21 0 PROPe ,et JOB NAME: 2610-D MODIFIED PITCH NH - SJ5 Scale: 0.7753 '`n ca .iGt""1ip �` WARNINGS: GENERAL NOTES,unless otherwise noted: ss Q' .J2 `r 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 Truss: SJ5 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+• incorporation of component is the responsibility of the building designer. 3.Additional tempore bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4� temporal)/ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (� DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*-t- 4. 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 A "'J 1 IM SEQ. : 6054222 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, , t design loads be applied to any component. and are for"dry condition"of use Q+, 6.Design assumes full bearing at an supports shown.Shim or wedge if , TRANS I D: 407743 5.CompuT us has no control over and assumes no responsibility for he necessa �R R l ~- fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII(IIII VIII VIII VIII IIII IIIITPIIWTCA in BCSI,copies of which will be furnished upon request. 9 linesDigitsindicoinccate sizewith lofnt plate in lines.. 10. tt MITekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311, 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-92) 79 1-3=(0) 0 BC: 2x4 KDDF H1&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) Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 129V -42/ 98H 5.50' 0.21 KDDF ( 625) (orprefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF 1'- 9.2' -35/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) C,CN,CI8,CN18 no refix 3'- 11.7' -76/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) M,M2OHS,MIBHS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1' Allowed = 0.054" 10.50 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" 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" / not Eexxceedn19%ass atetimeof moisture 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), c load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. c%> v/ o151 O� 1►1 3►I M-3x4 y i, ,1 2-00 1-11-11 [PROVIDE FULL BEARING:Jts:1,3,2) JOB NAME : 2610-D MODIFIED PITCH NH - SJ6 Scale: 0.6275 �,�� s� titoPROFS O WARNINGS: GENERAL NOTES,unless otherwise noted: + • 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 =92 e`0 PE It' r Truss: SJ6 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 DATE 9/9/2014 responsibilitybuilding designer. continuous sheathing such as plywood sheething(TC)and/or drywall(BC. / the overall structure Is the res onsibili of the 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. OREGON 44/ SEQ. : 6054223 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 -if N� design loads be applied to any component. end are for"dry condition"of use. / '�••�. (� A. TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if !3 7 4 ��, fabrication,handling,shipment end installation of components. necessary. A R�'I. 6.This design la furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. ,�! 1. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII g ) by 8.Plates shall be located on both faces of truss,and placed so their center TPINYfCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 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-1989(MiTek) EXPIRES:12/31/2015 IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11,7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-145) 113 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -20/ 116V -66/ 153H 5.50" 0.19 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" -107/ 181V 0/ OH 5.50" 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7' -111/ 157V 0/ OH 1.50' 0.25 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 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 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 ') NOTE:Design assumes moisture content does 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, TCOL=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 I, 0 u7 NI" 10f � 1►� 3 0 M-3x4 y ), .1 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:1,3,2' JOB NAME : 2610-0 MODIFIED PITCH NH - SJ7 5� �� p" .,, 1 Scale: O,a961 \ ! ( C� WARNINGS: GENERAL NOTES,unless otherwise noted: . 7 1r-�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 4l: '9 r E 1-- c� and Warnings before construction commences. building component.Applicability of design parameters and proper A010Truss: SJ 7 incorporation of component is the responsibility of the building designer. 2.2x4 compression web bredng must be installed where shown+, p,Design assumes the top and bottom chords to be laterally braced at DES. BY LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respect vely 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+a ORE /;- 4.No load should be appied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'W 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, Ll. ,t 4 ZQ1 A TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. 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 I R pl i ,. fJ necessary. ME.` t. ,, V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,l T11 6.This design is furnished subject la the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPINVECA in BCSI,copies of which will be furnished upon request. linescoincide with joint center fines. 9.Digits indicatesize oft plateto 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