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Plans ,ST,..Ul , , ,25,7 __ mit1 7 .10 St,/ (.1-.7-c cr t., Z...c,c€ r:C MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 3-291_UP_H 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. �Rcp PRppFss : 2 1 87022PE 9f 7 A� OREGON rte IJ 8ER 08 A. HE'2' 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 ID:_egh?ek1p1OgFEQgnUa1oSyJt2m-A92189wNpheX\ VV7y9jkkWF1wQQTpbaMGPy?IykJbq I 2-6-0 I f)-5-4I i 1-0--o I I 0-11-8 I 1 1-2-0 1 1 2-1-0 I Scale=1:28.5 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 e \ • a\ 000001. �� N N o e e e - s a 1 17 16 15 14 13 12 �. 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8--t2 19-5-12 1 13-3-12 l p-10-121 1 16-9-12 I 8-2-4 0. 0-7-0 3-10-0 0-7-0 0-7-0 2-4-0 0-7-0 Plate Offsets(X,Y): f6:0-1-8,Edgel,f8:0-1.8,Edgej,19:0-1-8,Edge),1'16:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.28 13-14 >719 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.44 13-14 >460 360 BCLL 0.0 Rep Stress 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%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied orb-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.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2547/0,3-4=-2547/0,4-0=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 �e4,c, PROFec, tN .ca �N� Fh� f� 4 87022PE 1' / 7 ,�,,OREGO q©44/ ` A. HE e' EXPIRES:06/30/2015 August 25,2014 e _ i ®WARMMS.Ven7y de Op parameters and REAP dEE ON THIS IPUICED PfI7E!CREFERENCE PAGE EMIL 7473 toe I,/18/2010BERJ1tEtISE Design valid for use only with MEek connectors.Thu 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 M� �'fR* 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/IP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Sude 109 Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If'Sauthe€a Pine MSMMiaxnizer is spat ed,the design smtues are:tiresa e#ectdn!06/81/2013 tyABSC a 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 OgFEQgnUat oSyJt2m-eLcgLVx?Z?mO8G4hhggyHx3U8Kg1 Clejbw9WXlykJbp 1 1-0.0 1 I0-84I I 1-2-0 11 1-8-8 I I 1-90 I I 1-2-0 I I 1-4-4 I I 1.6.0 I 1-6-° I Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 • e • e ` a _ N ^/-\ e I .N a/ Ne �\e e + e a N e a e -• % e - e 4 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-10-9 I 19-2-8 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-8-12 Plate Offsets(X,Y): ]10:0-1-8,Edgel,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) Vdefl Lid 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/TPI2007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=839/0-4-4 (min.0-1-8),17=839/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1522/0,3-4=-1522/0,4-5=2658/0,5-6=-2658/0,6-7=-3409/0,7-8=3409/0, 8-9=-3795/0,9-10=3795/0,10-11=3782/0,11-12=3782/0,12-13=3057/0, 13-14=2065/0,14-15=2065/0 BOT CHORD 26-27=0/810,25-26=0/2135,24-25=0/3077,23-24=0/3646,22-23=0/3795,21-22=0/3795, 20-21=0/3057,19-20=0/3057,18-19=0/3057,17-18=0/1161 WEBS 9-23=-273/0,12-20=-282/0,13-19=0/322,2-27=1135/0,2-26=0/997,4-26=858/0, 4-25=0/732,6-25=587/0,6-24=0/465,8-24=391/0,8-23=0/493,12-21=0/929, 11-21=270/0,10-21=107/281,15-17=1396/0,15-18=0/1086,13-18=1239/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �4to PR op,ds LOAD CASE(S) Standard Xs �4 ' L�', Q7 `t- 87022PE r 7 15-.1'-7 �'0), OREGO: n5'J i .^$) . 4,1.$ER �� b " A. He EXPIRES:06/30/2015 August 25,2014 4 t ®WA.RNIMS-Verify design;a;amefers any REAP tsC1ES ON WS ANC"Nalco MI 17 EFEt1EM'0=PAGE HIT 7 473 rer.1/21/201 8ff08E(tSE 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 mTee�R-�1 -. erector.Additional peranentkhxacing of the overall structure is the responsibility of the building designer.For general guidance regarding A - fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informalion available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If 5euttsern Pine(SP)tunalbef is specified.thedsstgst values aretfrase effective 016/02/201.3 byMSC Job Truss Truss Type Qty Ply 2610 D R42684363 PL13-291 UP_H F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 5 Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:15 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-6XA2YrxeKJuFIPftFNBBg9ckDklExsjsgau33BykJbo I 1-3-15 I I 1,2-0 I 1 0.6.13 1 2-6-0 I Scale=1:11.6 3x4= 11.553 II 2 3 1.5x3 II 4 3x4= 5 1.5x3 II e • e yb 0 N e e 1.5x3 II 3x4= 9 8 7 3x4= 3x4= I 1-6-15 I 2-1-15 I 2-8-15 2111 6-0-12 I 1-6-15 0-7-0 0-7-0 0-1 3-2-5 Plate Offsets(X,Y): 12:0-1-8,Edge1,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl 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/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 9=261/Mechanical,6=261/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=331/0,3-4=-331/0 BOT CHORD 8-9=0/331,7-8=0/331,6-7=0/404 WEBS 2-9=-407/0,4-6=-436/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard PROF RO es 87022PE r- (i) ,cv 7 �4�,OREG N q©Qsy 0�''M.LER �� per' ` A. HSR EXPIRES:05/30/2015 August 25,2014 r t AW,4)((NIMS-Ve fydesi(nparametsrsaidREAD137ESONTHISAIDMIXED HOEKREFERENCE PAGE NNIl7473arc1/25/2S14BER3REtISE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 'r is for lateral support of individual web members only:Additional temporary bracing to insure stability during construction is the responsibility of the - ,. erector.Additional permanent bracing of tire overail structure is the responsibility of the building designer.For general guidance regarding I fabrication,quality control storage,delivery,erection and bracing,consul ANSI/TP11 Quality Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety IntormatIon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If fl authern.pare(s81)kineher is r ethed,tho design anthem ore ntrena effeci ve 06/01(201.3 tryAt$C Job Truss Truss Type Qty Ply 2610 D R42684364 PL13-291 UP H F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:15 2014 Page 1 ID:_egh?eklp1OgFEQgnUa1oSyJt2m-6XA2YrxeKJuFIPftFNBBg9cjhkKyxtVsgau33BykJbo I '-'-4 I 1 3x4= 2 1.5x3 II Scale=1:8.8 L 0 N x /6 4 3 1.5x3 II 3x4= I 2-5-4 I 2-5-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 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 Incr 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.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=102/Mechanical,3=102/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ?`to PROFe 4NG(NE %�2 4CIQ 870221E < y\>,5. OREG•N (155 k� {y ��.., .0 tea© 6 A. HE EXPIRES:06/30/2015 August 25,2014 4 f ®6fARN71)6-Verify Align pram srs and READ 1VDTES Cfl fl/IS AM)Thai/:EF)Dina REFERENCE 7t4SE M/S 7473 rex 1,125/2414 WORE USE Design valid for use only with Mitek connectors.The 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 responsiibillity of the - p i•r kA erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding --_ - - fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPII Qualtly Crtieda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern.PinetSP)lumber is spetified,Medasivo values eve.Ttsova effective 06/01/201 3 byACSC Job Truss Truss Type Qty Ply 2610 D R42684365 PL13-291 UP H F05 Hour 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:16 2014 Page 1 ID:_egh?eklplOgFEQgnUaloSyJt2m-akkRmAyG5c06NZE4o4iQMM8pJ8Vfg9?03EeccdykJbn [ 1-0-0 1 10-&4 I I-_1-2-0 1 1 1-5-8 I I 7-0-0 II 1-2-0 ii 2-3-8 2-6-0 I Scale=1:33.2 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 N-V i'l; ....:-W- ------ '4.-- ; 2 24 23 22 21 20 19 f 18 17 i 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x5= 3x4= 9-5-12 14-5-12 I 8-3-12 81.10-121 1 13-3-12 lfi-10-1? 1 19-6-4 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 5-0-8 Plate Offsets(X,Y): [10:0-1-8,Edgel,[12:0-1-8,Edgej,[17:0-1-8,Edgel,121:0-1-8,Edgel 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/TPI2007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 25=853/0-4-4 (min.0-1-8),16=853/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1550/0,3-4=-1550/0,4-5=2714/0,5-6=2714/0,6-7=-3493/0,7-8=3493/0, 8-9=3907/0,9-10=3907/0,10-11=3977/0,11-12=3977/0,12-13=3210/0, 13-14=3210/0 BOT CHORD 24-25=0/824,23-24=0/2177,22-23=0/3147,21-22=0/3744,20-21=0/3907,19-20=0/3907, 18-19=0/3210,17-18=0/3210,16-17=0/1855 WEBS 9-21=-285/0,12-18=-260/0,13-17=-396/0,2-25=1155/0,2-24=0/1016,4-24=-878/0, 4-23=0/751,6-23=607/0,6-22=0/485,8-22=-407/0,8-21=0/512,12-19=0/987, 11-19=290/0,10-19=9/349,14-16=2002/0,14-17=0/1482 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)16. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. L<-,i`E. PR OFe6's LOAD CASE(S) ed at 10- Ca j E� 1024 Q 870 2PE < ~gin 04 , y IV '�,GREG N n 41/ 1' t''gi$ER \A CSS A. HEck P EXPIRES:06/30/2015 August 25,2014 a ®WARNIMJ.Vc't;ydesign paramm€brsun:-3READ NOTES ONTHIS Ale matzo MITEK6€FEFEM'EPAGE H7I-7473red1/29/214RFOREtSF ��r Design bitt foruse only rah et ek connectors.i This designis basedfonly pon parameterssposhown,and is some individual budding component.sown Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ��pT `. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MI Tek' --_ erector.Additional pe-nonerd bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 15ifi# A4 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quagly Criteria,OSI-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 VT5asrthsrn Pine(SP)lumber is specified,the design values are these elffective OS./02/2M3 by AtSC Job Truss Truss Type Qty Ply 2610 D R42684366 PL13-291_UP_H F06 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co.. Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:17 2014 Page 1 ID_egh?eklp1OgFEQgnUaloSyJt2m-3wlpzWzusw8z?jpGMoDfvah?IXrePfH9HtNA84ykJbm 1 1-0.0 1 F -i 1 1-2-0 ii 1-8-8 I I 1-9-0 1 1 1-2-0 1 1 1-5-8 11 1-0-0 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 ,e o e a ea e o a e 'H(j 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 1-101 1 13-3-12 1f-10-1T 1 19-3-12 I 8-3-12 0-7-0 0-7-0 3-10-0 b-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): 110:0-1-8,Edge),112:0-1-8,Edge],(13:0-1-8,Edge],f23:0-1-8,Edgel LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.30 21-22 >768 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.47 21-22 >491 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=844/0-4-4 (min.0-1-8),17=844/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1531/0,3-4=-1531/0,4-0=2676/0,5-6=2676/0,6-7=-0437/0,7-8=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. >� .- PR or S LOAD CASE(S) Standard 1'GNGI� .-49 �O� c 870 2PE r -17 SAT• QREG N (9�� A. He ' EXPIRES:06/30/2015 August 25,2014 AIEARN7M .Vertydeslqnraramererssod READ AWES CNTIM APE MIMED i411EKREFEREM PAGE Mil 7473reg.1,/25/2iUBEMUSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is fbr an individual building component. 11111• 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 -- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - - MiTek' fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-B9 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. corus Heights,CA,95610 if Southern Panet'SP).tumber is specified,thetfesigaaaiues are Mem elfaxt re06/TSI/201.3 layAf.SC 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 I ID:_egh?ek1 p1 OgFEQgnUal oSyJt2m-X65BBs_WdEGgctOSwVkuRnEFQxJn8CHJWX7jg WykJbl 0-9-12 I I 2-6-0 I Scale=1:11.9 1 3x4= 21.5x3 II 3 3x4 = 41.5x3 II O 0N 34= 7 6 411* 1.5x3 II 3x4= I 6-2-4 I 6-2-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No,1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=267/Mechanical,5=267/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-284/0 BOT CHORD 5-6=0/416 WEBS 3-5=-449/0,1-6=0/373 NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard <"\Ep PRQF4, 144 -7 87U22PE r' 04 7 4 ©REGC? cid _Ili A. He . EXPIRES:06/30/2015 August 25,2014 i f ®WArtra M2.Vertpreignpa;arx01rsandREASriCTESCNTHISAM IMMO WIEK REFEREM7PAIIEMII7473ree1/25/20#4B is3!fE)JSE 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 11 -isfor lateralsupportof individual web members only.Additional temporary bracing to insure stability during construction is the responsibirdy of the - MiTek.- ereclor:•Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding a" fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/711 Qualify Crtieda,055-89 and SCSI BuBding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 It Southern Pine OPT ember is specified,the design vetoes are theca effective it6/011201.3 by MSC I Job Truss Truss Type Qty Ply 2610 D R42684368 PL13-291 UP_H F08 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:19 2014 Page 1 ID:_egh?eklplOgFEQgnUaloSyJt2m-?JQZOC 8OXOhE1yeUDF7_?m MzLbktZySIBsHCyykJbk 1 1-0-0 1 10-7-ad 1 1-2.0 1 1 1-8-8 1 1 1-9-0 ii 1-2-0 I I 1-5-8 1 1 1-6-0 1 1-6-0 1 Scale=1:32.8 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 • -. a ••///` a_ e o o • e-a\\\ a _-+\\\ e e e e a e a 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 14-5-0 1 8-3-0 11-10-0x9-5-0 I 133-0 113-101 I 19-3-0 8-3-0 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): [10:0-1-8,Edgel,f12:0-1-8,Edgel,[13:0-1-8,Edgel,f23:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl 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/TPI2007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:26-27,25-26,17-18. REACTIONS (lb/size) 27=841/0-3-8 (min.0-1-8),17=841/Mechanical,17=841/Mechanical Max Horz 27=2601(LC 1),17=-2601(LC 1),17=-2601(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(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=106/282,1517=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. �n i ) PR OE fie 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 (3 N R 1(.9 be attached to walls at their outer ends or restrained by other means. E ©2 LOAD CASE(S) Standard 4w 9A.F REGO 1 sly' ,k, "- 'MBE'R 1 k NE N EXPIRES:06/30/2015 August 25,2014 1t A WARNI .Vc deg gra ersa,dREAD?ETES CMMIS AN9IMIUOEDHITEK EFER:EMT WE HIL 7473rat 3,20/2l 1DEWAfl/SE _ Design valid for use only with Welt 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 Ml@�* 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 Qualy Crifeda,DSI-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Informalion available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 IfSavcherrt Rafe OP/t eesis specified,the design ratues ace these f..'sw 0600112013 by Attic Job Truss 'Truss Type Qty Ply 2610 D R42684369 PLI3-291 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?eklp1OgFEQgnUaloSyJt2m-TV_xcY?m9rWYsBXrIwnMXCJbwI?Gc6sbzrcglOykJbj I 0-8-4 1 I 2'6-0 I Scale=1:11.6 1 3x4= 21.5x3 II 3 3x4= 4 1.5x3 I I • e b. 0 1. N : — e/ 3x6= 7 6 1.5x3 II 3x4= I 6-0-12 I 6-0-12 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=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 cc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacics to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ��EpPRQ 5s *, 'INE 6) sf'C? c 87022P; a cv 7.t�A S OR GON D fit/ bS A. H'\R�' EXPIRES:06/30/2015 August 25,2014 i _ f &J / ® 7?3-4eA;'ydes ararame0?rsand Df IES GN17/ISAhsF/ ULEDMS#EKREFERENCE P f4lT7473ret 1/ O4Et 29/2014BE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and k for an individual building component. my- Design 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@K* --erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidanceregarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crltedu,1:411-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 If Southern Pine ISP)lumber is speed„rlee des"tg s values are thole effective 06/O1/2013 by ALSC I Job Truss Truss Type Qty Ply 2610 D R42684370 PL13-291_UP_H F10 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:21 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-xhXJpu0Ow9ePTK6lbelb3Qrd29CNLPflCVLNHrykJbi 1 1-0-0 1 0-11-4 1 1 1-2-0 I I 1-9-0 I I 1-8-8 ii 1-2-0 !WA 1 1-3-0 1 Scale=1:33.5 4x6= 4x5= 3x4 = 3x4= 3x4= 3x4= 3x4 = 4x4= 1 2 3 4 5 6 \ < > 1> 9 11 123 5 16 riial °. :2, o • INo 8 �.' 2T 26 25 24 23 22 21 20 19 18 T/ 3x4= 4x5 = 4x8= 3x5= 3x5= 3x5= 3x8= 3x4= 2-2-4 12-9-41 I 7-2-4 17-9-418,4-41 19-8-0 2-2-4 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 11-3-12 Plate Offsets(X,Y): 14:0-1-8,Edge],(6:0-1-8,Edge],f7:0-1-8,Edge],126:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.36 21-22 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.56 21-22 >417 360 BCLL 0.0 Rep Stress Ina YES WB 0.79 Horz(TL) 0.07 17 n/a n/a BCDL 5.0 Code IBC2012JTP12007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2,0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 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(Ib)or less except when shown. TOP CHORD 2-3=-1933/0,34=1933/0,4-5=3238/0,5-6=3238/0,6-7=-3797/0,7-8=-4014/0, 8-9=-4014/0,9-10=-3872/0,10-11=3872/0,11-12=3166/0,12-13=3166/0, 13-14=1879/0,14-15=1879/0 BOT CHORD 26-27=0/857,25-26=0/1933,24-25=0/1933,23-24=0/3797,22-23=0/3797,21-22=0/3797, 20-21=0/4005,19-20=0/3586,18-19=0/2590,17-18=0/1015 WEBS 3-26=-754/0,4-25=379/0,7-22=-288/0,4-24=0/1512,5-24=282/0,6-24=-806/0, 15-17=1295/0,15-18=0/1104,13-18=908/0,13-19=0/734,11-19=537/0,2-27=1200/0, 2-26=0/1554,11-20=0/365,8-21=258/0,7-21=0/611 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)27. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. p, -v,tP R o .e. LOAD CASE(S) Standard • {GN :INE�� .4:2 444 4t' 87022PE f - . , OREGeN q,�ZU fit' F-8'ER �\ r ` A. HEMP EXPIRES:06/30/2015 August 25,2014 4 4 ®WA/stdf:Y-Vcr/'yries/a'n paranlersrs and REAL//2)ES CN THIS AND MUSED Mf 7Etf REFERENCE PAGE HU 7 473 rex Mi1,125/20T09E fE . �"' 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 responsibility of the . erector.Additional permanent bracing of the overall structure is the responsibility of the'building-designer.For general guidance regarding . fabrication.quality control,storage,delivery,erection and bracing,consul ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If t,eurhere Pins¢Su)bmbce is opacified;dee uasita vafc[es ace Stress a festtss 06/O1/21313 by ALEC Job Truss Truss Type Qty Ply 2610 D R42684371 PL13-291_UP_H Fl1 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:23 2014 Page 1 ��,.d� ID_egh?eklpl OgFEQgnUal oSyJt2m-t4f4Ea2fSmu7jeGQj3K38n¢iyq-pL_2gpgULjykJbg I 2-6-0 I '-1 I 1-2-0 I I 0-11-8 I 1 1-2-0 I I 1-11-4 I Scale=1:28.3 3x5 = 3x4= 3x4= 3x5 = 3x4 = 1 2 3 4 5 6 7 8 9 10 • e • _\ ;x1N e a e e e � - e 12 17 16 15 14 13 12 3.7 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8-.12 9-5-12I 13-3-12 l3-15-1 1 165-0 I 8-2-4 a1-$ 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,18:0-1-8,Edge),19:0-1.8,Edge),116:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.27 13-14 >734 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.42 13-14 >469 360 BCLL 0.0 Rep Stress 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%E LUMBER BRACING TOP CHORD 2x4 DF No.l&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 18=727/0-4-4 (min.0-1-8),11=727/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2516/0,3-4=-2516/0,4-5=2841/0,5-6=-2841/0,6-7=-2786/0,7-8=2786/0,8-9=-1593/0 BOT CHORD 17-18=0/1541,16-17=0/2883,15-16=0/2841,14-15=0/2841,13-14=0/1593,12-13=0/1593,11-12=0/1593 WEBS 8-13=-327/0,9-12=0/357,2-18=1664/0,2-17=0/1052,4-17=-397/0,4-16=-310/0,8-14=0/1322,7-14=-290/0, 6-14=-361/0,9-11=1785/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �tip,Ev PRoi-e 870 2PE< 17 tf) 04 5. 17 cl*4i, OREGO,/�„40SA. HE EXPIRES:06/30/2015 August 25,2014 1 I ®MANN'.-Verhsyd&ga paramogrs and REAL t IES CH TICS AND 24CPLttED/di#EK REFERENCE PAGE 34117 473 rex.1/25/201481:T34EUSE I � Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the • a�jT� * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1X1 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quatly Criteria,OS11-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 N Seutilere Piine18P}8uanber is specified,the design vatucs aee.tieasz effective 06/01/203.3 by Af.SC Job Truss Truss Type Qty Ply 2610 D R42684372 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 I 2-6-0 I 1-9.11 I I 1-2-0 I I 0-7-1 I Scale=1:17.1 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 354= 1.5x3 II 1 2 3 4 5 6 e e e q o N . -1.)e e 1 9 8 3x4= 7 354= 3x4= 3x4= I 4-5-3 41-11 5-1-11 1 5-8-11 5-113 9-0-12 4-5-3 0-1-8 0-7-0 0-7-0 0-1 3-2-9 Plate Offsets(X,Y): 18:0-1-8,Edgel,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 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(TL) -0.08 9-10 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.21 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:41 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=393/0-2-8 (min.0-1-8),7=393/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-826/0,3-4=-826/0,4-5=-826/0 BOT CHORD 9-10=0/720,8-9=0/826,7-8=0/738 WEBS 2-10=-778/0,5-7=-796/0,5-8=0/306 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �Rt0 PR Ore 'c,.. �GI ��A �.* `t 870 2PE 9 CV Ni y��A)�REDO '©zo Cep '1BE`R 4tP� A. HE , EXPI RES:06/30/2015 August 25,2014 1 t ®t9ARfQJMS-Verily derign;aram,:ers arid REAL loSTES SH SHIS AND IMI(/SEfl MiTE!f REFEREMTE PAGE MTE 7473 me 1/25/2014 BEM U Design valid for use only with WO 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.gracing shown is for lateral support of individual web members only.Additional.temporary bracing to insure stability during construction is the responsibillity of the „ E'R= erector.Additional permanent bracing of the overall structure is-the responsibitty of the building designer.For general guidance regarding R '- fabrication,quality control storage,delivery,erection and bracing,consult ANSI/7P11 Quagly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Sure 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern,pine(SP)hurler is specified,the design values ate these elrecttsre 06/431/2013 byAtSC Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION " Center on joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4 plate (Drawings not to scale) Injury e or Personal In offsets are indicated. 9 � rY ra.1 Dimensions are in ft-in-sixteenths. ii; Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing,is always required. See SCSI. SLIEINIIIIIINIIIESINIIM 2. Truss bracing must be designed by an engineer.For Q-1/1 d' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I i i i t e l _ bracing should be considered. d 3. Never exceed the design loading shown and never�� U ililliiiiA .502. stack materials on inadequately braced trusses. o_ h g For 4 x 2 orientation,locate p_.` c7: c•7 cs-o 4. designer,erection supervisor,property owner and plates 0 "i ' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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 SYP represents values as published specified. / Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ff.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING w•• 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MTek®All Rights Reserved approval of an engineer. 17.Install and load vertically unless indicated otherwise. ® number where bearings occur. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all Plate Connected Wood Truss Construction. portns of ( ,and pictures)before use.this design Reviewingfrontpicturesbackalonewords is not sufficient.io DSB-89: Design Standard for Bracing. jI e ke BCSI: Building Component Safety Information, 20.Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.01/29/2013 o v m Co i-T-1 n. wo - n wza>' Oo m � .� mm o. A o o r_-, N ' m o Z Z 1 O m o 2 2 Z m Z — -a Z v O * 1 3 CI r- -0Z O 56'-0" 24 0m Z 39'-6 I 16'-6' J Z I E m < 1 6'� 1 1 �� 1 a 'm i I i y ore gi S'll a s (5,5 c m ? ? ? m I An a2 `, N W N .1 w — J4J3 ``�:� �° AM - - - N !tib1Z E' E° � / 0. o °m�Ao a 2 J2 Aa• - G r.T$8F,,mo-cg1 9c _ i i," / a= ` N q; �azpWmomm -. i ^ p°i)zmzr°)T,92, . /_ 1 a J4 P.M 38Vmn mZ 41 CZp BA 7 r O 7 c DIP-m A. X at — ZGTZ p�TcpAO N ,,r4r.:3N pLl i,, J� A pW?mZ�CDA� i X N are an nm er i 1FAoppm ooti o. 112 z °�N� A �I� J' O w e 11 a f W J - ,, �' L 1 10-0 71_ I I.� 3 - " 16'x'C , a to w P' in7 Z CONFORMS TO DESIGN CONCEPT QX CONFORMS TO DESIGN CONCEPT n CONFORMS TO DESIGN CONCEPT WITH o ri CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN REVISIONS NOTED I—] NON CONFORMING-REVISE AND RESUBMIT 0 NON-CONFORMING-REVISE&RESUBMIT o THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE n o THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE Q 3 WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE c FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE 2 DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY - m PRIORITY OVER THIS SHOP DRAWING. OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. ZI• F, By Alexia Fukui Date 9/22/14 ZMILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 "` � 0 CT ENGINEERING INC o m v m Pi- NI N O -DP > iC'- a m Er: Om a A o o; r A 00 ob b :1C) I. n Z Zm O I G O Z = O 56'-0' jo TZ +-0' I' 1' 3T-6 16'$' ► o x z kr1tai co — u J r- K g g ; g g K Q + , , .. cowJ s,,1 I►IIS' Al 2 ,, ., I• ■'I■II/II m rn c BJ2 = i- ,■, ,r J m m m m II w n, :. W m :,ISI ,■ N II . m 2 Z Z 1 + .. � i w � m co -�� II `" C1 c J1 _ISE ►x, �° III - 13 J2 110'0 �Mb. A (2) IIIGil 70. vdHhiid y wl►��' - 1111 v42 C 1 � w I■ ` •'�vQQ hi M vmC,Am2.vy z< PW 1�1►�•-_-'V'. < ' hi INkq I V 0000�pc� {Om AA MM z<rz 7,4'4 1v /' -IMO'in\ ■ \ I:. O �mA�'O vcTm II/ K A�n�?m yCDAA Fri 0 r r ER so CCP cr _.I I r '1 CD m 39'-6' 1 16'$" 0. C . k 56'-0' 51 VI H VI ® CONFORMS TO DES N CONCEPT o 0CONFORMS TO DESIGN CONCEPT n CONFORMS TO DESIGN CONCEPT WITH ri CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN REVISIONS NOTED ❑ NON CONFORMING- REVISE AND RESUBMIT 0 NON-CONFORMING-REVISE&RESUBMIT n THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE Ft 3 3 WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE a a2 FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE ter 1 DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY m OVER THIS SHOP DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS. SF By Alexia Fukui Date 9/22/14 MILBRANDTZ CD ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 0 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). I,,.30NNV PROrp Os i z /+ ' kb C? r. tS1R17 ft r l0+..i�}� �:' r>r r :'r '''ONAL f!)./q,'/I, EXPIRES u/.17(). 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 17-00-00 HIP EB SETBACK B-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 75 2- 9=(-333) 1878 9- 3=( 0) 578 13- 7=(-203) 115 BC: 2x6 KDDF #1&BTR 2- 3=(•2651) 479 9-10=(-320) 1760 3-10=(-439) 315 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1927) 484 10-11=(-254) 1358 10- 4=( -57) 378 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1375) 420 11-12=(-254) 1527 10- 5=(-101) 163 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 17'- 0.0° V 5- 6=(-1833) 519 12-13=(-237) 1408 5-11=(-104) 323 BC LATERAL SUPPORT <= 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 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ]GOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = •0.002" @ -1'- 0.0" Allowed = 0.100" M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 1-00-10 7-11-11 MAX LL DEFL = -0.036" @ 9'- 0.0" Allowed = 0.804° MAX TL CREEP DEFL = -0.069" @ 9'- 0.0" Allowed = 1.072° 2-09 5-02-11 1-00-10 2-11-03 2-03-08 2-09 MAX HORIZ. LL DEFL = 0.021" @ 16'- 6.5' 597'30# MAX HORIZ. TL DEFL = 0.035" @ 16'- 6.5° 597.30# NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-4x6M-5x6 ��=e� Design conforms to main windforce-resisting system and components and cladding criteria, 12 12 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M 3x4 10.50 (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), 41* Tr 10.50 load duration factor=l.6, °� inuss thedplaneed offor thewind trussoads only. M-3x4 M-3x4 M � c � m Il T 10 M-3x8 M-3x4 13 **6 , o =M-6x6 M-7x8 =M-6x6 M-3x5 O 2X WEDGE -- 1 2.75 W/(2) M-3X4 TYP. 2.75 12 12 y y y y y y y 2-05-08 5-02-12 1-09-04 2-09-08 2-00 2-09 ) ) ), y y )- 1-00 2-05-08 9-09-08 2-00 2-09 ), ) 1-00 17-00 JOB NAME : 2610-D MODIFIED PITCH NH - Al Scale: 0.2530 ��-<<-1 PNOF�ss/rir a* WARNINGS: GENERAL NOTES,unless otherwise noted: /� 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = 41 P E Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at err 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 �!_ - �Is� P Y 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 ``'''� C/� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� <4, SE Q. : 6054191 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, I- �� 2�N? A, design loads be applied to any component. and are for"dry condition"of use. Q " 74, TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifn (�P fabrication,handling,shipment and installation of components. Decessary. /1,1R V P P 7.Design assumes adequate drainage is provided. R R 1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII VIII VIII IIII Oil I IIII IIII III TPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digitsindicatesize ofplatee 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 111111 IIIIll HIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2- 8=(-226) 849 8- 3=( -8) 258 6-12=(-73) 82 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2- 3=(-1131) 300 8- 9=(-217) 797 3- 9=(-415) 293 WEBS: 2x4 KDDF STAND; 3- 4=( -662) 204 9-10=( -87) 575 9- 4=(-146) 432 2x4 DF STAND A LOADING 4- 5=( -605) 252 11-12=( 0) 0 9- 5=(-289) 204 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -805) 272 12- 7=(-102) 544 5-10=( -53) 144 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -851) 219 10- 6=( -32) 64 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 10-12=(-106) 563 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -145/ 833V -183/ 191H 5.50" 1.33 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 0.0" -95/ 716V 0/ OH 5.50" 1.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series CO AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 8-06 8-06 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T T T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° 2-09 5-09 3-05-08 2-03-08 2-09 MAX LL DEFL = -0.016" @ B'- 6.0" Allowed = 0.804" T T < < T MAX TC PANEL TL DEFL = 0.059" @ 5'- 9.6" Allowed = 0.727" 12 12 HM-4x4 MAX HORIZ. LL DEFL = 0.013" @ 16'- 6.5" 10.50 V N 10.50 MAX HORIZ. TL DEFL = 0.022" @ 16'- 6.5" 4 4 NOTE:Design assumes moisture content does 11111111111111444h not exceed 19`b at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 load durAll ation factor=1.6 Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads Al in the plane of the truss only. M-3x4 M-3x4 ,y 4I ,I ▪ M 3x5 �t��B 1 v • 1 M-5x6 M-3x8 M- tx8 12 **7 0 0 0 M-3x4 M-3x4 0 a 2 75 $2X WEDGE 12 W/(2) M-3X4 TYP. J' y y } y y 2-05-08 6-00-08 3-08-07 0-00-09-00 2-09 1, 1, y .1 1, 1-00 2-05-08 9-09-08 4-09 y > y 1-00 17-00 P JOB NAME : 2610-D MODIFIED PITCH NH - A2 .-,D ��IGIN Ar., / Scale: 0.2574 ? 02 WARNINGS: GENERAL NOTES,unless otherwise noted: v /- 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92! P E Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper �/ 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /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. Tf '�/ SEQ. : 6054192 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , . , Qyb` � design loads be applied to any component. and are for"dry condition"of use. 6. O y '14 RP 4 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if 2 V� necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. ' R R I 0- 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPINVECA in BCSI copies of which will be furnished upon request. lines coincide with joint center che. 9. Digitssdsize of plate in inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 OHM 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 #1&BTR SPACED 24.0" O.C. 2-3=(-281) 1 5-6=(-85) 157 3-6=(-169) 91 WEBS: 2x4 KDDF STAND 3-4=( -32) 34 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0° -35/ 381V -48/ 139H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -147/ 79V 0/ OH 1.50" 0.13 KDDF ( 625) Connector plate prefix designators: 8'- 0.0° 0/ 118V 0/ OH 5.50" 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" 1' 1' 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" 1' < ( MAX TC PANEL LL DEFL = 0.005" @ 1'- 3.0" Allowed = 0.189" MAX BC PANEL TL DEFL = -0.036" @ 5'- 0.1" Allowed = 0.291" MAX HORIZ. LL DEFL = 0.002" @ 7'- 6.7" MAX HORIZ. TL DEFL = 0.002" @ 7'- 6.7" II NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-3x4 w Design conforms to main windforce-resisting 12 0 o system and components and cladding criteria. 10.50 V All o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c-) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 G 0111 7/T IP° ��o� -�o M-5x6 $2X WEDGE W/(2) M-3X4 TYP. -1 2.75 12 ), y y y 2-05-08 5-01-03 0-05-05 y y ), y 1-00 2-05-08 8-00 5-06-08 1PROVIDE FULL BEARING:Jts:2,4.61 ��c 0 PR Ores JOB NAME: 2610-D MODIFIED PITCH NH - AJ2 (N si Scale: 0.4786 ��5 O� � -/ ir' WARNINGS: GENERAL NOTES,unless otherwise noted: �� [[]] �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual P E Truss: AJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .411e, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by % /� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,," �-. Cr 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. p A- tx 1.0 SEQ Q. : 6054193 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G� 21,g 0� A. design loads be applied to any component. and are for"dry condition"of use. O / 14, 2-°\ r�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. /'// - V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. CC R R U 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII II II VIII VIII I'll IIII IIIIIIITPUWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES: 12/31/2015 111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 75 2-5=(-163) 262 5.3=( 0) 126 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-374) 48 5-6=(-157) 242 3-6=(-261) 169 WEBS: 2x4 KDDF STAND 3-4=( -79) 62 LOADING 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" -26/ 434V -72/ 194H 5.50" 0.69 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -127/ 119V 0/ OH 1.50" 0.19 KDDF ( 625) Connector plate prefix designators: 8'- 0.0" 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. iCOND. 2: Design checked for net(-5 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' T MAX LL DEFL = 0.003" @ 2'- 7.8" Allowed = 0.270" 1-05-06 4-06-05 MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.078" T f' T 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" 0 MAX HORIZ. TL DEFL = 0.003" @ 7'- 6.7" 12 NOTE:Design assumes moisture content does 10.50 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. N 0 M-3x4 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, cco m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Lo Truss designed for wind loads Iiii1111111\- in the plane of the truss only. M-3x4 to v INIIIMIIIIIVv q/- -� M-1.5x3 o M-5x6 $2x WEDGE -- ]2.75 W/(2) M-3X4 TYP. 12 )- y y y 2-05-08 5-01-03 0-05-05 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 ��ED PR�FFs Scale: 0.3926 c" ”17/tr s�Q� WARNINGS: GENERAL NOTES,unless otherwise noted: ' ' 7, 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual � �P E Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r�P DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by S�w� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathin „....#,I81.� pyw sheathing(TC) /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++ • •y " 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 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, 4'0'7-1/- 14 - �t SS�� design loads be applied to any component. and are for"dry condition"of use. �O '9y 4 2� T TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ss �p necessary. /14E R t .* fabrication,handling,shipment and installation of components. 7.nDesign assumes adequate drainage is provided. {� L 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 11111 IIIIII11011 (IIII III IIIII Rill IIII TPI WfCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointanr lines. 9.Diggs indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 11E III IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 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 #1&BTR SPACED 24.0" O.C. 2.3=(-374) 48 6-7=(-157) 242 3-7=(-261) 169 WEBS: 2x4 KDDF STAND 3-4=( -79) 62 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 434V -73/ 197H 5.50" 0.69 KDDF ( 625) Connector plate prefix designators: 5'- 10.9" -112/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" -2/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacintl.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-05-06 6-06-05 MAX LL DEFL = 0.003° @ 2'- 7.8" Allowed = 0.270" T f 5 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 0' 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. 10.507 0 Design conforms to main windforce-resisting system and components and cladding criteria. c 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, mTruss designed for wind loads M-4x6 in the plane of the truss only. M-3x4 INIF '� 6 7 o/- M-5x6 M-1.5x3 0 $2X WEDGE W/(2) M-3X4 TYP. ---1 2.75 12 y > yy 2-05-08 5-01-03 0-05-05 ), > y 1, 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING;Jts:2,4,7I JOB NAME: 2610-D MODIFIED PITCH NH - AJ4 �<<" t,k), () PR Scale: 0.3274 G GENERAL NOTES,unless otherwise noted: v /� 9 WARNINGS: • E C- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92/ P C Truss: AJ 4 and Warnings before construction commences, building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at4111011111""7''� DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f�, P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f'� DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON [i 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y SEQ. : 6054195 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� �q �'t,� T �(�. design loads be applied to any component. and are for"dry condition"of use. O r 14, 2- TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f 0Q` fabrication,handling,shipment and installation of components. necessary. M" R R i,-," P P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 10111111111311111111 TPI/V1/TCA in BCSI,copies of which will be furnished upon request lines coincideitwithizjoint ain che. 9. Digits idsize of plate ein inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 1E1111111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 GIRDER SUPPORTING 10-00-00 FROM 18-00-00 TO 26-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ! TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 74 2-10=(-312) 2156 10- 3=( 0) 180 2x6 KDDF #1&BTR T2 2- 3=(-3054) 540 10-11=(-312) 2154 3.11=( -262) 220 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-2774) 600 11-12=(-364) 2522 11. 4=( -300) 1532 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-2032) 496 12-13=(-604) 3432 11- 5=(-1356) 378 TC UNIF LL( 50,0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 26'- 0.0" V 5- 6=(-2916) 710 13- 8=(-606) 3444 5-12=( -284) 1146 TC LATERAL SUPPORT <= 12"0C. 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"OC UON. FOR ADDL: BC CONC LL+DL= 1562.0 LBS @ 17'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -446/ 2387V -228/ 228H 5.50" 3.82 KDDF ( 625) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 26'- 0.0" -841/ 3984V 0/ OH 5.50" 6.38 KDDF ( 625) Connector plate prefix designators: ( 2 ) complete trusses required. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc JJoin 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" /v\ 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 l' . 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 fNOTE:Design assumes moisture content does 10.507M-4x6 M-3x4 M-4x6 12 not exceed 19N at time of manufacture. 10.50 5 Design conforms to main windforce-resisting �p Qit4, 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 AIJIhI t v o rr_ li ® V 1 10 11 12 13 o M-3x4 M-1.5x3 0.25" M-6x8 M-1.5x3 M-3x5 O M 7x8(S) 1562# 1, 1, y 1' y y 4-11-11 4-07-07 6-09-13 4-07-07 4-11-11 /, ) /, ), 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B1 Scale: 0.2159 ��GPN �FFs`Sj� /9 ` 2 WARNINGS: GENERAL NOTES,unless otherwise notetl: C� "9� B1 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 S P E Truss: EI 1 and Warnings before construction commences. building component.Applicability of design parameters and proper Aller 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'c.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ../#'0/4.. t DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ (`. C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON 1(/ S E Q. : 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 �f �� design loads be applied to any component. and are for"dry condition"of use. / 'I)/ 2� -!- TRAN S I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if �/ 14 �yQ. fabrication,handling,shipment and installation of components. necessary. r V 7.Design assumes adequate drainage iscros,provided. c:R R'10- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII III VIII I VIII IIII IIII IIII IIII TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincide withzjoint ate in che. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111E1III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2-12=(-230) 975 3-12=(-245) 216 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-1313) 436 12-13=(-129) 824 12- 4=(-151) 445 WEBS: 2x4 KDDF STAND 3- 4=(-1095) 450 13-10=(-253) 882 12- 6=(-179) 128 LOADING 4- 5=( 0) 0 6-13=(-179) 128 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -740) 396 8-13=(-151) 445 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -740) 396 13- 9=(-245) 215 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=(-1095) 450 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1313) 436 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 75 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0° 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -267/ 1206V -231/ 231H 5.50" 1.93 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 26'- 0.0" -267/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 11-11-11 2-00-10 11-11-11 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-00-14 4-09-02 11,00-95 5 2-01- 11 4-09-02 5-00-14 MAX LL DEFL = -0.002° @ -1'- 0,0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" �2-01-111 1-00-05 MAX LL DEFL = 0.031" @ 13'- 0.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.062" @ 13'- 0.0" Allowed = 1.672" 10-00 10-00 MAX LL DEFL = -0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0' Allowed = 0.133" 12 5 7 12 MAX HORIZ. LL DEFL = 0.018" @ 25'- 6.5' 10.50 V M-4x6 N10.50 MAX HORIZ. TL DEFL = 0.028" @ 25'- 6.5" :M-4x6 NOTE:Design assumes moisture content does M 3x4not exceed 19% at time of manufacture. � 0 6 4x Design conforms to main windforce-resisting system and components and cladding criteria. , Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 1111111111111111111 M-1.5X3 Truss designed for wind loads in the plane of the truss only. v cr r r a V rw MM :__ 12 13 r i o M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 o y J, y y 9-08-04 6-07-08 9-08-04 y y ), 12-00 14-00 1 )' y )' 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - 62 c,0 , GIN OFF, iSi Scale: 0.2015 !_,�`(+� 02 -51 WARNINGS: GENERAL NOTES,unless otherwise noted: 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 � �P E Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ♦� DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r - P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), 418 rZ" 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 OREGO �'� C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7,... S EQ. : 6054198 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9 design loads be applied to any component. and are for"dry cond'aion"of use, O 1 4 ,40\ t�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 A_ A-C fabrication,handling,shipment and installation of components. Dnecessary. 'Y/ R PR f 1 V P 7.Design assumes adequate drainage is provided. 11.. 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 IIII Ell VIII VIII 111111 TPINVECA in BCSI,copies of which will be furnished upon request. Digit coincide with jointpate nr che. 9.Digits indsize of plateetinches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1111111 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=(-128) 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 LOADING 4- 5=(-1257) 463 9- 5=(-410) 357 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 306 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 75 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -212/ 1206V -303/ 303H 5.50" 1.93 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -212/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 13-00 13-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" 0 -1'- 0.0" Allowed = 0.100" 6-07-14 6-04-02 6-04-02 6-07-14 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T f . f . MAX LL DEFL = -0.042" @ 8'- 9.2" Allowed = 1.254" MAX TL CREEP DEFL = -0.078" @ 8'- 9.2" Allowed = 1.672" 12 M-4x6 12 MAX LL DEFL = -0.002" @ 27'- 0.0' Allowed = 0.100" 10.50 VN 10.50 MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 4 4.0" MAX HORIZ. LL DEFL = 0,020" @ 25'- 6.5" 111 MAX HORIZ. TL DEFL = 0.030" @ 25'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 /It'IlliM-1.5x3 Truss designed for wind loads in the plane of the truss only. ,1- A AL.' v o _-r� mi. �� o 8 o M-3x4 M-3x4 M-3x4 M-3x4 0 M-3x5(S) > y y y 8-09-04 8-05-08 8-09-04 y y y 10-00 16-00 1, ), y 1-00 26-00 1-00 tri PR(Fes, JOB NAME : 2610-D MODIFIED PITCH NH - B3cs 5� GIN s, Scale: 0.2034 c\ �1- WARNINGS: GENERAL NOTES,unless otherwise noted: � �q 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = 10 P E Truss: B3 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 t theiraced at DES. BY• LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f�r �' P Y continuous sheathing such as plywood sheathing(7C)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 ) ' C/� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. }T v,/ S E Q. : 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, , ,,y_ ter NS and are for"dry condition"of use. -7 y design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge it O 14 2.0 P TRANS ID: 407743 S.CompuTrus has no control over and assumes no responsibility for the necessary. A.JF �� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C R R 11, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIIITPI WrCA in BCSI,copies of which will be furnished upon request. lines coincide withjoint center lines. 9.Digits indicate sizze of platete 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 11011 III 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 IC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2-12=(-230) 975 3-12=(-245) 216 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1313) 436 12-13=(-129) 824 12- 4=(-151) 445 WEBS: 2x4 KDDF STAND 3- 4=(-1095) 450 13-10=(-253) 882 12- 6=(-179) 128 LOADING 4- 5=( 0) 0 6-13=(-179) 128 TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -740) 396 8-13=(-151) 445 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -740) 396 13- 9=(-245) 215 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=(-1095) 450 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1313) 436 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 75 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -267/ 1206V -231/ 231H 5.50" 1.93 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 26'- 0.0" -267/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] 11-11-11 2-00-10 11-11-11 T l' . . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-00-14 4-09-02 1100-05 2-01-11 4-09-02 5-00-14 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" � C MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 1- 2-01-11 -(J00-'05 MAX LL DEFL = 0.031" @ 13'- 0.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.062" @ 13'- 0.0" Allowed = 1.672" 10-00 10-00 MAX LL DEFL = -0.002" @ 27'- 0.0' Allowed = 0.100" ,r f T < MAX TL CREEP DEFL = -0.003" @ 27'- 0.0' Allowed = 0.133" 12 5 7 12 MAX HORIZ. LL DEFL = 0.018" 8 25'- 6.5" 10.50 V M-4x6 .N 10.50 MAX HORIZ. TL DEFL = 0.028" @ 25'- 6.5" M-3x4 M-4x6 NOTE:Design assumes moisture content does 9c 6 0� not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ''' IllAilli ' Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 M-1.5X3 Truss designed for wind loads in the plane of the truss only. v v oc1 ��_ Asl -'_'� o 12 13 4 1 o M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 0 1' y J. y 9-08-04 6-07-08 9-08-04 > y y 12-00 14-00 y > y 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - 64 Scale: 0.2015 - ,'N NOFFs(9 �7//r WARNINGS: GENERAL NOTES,unless otherwise noted: �45' �< B4 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: B4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /All �_ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathin C and/or d / `��- DATE: 9/9/2014 pcin sheathing(TC) ywa8(Bc). it the overall structure is the responsibility of the building designer. 3.2z 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. -9 OREGON SEQ. : 6054200fasteners 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 "�� O\b` A� � design loads be applied to any component. and are for"dry condition"of use. Q y 14, 2, A+- TRANS ID: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if (ms _ necessary. /�� V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R I L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II I III VIII III VIII III VIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. Digit indicate with joint ate in che. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 1E11011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2.10=(-153) 969 3-10=(-254) 240 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-1313) 336 10.11=( -92) 821 10- 4=(-124) 435 WEBS: 2x4 KDDF STAND 3- 4=(-1095) 350 11- 8=(-179) 882 10- 5=(-168) 93 LOADING 4- 5=( -740) 329 5-11=(-168) 93 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -740) 329 6-11=(-124) 435 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1095) 350 11- 7=(-254) 240 TOTAL LOAD = 42.0 PSF 7. 8=(-1313) 336 8- 9=( 0) 75 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -193/ 1206V -231/ 231H 5.50" 1.93 KDDF ( 625) 26'- 0.0" -193/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series [COND. 2: Design checked for net(-5 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 M-4x6 M-3x4 M-4x6 10,50 MAX HORIZ. TL DEFL = 0,028" @ 25'- 6.5" 5 NOTE:Design assumes moisture content does 40,: °� 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), load duration factor=1.6, M-1,5x3 ,/t///\11M-1,5x3 Truss designed for wind loads in the plane of the truss only. <I- ,- r v v-t 'erm ^ s� v , - 10 G11 O M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 O y y y y 9-08-04 6-07-08 9-08-04 J., y ), 12-00 14-00 > ), ), ), 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - 65 scale: 0.2270 ��``�'��,GPN ��ss%iir 2 WARNINGS: GENERAL NOTES,unless otherwise noted: • /� 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =92 P E f Truss: B5 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 i. �� P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. p SE Q. : 6054201 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ., 'rl�f y O� TRANS I D: 407743 � design loads be applied to any component, and are for"dry condition"of use. Q -7 14, 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �p` cessary. fabrication,handling,shipment and installation of components. DesignDeassumes Ml�p P Po 7. laes adequate ne drainagehcis truss, a r�R' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111110111111111101111 TPIM?CA in SCSI,copies of which will be furnished upon request. git coincide with jointain che. 9.Digits indicate size of plate in inches. MiTek USA,IDC./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 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 HIP EB SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 75 2-10=(-446) 2306 3-10=(-133) 227 2x6 KDDF #1&BTR T2 2- 3=(-3306) 710 10-11=(-526) 2863 10- 4=(-100) 1152 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-3159) 727 11-12=(-526) 2863 10- 5=(-820) 263 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-2341) 593 12- 8=(-410) 2306 11- 5=(-189) 791 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0° TO 26'- 0.0" V 5- 6=(-2341) 593 5.12=(-B20) 262 TC LATERAL SUPPORT <= 12°0C. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 8'- 0.0° V 6- 7=(-3160) 727 6-12=(-100) 1152 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 75.0)+DL( 71.0)= 146.0 PLF 8'- 0.0" TO 18'- 0.0" V 7- 8=(-3306) 710 12- 7=(-133) 227 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 18'- 0.0" TO 26'- 0.0" V 8- 9=( 0) 75 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 18'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 50.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 1OPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 nofl uplift at 24 °oc ssacin C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g g M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.084" @ 13'- 0.0° Allowed = 1.254" MAX TL CREEP DEFL = -0.167" @ 13'- 0.0" Allowed = 1.672" MAX LL DEFL = -0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.032" @ 25'- 6.5" 7-11-11 10-00-10 7-11-11 MAX HORIZ. TL DEFL = 0.052" @ 25'- 6.5" T 'f 'f T NOTE:Design assumes moisture content does 3-11-11 4-00 5-00-05 5-00-05 4-00 3-11-11 not exceed 19% at time of manufacture. 597.30# 597.30# Design conforms to main windforce-resisting 12 M-4x6 M-4x6 12 system and components and cladding criteria. 10.50 7M-3x8 .N 10,50 5 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �p 4), (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7 `_' load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 -4 v 10 11 'r 12 O M-3x8 M-3x8 0.25" M-3x8 M-3x8 O M-7x8(S) y J y 1, 7-07-02 5-04-14 5-04-14 7-07-02 , - y ) 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - 66 Scale: 0.2284 �`��,,EGINoFFssp iq//r 2 1 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 9r B6 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 !921O P E Truss: B6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by L/�'' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). fo 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 Q 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 3 OREGON 14j SEQ. : 6054202 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G� Jl'/- O design loads be applied to any component. and are for"dry condition"of use. O -7 y 14, 4 2 A4 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Cy`_ necessary. MSR R 1 lk-Ce fabrication,handling,shipment and installation of components. 7. eassumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII III VIII I I I II VIII IIII III TPIM?CA in BCSI,copies of which will be furnished upon request. git coincide withizjointanr lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(0) 75 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(0) 118 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -72/ 264V -25/ 85H 5.50' 0.42 KDDF ( 625) 1'- 10.9" -187/ 238V 0/ OH 1.50° 0.38 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO 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. 1-11-11Design conforms to main windforce-resisting f -r system and components and cladding criteria. 12 Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10.50 7 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 N V V c, x4 M-3x4 J, y 1, 1-00 (PROVIDE FULL BEARING;Jts:2,3,4I 10-00 JOB NAME: 2610-D MODIFIED PITCH NH - BJ1 5�``��,,,\\GPN((e��FFss� Scale: 0.5116 !G'p / O* WARNINGS: GENERAL NOTES,unless otherwise noted: 7/7//7' 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 92 OPE Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper / /!/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the budding designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by L•� - �' P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON !/'. 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `�.t SEQ. : 6054203 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , ";.-7 0\ S design loads be applied to any component. and are for"dry condition"of use. O y 1 4 2 T TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. MSR R I -" �P 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 II II VIII VIII VIII VIII VIII VIII IIII IIII TPIM?CA in BCS(,copies of which will be furnished upon request. Digit coincideitwithzjoint ate in che. 9.Dies idsize of ce in inches.li . MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIHII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-61) 104 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0" -12/ 364V -48/ 139H 5.50" 0.58 KDDF ( 625) 3'- 10.9" -233/ 210V 0/ OH 1.50" 0.34 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.025" @ 2'- 3.8" Allowed = 0.313" MAX TC PANEL TL DEFL = -0.052" @ 2'- 0.7" Allowed = 0.469" MAX BC PANEL LL DEFL = -0.031" @ 4'- 4.6" Allowed = 0.454" MAX BC PANEL TL DEFL = -0.274" @ 5'- 5.8" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10,9" 3-11-11 MAX HORIZ. TL DEFL = 0.001" @ 3'- 10,9" T T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.50 7 (1 system and components and cladding criteria. 1 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 CO v 0 o/- ►� ►�4 M-3x4 y ,1 1, 1-00 IPROVIDE FULL BEARING;Jts:2,3,4I 10-00 03 JOB NAME : 2610-D MODIFIED PITCH NH - BJ2 Scale: 0,5025 ,-ON GIN��F�ssio2 ` /�/1 WARNINGS: GENERAL NOTES,unless otherwise noted: 4� 9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual P E Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. „� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 �'� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /' ' 1111100.- 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 Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -9 SEQ. : 6054204 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L � 20\��A � design loads be applied to any component, and are for"dry condition"of use. Q y 14, TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. MFR R i L\- P 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 VIII 1111 II II I I I VIII III)IIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. coincide with joint center lines. 9. indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.lines For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIII11111II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-5=(-163) 204 3-5=(-276) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-317) 148 WEBS: 2x4 KDDF STAND 3.4=( -97) 62 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -66/ 524V -72/ 194H 5.50" 0.84 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -83/ 39V 0/ OH 1.50" 0.06 KDDF ( 625) Connector plate prefix designators: 10'- 0.0" -49/ 259V 0/ OH 5.50" 0.41 625)KDDF 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. [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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" T MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.238" MAX TC PANEL LL DEFL = 0.009" @ 2 -' 8.4" Allowed = 0.409" MAX BC PANEL TL DEFL = -0.434" @ 5'- 1.4" Allowed = 0.606" M-1.5x3 0 MAX HORIZ. LL DEFL = 0.002" @ 9'- 9.3" MAX HORIZ. TL DEFL = 0.002" @ 9'- 9.3" 12 10.507 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=1.6, N-o Truss designed for wind loads in the plane of the truss only. Lov T/ v o� o 5 M-3x4 M-1.5x3 y ), y 1-00 'PROVIDE FULL BEARING;Jts:2,4,51 10-00 JOB NAME : 2610-D MODIFIED PITCH NH - BJ3 �e', O PROFFS Scale: 0.4650 �� %� s%11 2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� -}7r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual s P E Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by { �_ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood / 41M` cingmsheathin eresand/ordrywall(BC). DATE• 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M �/� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 y_OREGON t„ 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, l-. \ design loads be applied to any component. and are for"dry condition"er uae. /O q 1' 7 4, 2-° P+ TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 4'I R 4) 7.Design assumes adequate drainage is provided. R 'L, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPInNlCA in SCSI,copies of which will be fum shed upon request. git coincideiindicate with jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 11E1III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-5=(-156) 192 3-5=(-259) 212 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-307) 144 WEBS: 2x4 KDDF STAND 3.4=( -88) 41 LOADING TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0,0" -41/ 532V -96/ 251H 5.50" 0.85 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 10.9" -106/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: 10'- 0.0" -51/ 255V 0/ OH 5.50" 0.41 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Desifn checked for net -5 rsf u.lift at 24 "oc s.acin.. 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" T T MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.008' @ 2'- 8.4" Allowed = 0.409" MAX BC PANEL TL DEFL = -0.434' @ 5'- 1.4" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.002" @ 9'- 9.3" MAX HORIZ. TL DEFL = 0.002" @ 9'- 9.3" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.50 7 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. ti Wind: 140 mph, h=22.7ft, 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. r- v o/- ► =�5 c. M-3x4 M-1.5x3 > ), y 1-00 (PROVIDE FULL BEARING;Jts:2.4,5' 10-00 JOB NAME: 2610-D MODIFIED PITCH NH - BJ4 ��GPN p, t5) Scale: 0,3971 �\ ! 02 WARNINGS: GENERAL NOTES,unless otherwise noted: .C/Y/7//r. 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual P E Truss: BJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��. DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /- - P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON / 0 CC 4. Na load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. }� A- `V SEQ. : 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, Z- ''lir y O�� S� design loads be applied to any component. and are for"dry condition"of use. Q -7 14 2 T' TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if nQ` fabrication,handling,shipment and installation of components. necessary. V P P 7.Design assumes adequate drainage is provided. FR R L\" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII VIII VIII II I VIII VIII VIII IIII IIII TPI/WfCA in SCSI,copies of which will be famished upon request. git coincide with jointcenterche. 9.Digits oncde size oplate in inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1355) 243 1.5=(-294) 921 5-2=(-147) 1042 4-7=(-1755) 441 BC: 2x6 KDDF #1&BTR SPACED 24.0' O.C. 2-3=( -492) 164 5-6=(-292) 910 2-6=(-879) 275 WEBS: 2x4 KDDF STAND; 3-4=( -298) 156 6.7=(-132) 189 6-3=(-122) 387 2x4 KDDF #1&BTR A LOADING 6-4=(-431) 1724 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12°0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -170/ 992V -153/ 283H 5.50° 1.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -400/ 1582V 0/ OH 5.50" 2.53 KDDF ( 625) NOTE: 2x4 BRACING AT 24'00 UON. FOR ADDL: BC CONC LL+DL= 1017.0 LBS @ 6'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 717.0 LBS @ 8'- 0.0" ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.019' @ 4'- 7.2" Allowed = 0.454° C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.058' @ 4'- 7.2" Allowed = 0.606' M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.3" MAX HORIZ. TL DEFL = 0.006" @ 9'- 10.3" 8-10-03 1-01-13 T < T NOTE:Design assumes moisture content does 4-09 4-01-03 1-01-13 not exceed 19% at time of manufacture. T ' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.50 7 M-4x0r M-10x10 Wind: 140 mph, h=23,1ft, TCOL=4.2,BCDL=6,0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), #11:=1 load duration factor=1.6, Iffil Truss designed for wind loads in the plane of the truss only. M-3x5 N- Oi M A O) O 1` ill `�� a ihilii o ® � -V 1'- 5 6 -7 O M-3x4 M-3x6 M-8x14 M-1.5x3 y y ,1017# lir7y# , 4-07-04 3-11-08 1-05-04 ) ) 10-00 JOB NAME : 2610-0 MODIFIED PITCH NH - Cl Scale: 0.2850 ��ti �GINOFF`r`> /9 2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 9 Cl .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!92 I IPE Truss: l 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. /1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -" DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ lir 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. -710 SEQ. : 6054209 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G7 '79 O'��` and are for"dry condition"of use. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, 2 P TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for thenecessary. A 1 0 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '1" R R►y"- 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII I VIII VIII VIII IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of platete in in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 MIN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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 DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSFCWind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M1BHS (16or no MiTek prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = 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 loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T T T 12 TIM-4x4 12 6.00 I/ 3 \I 6.00 j c-, c, 00 4 B gg: 14 M-3x5(S) M-3x4 M-3x4 y y 12-00 10-00 y ) ), ), 1-00 22-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - D1 Scale: 0.3532 �-<<-YN N �FFS,s/O x/9'1` l- WARNINGS: GENERAL NOTES,unless otherwise noted: �� 9t,�. 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual 9��P E Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at te. DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by EIS P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „.../I'41/144.—Eftry. 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 Y 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 SEQ. : 6054210 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, �+� fir OBD A and are for"dry condition"of use. '7}� design loads habes noaoplon to any component.rdsu6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4, P TRANS I D: 407743 5.CompuTrus has control over and assumes no responsibility for the necessary. /)./ ' Qp fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C R R L B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII III I VIII IIII VIII VIII VIII IIII III TPI/WfCA in BCSI,copies of which will be furnished upon request. Tongs coincide with jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 IIIIIIHIII 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 B- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �CDND. 2: Design checked for net(-5 8sf) uplift at 24 "oc spacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 11-00 11-00 MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" '( T T MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-09-04 5-02-12 5-02-12 5-09-04 4 4 4 4 4' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 6.001/ M-4x6 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 4 " 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 \ /M co 0 0 o rmi mi 1-+-1 o 8 9 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 y y y ), 7-06-03 6-11-11 7-06-03 12-00 10-00 ), J ), y 1-00 22-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - D2scale: 0.2646 c.co ,..,,GINj}EA,,, `y, WARNINGS: GENERAL NOTES,unless otherwise noted: • /}�' - -y9 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 G, P E Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,„,./.4111/44, �� P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. -y 4/ SEQ. : 6054211 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, `2. �9 Q\Q iS and are for"dry condition"of use. y design loads be applied to any component. Q 1 4, 2 TRANS I D: 407 743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /�J !�P fabrication,handling,shipment and installation of components. necessary. -' ,,. V P P 7.Design assumes adequate drainage is provided. C R R 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. Digit coincide withizjointcenterche. 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 111111 III 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 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -57/ 287V -25/ 85H 5.50° 0.46 KDDF ( 625) 1'- 10.9" -157/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 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" 1 11 11MAX HORIZ. LL DEFL = -0.000° @ 1'- 10.9" T 'l MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.50 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Fr Truss designed for wind loads ) in the plane of the truss only. O 0 N V V O M-3x4 y y y 1-00 'PROVIDE FULL BEARING:Jts:2,3.41 6-00 JOB NAME : 2610-D MODIFIED PITCH NH - J1 c-‹i.- „GINOF�s`r./ Sale: 0,5876 CO. �(�y o2 WARNINGS: GENERAL NOTES,unless otherwise noted: �. /1� 9 1.Builder and erection contractor should be advised of all General Notes 1..This design is based only upon the parameters shown and is for an individual = �P E Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f:' '� P Writ P continuous sheathing such as plywood sheathing(C)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++ 9 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. ,g� S EQ. : 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, 420-'74 � �9 y 2-C';\ +A'�� design loads be applied to any component. and are for"dry condition"of use. O 7 4 A TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if V"- fabrication,handling,shipment and installation of components. Decessary. R f P P 7.Design assumes adequate drainage is provided. PRO- 6. R t,-`" 6.This design is famished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII I III III VIII'III'IIIli TPIANlCA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits idsize of plateinches. nes. 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 111111111 IIIIIIIHIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-B5) 95 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -16/ 358V -48/ 139H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -183/ 171V 0/ OH 1.50" 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CNIB (or no prefix) = CompuTrus, Inc M,M2DHS,M18HS,M16 = MiTek MT 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 ttsf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.178" MAX BC PANEL LL DEFL = -0.021" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.037° @ 2'- 2.2" Allowed = 0.469' 3-11-11 MAX BC PANEL TL DEFL = -0.119' @ 4'- 1.4" Allowed = 0.472" T T MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 -/ MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 10.50 NOTE:Design assumes moisture content does 'to not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. M v -/- ..:1- c, . of- o 11004 M-3x4 > J' y 1-00 [PROVIDE FULL BEARING:Jts:2,3,41 8-00 JOB NAME : 2610-D MODIFIED PITCH NH - J2 �,,„EGPN ©FFss/ Scale: 0.5501 �\ "Y/7/117 02 WARNINGS: GENERAL NOTES,unless otherwise noted: . /� J 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =92 i P E Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1'r is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . ' - DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ir 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 tx 4(/ -9 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, L- '7,9 y O\ �{' TRANS I D: 407743 � design loads be applied to any component. 5. and are tar"dry condition"of use. O 1 4 2 TCompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. M"R R L ," �Q 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 B.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIIITPIMlrCA in BCSI copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits idsize of plateinches. nes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. liFor basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111411 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 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF N1&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 SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -20/ 422V -72/ 194H 5.50° 0.68 KDDF ( 625) 5'- 10.9" -172/ 201V 0/ OH 1.50° 0.32 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 85V 0/ OH 5.50° 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" T T MAX TC PANEL LL DEFL = 0.189" @ 3'- 2.1" Allowed = 0.490" -/ MAX BC PANEL TL DEFL = -0.156" @ 4'- 1.4" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" i0 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 NOTE:Design assumes moisture content does 10.50 7 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads ^o in the plane of the truss only. In ✓ vPPAI o� wa m4 -/ 0 M-3x4 y y y 1-00 ,PROVIDE FULL BEARING;Jts:2,3,4I 8-00 JOB NAME : 2610-D MODIFIED PITCH NH - J3 <��ED PROFFss Scale: 0.4659 c'- -7/7/1r /Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� l 7 7' "S� 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 I•P E Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,/ / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �I�� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) ,,,,0",1111110, DATE' 9/9/2014 ayw g(resand/ordrywall(BC). 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. p ,,OREGON W SEQ. : 6054214 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- "IfO� 1)4 design loads be applied to any component. and are for"dry condition"of use. Q y 14 2 P+ TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Designnecessaassumes full bearing at all supports shown.Shim or wedge if �1i S ry. /yr ,+ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `R Filo, �- 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 111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 111111111 III 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&BTR SPACED 24.0" O.C. 2-3=(-186) 162 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -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 LOCATIONS) SPECIFIED BY IBC 2012. 1COND. 2: Design checked for net(-5 psf) 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 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" 7-11-01 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T '1 MAX TC PANEL LL DEFL = 0.580" @ 4'- 8.5" Allowed = 0.662" MAX TC PANEL TL DEFL = -0.555" @ 4'- 5.8" Allowed = 0.993" MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" 0 MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 10.50 7 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. .<1- c:, h- v r/- v 0 1 M-3x4 ,. ), y 1-00 8-00 'PROVIDE FULL BEARING;Jts:2"4,31 JOB NAME : 2610-D MODIFIED PITCH NH - J4 sale: 0.4089 r��'<�ti_��`y.C"PNO��s`r/02 WARNINGS: GENERAL NOTES,unless otherwise noted: •(�/� 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =7 2"P E Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „..".4181.': �� P dY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ CrOREGON 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. '}7 SEQ. : 6054215 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 4-> O�5` � design loads be applied to any component. and are for"dry condition"of use. .Q 1 4 2 4 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 handling,shipment and installation of components. necessary. ML P P 7.Design assumes adequate drainage is provided. c:R R 10-RP- fabrication, 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIIITPI WTCA in SCSI copies of which will be furnished upon request lines coincide with joint center lines. 9.Digitsindicatesize of plateinches. nes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. liFor basic connector plate design values see ESR-1311,ESR-1088(MiTek) EXPIRES:12/31/2015 11IIIIIII 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" 0.C. 2-3=(-315) 289 3-4=(-145) 70 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0° TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -121/ 313H 5.50" 0.71 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 182V 0/ OH 5.50" 0.29 KDDF ( 625) C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc 7'- 11.2" -347/ 542V 0/ OH 1.50' 0.69 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -105/ 55V 0/ OH 1.50" 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" MAX TC PANEL LL DEFL = 0.425" @ 3'- 10.5° Allowed = 0.669" MAX TC PANEL TL DEFL = -0.315" @ 3'- 11.0' Allowed = 1.004" MAX HORIZ. LL DEFL = -0.005" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.005" 9 7'- 11.2" (11NOTE:Design assumes moisture content does 12 not exceed 1996 at time of manufacture. 10.50 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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. rn v .7/- cr O/ 5►� -/ 0 M-3x4 y > ), y 1-00 8-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,5,3,41 ��c° PRopFs JOB NAME : 2610-D MODIFIED PITCH NH - J5 �� (N s, Scale: 0.3670 , 0� WARNINGS: GENERAL NOTES,unless otherwise noted: � /1 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual `r :9 j P E Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `r„ �i�' P b 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++ pREGON 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. 1 4/ f SEQ. : 6054216 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� /�Y 6\a and are for"dry condition"of use. design loads be applied to any component. �, 1[i, 2- TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �y� fabrication,handling,shipment and installation of components. necessary. h V P P 7.Design assumes adequate drainage is provided. R RIO, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII IIII VIII 10 111 III II IIII TPIMffCA in SCSI,copies of which will be furnished upon request. git coincide with joint tecenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-401) 371 3-4=(-132) 57 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -146/ 376H 5.50° 0.71 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 183V 0/ OH 5.50" 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2" -351/ 517V 0/ OH 1.50° 0.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7' -48/ 61V 0/ OH 1.50° 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 y 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" i MAX HORIZ. TL DEFL = -0.008" @ 11'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 10.50 Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, T Truss designed for wind loads o in the plane of the truss only. 0 ✓ o 5►_� o M-3x4 y 1, y y 1-00 8-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : 2610-0 MODIFIED PITCH NH - J6 Scale: 0.3221 <<-ED`�IN�FFs6/o2 /9' WARNINGS: GENERAL NOTES,unless otherwise noted: �� -9C„ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 S/PE Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper /}/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ice► 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 1,�r �I DATE 9/9/2014 responsibilitybuilding designer. continuous sheathinggsuch as bracing red sheathing(TC)uiredereshown and/or d ywall@C). the overall structure is the res onsibili of the 3.2x Impact bridging or lateral required where sh ++ /� 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 iti S E Q G -te +�a` design loads be applied to any component. and are for"dry condition"of use. r'O '7 y 7 20 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 e,\''' necessary.shipment and installation of components. necessary. /11 ' fabrication, 7.Designlaesassumesadequateoneothi faceisf truss, /••� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tmss,and placed so their center 11111111111111111111 TPI NffCA in BCS(,copies of which will be furnished upon request. lines coincideitwith jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-65) 41 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42,0 PSF 0'- 0.0" -67/ 301V -25/ 85H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -33/ 28V 0/ OH 5.50" 0.05 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -26/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'- 0.0" Allowed = 0.100° 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' ,I' I MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.135' MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.202° 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.50 7 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0' 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. O N V� Cl- 0 O0 cYIIM4 M-3x4 y y y 1-00 2-00 (PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME: 2610-D MODIFIED PITCH NH - SJ1 -<<-1' PN OFFS,cSyj Scale: 0.6811 ! 11 02 WARNINGS: GENERAL NOTES,unless otherwise noted: 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 9 PE Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the budding designer. AilleA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ is the responsibility of the erector.Additionalpermanent bracingof 2'c.c.and at 10'O.C.respectively unless braced throughout their length by �� P Y 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 to 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. -57SEQ. : 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,and are for"dry condition"of use. L.. -47. y rd A design loads be applied to any component. . Q +. P TRANS I D: 407743 5.compuTrus has no control over and assumes no responsibility for the 6Design assumes full bearing at all supports shown.Shim or wedge if necessary. 0 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MFR R►L,\- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPNNfCA in BCSI,copies of which will be furnished upon request. Digitsgit coincideictwithizjoint ate in che. 9. linesindicate size of plate in inches. MiTek USA,IDC./CompuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111E IIII 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 N1&8TR SPACED 24.0' O.C. 2.3=(-99) 78 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 °on spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133' MAX 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 7 MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9° I 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, o load duratioHeihtsn factor=1.6 Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads M in the plane of the truss only. ✓/- o o� ►t 4►� M-3x4 J, y y y 1-00 2-00 1-11-11 !PROVIDE FULL BEARING:Jts:2,4,3! JOB NAME: 2610-D MODIFIED PITCH NH - SJ2 Scale: 0.6176 ��<',�_\y`yDPNOFEs`p�p WARNINGS: GENERAL NOTES,unless otherwise noted: •' /� 17 O 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 i P E Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper /f/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length byarze_ �_ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -40 tr DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 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. '}7 OREGON S E Q L_ 2lq O'�ti` 414 and are for"dry condition"of use. y design loads be applied to any componsumes no responsibilityt. 6.Design assumes full bearing at all supports shown.Shim or wedge R O 14, 2 P TRANS I D: 407743 5.CompuTrus has no control over and assufor the necessary. qqF fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I II II VIII VIII VIII I III(IIII IIII IIIITPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-14B) 113 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �QDND. 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 BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.002° @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002° @ 5'- 10.9" 12 NOTE:Design assumes moisture content does 10.50 7 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads ro in the plane of the truss only. in c vPAIIIIMIIM o/- ► 4�� M-3x4 1, 1, y y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4.31 JOB NAME: 2610-D MODIFIED PITCH NH - SJ3 coN , GPN ,,,._ s/ Scale: 0.4958 �\ !_ 02 WARNINGS: GENERAL NOTES,unless otherwise noted: -7/7/-/r• 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = P E Truss: SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� DES. BY: LJ po ry continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,0.44111.1. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON J� SEQ. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -9 7 S E Q. : 6054220 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /70-.7:11.,, �'�� and are for'dry condition"of use. is design loads hasbe appliedocontrol to any caassut. 6.Design assumes full bearing at all supports shown.Shim or wedge if 14. 2 �'- TRANS I D: 407743 5.CompuTrus no over and assumes no responsibility for the necessary. M f 1 0 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. "�R R 1 y""' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I VIII VIII I I VIII III I VIII(III III TPI WfCA in BCS(,copies of which will be furnished upon request. lines indicate coincide with jointcenterche. 9.Digits incde size oplate in inches.li . MiTek USA,IDC./CornpuTruo Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-199) 147 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -9/ 248V -96/ 251H 5.50° 0.40 KDDF ( 625) 1'- 9.2' -179/ 315V 0/ OH 5.50° 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7° -147/ 209V 0/ OH 1.50" 0.33 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 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 BC PANEL LL DEFL = 0.010" @ 1'- 0.1° Allowed = 0.054" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1° Allowed = 0.072" 0 MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.50 7 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. 0 N- PIAMIIIIMIIII 0,- mom. 4 0 1 M-3x4 ) , L. y 1-00 2-00 5-11-11 ]PROVIDE FULL BEARING;Jts:2,4,31 P JOB NAME : 2610-D MODIFIED PITCH NH - SJ4 Scale: 0.4121 \�<<;c%toiN OFF�,s/p WARNINGS: GENERAL NOTES,unless otherwise noted: 4 /�' ' 2'y� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual :I 92•$P E Truss: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). °. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M Cr /� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'y A OREGON r„ �(/ S E Q TRANS I D: 407743 L design loads be applied to any component. and are for"dry condition"of use. 476'7'1 y 20N 4 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 14. AP fabrication,handling,shipment and installation of components. necessary. M R A I l- v 7.Designlaesassumesadequateon edth drainageistruss, ,. 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 II IIII VIII VIII III I VIII IIII II IIII TPINYfCA in BCSI,copies of which will be furnished upon request. git coincide withzjoint ate in che. 9.Digits indicate size of plate in inches. MiTek USA,InC./COrnpuTruS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 This design prepared from computer input by 11111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 44 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -12/ 96V -191 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 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 1-11-01 1' '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 12MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.6" Allowed = 0.130° BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.6" Allowed = 0.195" 10.50 7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000° @ 1'- 10.3" MAX HORIZ, TL DEFL = -0.000' @ 1'- 10.3' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ' Truss designed for wind loads in the plane of the truss only. E. 0 N V/- 0 O 8/- 1MEMINN 3r M-3x4 y y 2-00 (PROVIDE FULL BEARING;Jts:1,3,2I i•I JOB NAME: 2610-D MODIFIED PITCH NH - SJ5 c�<�`�GPNFFFO�FS`s, Scale: 0.7753 «' �7/7/MT X29 WARNINGS: GENERAL NOTES,unless otherwise noted: rt .92/0 P E t' 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: SJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at O' DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f�m ; p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (� DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 1C SE /� 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 n S E Q. : 6054222 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, GjQ�T 1' 1 4 O\ design loads be applied to any component and are for"dry condition"of use. 2 A� TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if A fabrication,handling,shipment and installation of components. necessary. PRO- 6. V P P 7.Design assumes adequate drainage is provided. 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 111110111111111111 TPINVTCA in BCS(copies of which will be furnished upon request. git coincide with jointche. 9.Digits indsize of tplate in inches.lki . 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 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-92) 79 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 129V -42/ 98H 5.50" 0.21 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" -35/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 11.7" -76/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1' Allowed = 0.072" 10.50 7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9" ' NOTE:Design assumes moisture content does not exceed 195 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,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. th v/- oPPAIAllilll O� 1► 3R M-3x4 i- )- y 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:1,3,2b JOB NAME: 2610-D MODIFIED PITCH NH - SJ6 p,ED PRpFF Scale: 0.6275 %7 Q„p s�o2 WARNINGS: GENERAL NOTES,unless otherwise noted: ��GI 7�1 p7, -Qr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 S S!"E Truss: SJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper /j 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Alle3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .rte. 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 �I�� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,,o4//111M., DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `'CC � 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7 OREGON `C/ 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, , , � design loads be applied to any component. and are for"dry condition"of use. 0 y 14 2.°N ��-- T BANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Dnecessary. /11R1:1'11-‘,, 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 II I II I VIII II III IIIIIII(IIII III IIIITPI/VI/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 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 N1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-145) 113 1.3=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT 4= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -20/ 116V -66/ 153H 5.50' 0.19 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2' -107/ 181V 0/ OH 5.50' 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7' -111/ 157V 0/ OH 1.50' 0.25 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ]GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND INC 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 10.50F 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.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 ti 0 i v v �- o� -/ c:, 1►t 3►/ M-3x4 1, y 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:1,3.2] JOB NAME: 2610-D MODIFIED PITCH NH - SJ7 scale: 0.4961 ��c�'�C"\'▪ G.N▪ OFFss/O'L WARNINGS: GENERAL NOTES,unless otherwise noted: /?/1 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 .a 2+1 PE r Truss: SJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper /fes/ 2.2nd 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: L I is the responsibility of the erector.Additionalpermanent bracingof 2'0.5.and at 10'o.c.respectively unless braced throughout their length by /%�0I� P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 0 �. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y OREGON (r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. AA�� 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, G/ "meq y Zd�� design loads be applied to any component. and are for"dry condition"of use. O 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 ifn �I' �p fabrication,handling,shipment and installation of components. Design . ''' R f 1 P 7.Design assumes adequate drainage is provided. 11� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII III I VIII(III(III TPINVECA in BCSI,copies of which will be furnished upon request. git coincide with joint center che. 9.Digitssasize of plate o inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015