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Plans (34) . .ie Line . _ /LiS -otc -- 00 111111111.111 17372— 540 27 u lit MAY 03 2()16 1 6„L a OFT �� R OF :�.:�t��� MiTek® L N . MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-251_UP_H Fax 916/676-1909 2610 A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R42684414 thru R42684425 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. �G ,ikti) PROpess �NGlNEfi /©2 87022PE ' 5. ua , 1v �AT OREGON (P' tl! 'AC, 'OBER 41 4.)dS A. HSCA EXPIRES:06/30/2015 August 25,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply 2610 A R42684414 PL13-251 UP_H F01 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego.Oregon 7.430 s Jul 25 2013 Mitek Industries,Inc.Mon Aug 25 09:51:05 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-uigeeSHeQ61eyJ30hU9zHM9Om4ediTK37hYuxpykJa4 I 780 I I}5-4I I 1-2-0 I I 0-11-8 I 1 1-2-0 11 7-1-0 I Scale=1:28.5 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 e e a _ o e e o 9 \100044.404444000040. - N . e e 1 17 16 15 14 13 12 3x4 = 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8-}12 19-5-12 1 13-3-12 18-10-121 1 16-9-12 I 8-2-4 0-11 0-7-0 3-10-0 0-7-0 0-7-0 2-4-0 0-7-0 Plate Offsets(X,Y): 16:0-1.8,Edge1,18:0-1-8,Edge),19:0-1-8,Edgel,(16:0-1-,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) tfdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.28 13-14 >719 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.44 13-14 >460 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:13-14. REACTIONS (lb/size) 18=734/0-4-4 (min.0-1-8),11=734/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2547/0,34=2547/0,4-5=-2895/0,5-6=2895/0,6-7=-2851/0,7-8=-2851/0,8-9=-1674/0 BOT CHORD 17-18=0/1557,16-17=0/2931,15-16=0/2895,14-15=0/2895,13-14=0/1674,12-13=0/1674,11-12=0/1674 WEBS 8-13=-324/0,9-12=0/347,2-18=1680/0,2-17=0/1069,4-17=415/0,4-16=302/0,8-14=0/1312,7-14=-294/0, 6-14=-352/0,9-11=-1851/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ti) PRopS- 8 ; 2PE , , Ni � ry -7 _"0„), OREG q, ,,,11./ A. HE EXPIRES:06/30/2015 August 25,2014 4 t AWAF,M3.Verity design parameters asdREAPNNTESOMTHIS AMMMMUSED MIRK REMMRE/CI WOEMZ7.7473ret 1/25/2tr1dBEATE1JSE Design valid for use only with Mack connectors.This design is based only upon parameters shown,and is for an individual building component. �y Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 6�- erector.Additional permanent bracing of the overall structure is the responsibility of the building �YB designer.For general guidance regarding 1 fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informatton available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine 9SP)Mosher is epezi6.zs€„the dein r velum arc thom affective 06/01/101 3 byA SC Job Truss Truss Type Qty Ply 2610 A R42684415 PL13-251_UP_H F02 Floor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:06 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-MuNOroHGBPtVZTeDFBgCgZidtT2ERyMCLLHRTFykJa3 1 1-0-0 1Fo=eAlI 1-2-0 11 1-8-8- 11 1-9-0 I I 1-2-0 II 1-4-4 11 1-6-0 1 1-6-0 1 Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 304 = 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 a e e- ry a e --- ee e e - - - 2. 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8 = 3x4= 9-5-12 14-5-12 I 8512 8x10-121 I 13-3-12 1f-10-9 1 19-2-8 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-8-12 Plate Offsets(X,Y): (10:0-1-8,Edge),112:0-1-8,Edge),113:0-1-8,Edgel,F23:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.29 21-22 >780 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.46 21-22 >499 360 BCLL 0.0 Rep Stress Ina YES WB 0.55 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=839/0-4-4 (min.0-1-8),17=839/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1522/0,3-4=-1522/0,4-0=2658/0,5-6=-2658/0,6-7=-0409/0,7-8=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. tO P R or,— LOAD CASE(S) Standard �� GI ,,,3 -144 17 ''c '. 87022PE 5.-37,,p�'or, OREGO tid oos, ER 1� P�9 A. HERS EXPIRES:06/30/2015 August 25,2014 s r A WARM -Verity design raramerersandREAD I;MMES07/17/11AND Immo t4fl€.Y8EFETsEMTIPAGE74117473see1;'79/2056&�W£USE Design valid for use only with MTek 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 responsibility of the MiTek' erector.Additional permanent bracing of the overall structure s the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 II Sauttaern Rinne OPT lumber is spun f ed..t e desiga.%mkt s are those c scow 0G/01/201.3 by MSC Job Truss Truss Type Qty Ply 2610 A R42684416 PL13-251_UP_H F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:07 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-g4xO381uyj?MBdDPouBRMnEtytWRAWRLa?1_OiykJa2 I 1-3-15 I I 1-2-0 I I 0-6-13 I 2-6-0 I Scale=1:11.6 3x4= 1 1.5x3 II 2 3 1.5x3 II 4 3x4= 5 1.5x3 II • _/.._ 0 N I A': VVVVV e e e 1.5x3 II 3x4= 9 8 7 3x4= 3x4= I 1-6-15 2-1-15 1 2-8-15 2.1106-0-12 1-6-15 0-7-0 0-7-0 0-1-8 3-2-5 Plate Offsets(X,Y): 12:0-1-8,Edgel,f7:0-1-8,Edgel LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) Udefl 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 Ina 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 (lb/size) 9=261/Mechanical,6=261/0-3-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=331/0,3-4=331/0 BOT CHORD 8-9=0/331,7-6=0/331,6-7=0/404 WEBS 2-9=-407/0,4-6=436/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard (<'.,R0 PROFF• c 870 2PE y��4>,OREGO e©tU O, -18ER % C.S A. HEP EXPIRES:06/30/2015 August 25,2014 it u A WARNfM3Near des{yopofsme rrssodR€ASN SON THIS ANC i .tr�`£t)HI#EKRE£EREMEP NII 7473sub1/20/2014AFORE LSE 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 R A� �'Rf= erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,YI fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SPT tuanbea is specified,the designau lurks are those cliestevt 06,02/201.3 by MSC Job Truss - Truss Type Qty Ply 2610 A R42684417 PL13-251_UP_H F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:08 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2mJHVmGTJWj 17DpnobMcjgv_n1 AHuOv_TVpfmYY8ykJa1 I 2-2-4 I 1 3x4= 2 1.5x3 II Scale=1:8.8 L 0 4 N > X -./4 4 3 1.5x3 II 3x4= I 2-5-4 I 2-5-4 LOADING(p5/) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 4 """ 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=102/Mechanical,3=102/Mechanical FORCES (lb)-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 Eo PROF R ES 5"• �NGINE��s�%2� kr 870 2PE -0,,, OREGO ti©Y 0 F'AB'ER 1\ A. HEA EXPIRES:06/30/2015 August 25,2014 I r A 6WAPINIMS-Verifydesiya rammercrs and REM TOTES ON THIS AM MOM HITE?f REEEPEMTE PAGE MTI 7 473 rex 1/2E12018BE ISiIEIISE Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. letll 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 iVliTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quaily Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Soucherrpire(SP(tson3esr isstaeci£ed,the xtesi&sr values Are'those effective 05/51/201.3 byA SC Job Truss Truss Type Qty Ply 2610 A R42684418 PL13-251_UP_H F05 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 09:51:08 2014 Page 1 �n .d ID:_egh?ekl pit OgFEQgnUal oSyJt2m-JH VmGTJW117DpnobMcjgv_ny2HksvpjVpfmYY8ykJa1 11-0. f-�0 I a..i i 1-2-0 ii 1-� ii 2-0-0 ii 1-2-0 ii 2-3-8 I 2.6-0 I Scale=1:33.2 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 o a e e o_ e o ® _ e Ar\SI e e 24 23 22 211 e 20 19 18 17 -• 3x4= 4x5= 3x5= 3x5 = 3x4= 3x6= 3x5= 3x4= 9-5-12 14-5-12 I 8-3-12 8x10-121 I 13-3-12 1fi-10.9 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,Edgel,(17:0-1-8,Edge),(21:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.34 18-19 >683 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.53 18-19 >442 360 BOLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/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=-0210/0 BOT CHORD 24-25=0/824,23-24=0/2177,22-23=0/3147,21-22=0/374.4,20-21=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=0/1016,424=-878/0, 423=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=-9/349,1416=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. tV4 PR Ot-e. LOAD CASE(S) Standard '�Ca NG[NEFit? gyp* 870 2P'E y -0�,OREGO (L© 4ll li .' 'SER �y �NI ©S k HE \4P EXPIRES:06/30/2015 August 25,2014 AOWING-Verity tdeu4araame€etsand READ°a1s7ESOHTB7SANC MIXED Hfi7.73mc1/2/2fUUBERME USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. If Applicabifty 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 �Te * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding { fabrication,guafty control,storage,delvery,erection and bracing,consul ANSI/TPIl Quaily Criteria,058.89 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 ft keuthern.Pine ISP)11011134r s sperifted,the iswstess vetoer are these etfeetive 136/tli f2O2:6 byMSC Job Truss Truss Type Qty Ply 2610 A R42684419 PL13-251_UP_H F06 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:09 2014 Page 1 ID_egh?eklp1OciFEQgnUaloSyJt2m-nT39UpK8UKF4QxNowJEvRCK81h4reJ0e2JW54aykJaO 1 1-0-0 I E -11 1-2-0 II 1-8-8 I I 1-9-0 I I 1-2-0 11 1-5-8 11 1.8-0 I 1-6-0 I Scale=1:32.9 4x4 = 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 N; ii \l,/ NV \-V\I - [1,' o e , 0 o a 11 o I/ 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 0-3-12 ¶10-121 I 13-3-12 1-10-11 1 19-3-12 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): (10:0-1-8,Edge),(12:0-1.8,Edge),(13:0-1-8,Edgel,r23:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.30 21-22 >768 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.47 21-22 >491 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(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 (min.0-1-8),17=844/Mechanical FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1531/0,3-4=-1531/0,4-5=-2676/0,5-6=-2676/0,6-7=-3437/0,7-8=3437/0, 8-9 834/0,9-10=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. ik> [j PR t3F�Ss LOAD CASE(S) Standard �N )�E� f0 cc' 87022PE -7 87022PE "\ ORE K Gt7� f:av c On M 4 � . BER A. HE?' '' EXPIRES:06/30/2015 August 25,2014 1 A if'AFNI -Verity design;asarrkmr3sad READ M TESONTHISAMIiMTWEEDNITERREFEtsE/KPAS141 7473recl Ili//Z3 4BFF04586 �' Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI fabrication.quality control,storage,delivery.erection and bracing,consult ANSI/TPI1 Qualty 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 £Ans Southern is specified,ttae.deslga earuet ar•:SIsaaa eifnstive 000112.013IsyA45C Job Truss Truss Type Qty Ply 2610 A R42684420 PL13-251 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 09:51:10 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-FfdXh9KmFeNx25x_U119_PsO95Y_NsOoGzFecOykJa? 0-9-12 I I 2-6-0 I Scale=1:11.9 1 3x4= 21.553 II 3 3x4 = 41.5x3 I I • a 0 N ke----- ° 3x6= 4+ 7 6 1.5x3 II 3x4= I 6-24 I 6-2-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BOLL 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(lb)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/I-Pi 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 �4'tO PR©rk. 87022P cv e �'0), OR GON (10 444/. 0 c 11' ©S A. HE#P EXPIRES:06/30/2015 August 25,2014 it A KRRsNIM3-4Er,'frie.Og a pram tars 3-Ad REAL MIES GM THIS AND DOMED fiTEKREFERENCE PACD ff117413 mt.1;`29/281&981CR£1 Design valid for use only with Mfrek connectors.This design is based only upon parameters shown,and is for an individual building component. rill Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mitek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TP11 QuaBty Criteria,008.89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Piste(39)tumiseeisupoirtrd thelneenigsseea8_.e ate*rose Suite e08/01/2613 by MSC Citrus Heights,CA.95610 Job Truss Truss Type Qty Ply 2610 A R42684421 PL13-251_UP H F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:11 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-sBwVLOOyVogEWA1 kGOWdPViUpw6DhxVd?C9TykJa_ 1 1-0-0 1 p-7-11 1-2-0 II 1-8-8 I I 1-9-0 I I 1-2-0 I I 1-5-8 11 1-6-4 I 1-6-0 Scale=1:32.8 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e e - o o a o • e e a i \ / \ / \ /\ _ � � � 1:T. - - - ee e e e -e ar 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 14-5-0 I 8-3-0 &10.05-0 1 13-3-0 )3-101 I 19-3-0 I 8-3-0 I0-7-0 7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): (10:0-1-8,Edge),(12:0-1-8,Edge),(13:0-1-8,Edge),(23:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 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 IBC20121TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:26-27,25-26,17-18. REACTIONS (lb/size) 27=841/0-0-8 (min.0-1-8),17=841/Mechanical,17=841/Mechanical Max Horz 27=2601(LC 1),17- 2601(LC 1),17=-2601(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1525/0,3-4=1525/0,4-5=-2663/0,5-6=2663/0,6-7=-3417/0,7-8=-3417/0, 8-9=3816/0,9-10=3816/0,10-11=3806/0,11-12=3806/0,12-13=3114/0, 13-14=2070/0,14-15=2070/0 BOT CHORD 26-27=1776/0,25-26=-647/0,24-25=0/601,23-24=0/1097,22-23=0/1216,21-22=0/1216, 20-21=0/684,19-20=0/684,18-19=0/684,17-18=1471/0 WEBS 9-23=-284/0,12-20=-274/0,13-19=0/311,2-27=1155/0,2-26=0/980,4-26=884/0, 4-25=0/711,6-25=612/0,6-24=0/444,8-24=418/0,8-23=0/500,12-21=0/900, 11-21=264/0,10-21=106/282,15-17=1412/0,15-18=0/1076,13-18=1269/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Non Standard bearing condition. Review required. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �?,0 PR Q,t 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 't S be attached to walls at their outer ends or restrained by other means. CSG( E4� J0 LOAD CASE(S) Standard [ice 87022PE tR rN � �'��,tJREG 4V ti�©�� '"fi0‘1‘::).:0 '41BER A. HER ' EXPIRES:06/30/2015 August 25,2014 $ f A 6 ARNNIN3-Verity des(ya;aramemrs gad REAL IC TES Cts THIS Ali€MZLY`ED MIlE'f REFERENCE PAGE MIS 7473 roc 1/15/28108fO.fElJSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 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,95810 1f Southern Pose OP)kwsbae to s rtfiad,€he design wake.asevhasa eifastiue 06/01/2013 by AMSC Job Truss Truss Type Qty Ply 2610 A R42684422 PL13-251 UP H F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego.Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:11 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-jsBwVLOOyVogEWA1 kGOWdPZvUtE6JLxVd?C9TykJa_ I °-- I I 2-6-0 I Scale=1:11.6 1 3x4= 21.5x3 II 3 3x4= 4 1.55(3 I I L O 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 (lac) 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 Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=261/Mechanical,5=261/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=283/0 BOT CHORD 5-6=0/403 WEBS 3-5=-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/TP1 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.13V'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 01/4 EO PR Opp. C 8 s 2PE / r f g7 SAT OREGO fpf,,, 0 BER t' ��© � A. Heck- EXPIRES: eEXPIRES::06/30/2015 August 25,2014 f A AWAANI:GNeely designpatalemnandREASWITSCN7HSAM INCLUDED 1411a PaEFERENCE PAGE NII 7473 net.J/25/2014BEMUSE 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the IYi� r�* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/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. Carus Heights,CA,95610 Ifbautheee Pine ISP)lumber is specified,the.deagnustkuas are those etfrstsue 06/031201.3 byhiSC Job Truss Truss Type Qty Ply 2610 A R42684423 PL13-251 UP H F10 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co.. Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:12 2014 Page 1 ID:_egh?eklplOgFEQgnUaloSyJt2m-B21H6rM1nFdflO5MbSnd3gyb1u4Lrc75kHklgvykJZz 1 1-0-0 10-11-4 ii 1-2-0 I I - 1-9-0 I I 1-8-8 II 1-2-0 1 21I 1-3-0 1 Scale=1:33.5 4x6= 4x5= 3x4 = 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ee r e \ e o e or � 7 AN 400., \ / Ne o o e N 2 26 25 24 23 22 21 20 19 18 �f! 3x4= 4x5= 4x8= 3x5= 3x5= 3x5= 3x8= 3x4= I 2-2-4 12-9-413-4-41 7-2-4 7-9-418-0-41 19-8-0 I 2-2-4 0.7.0 0-7-0 3-10-0 0-7-0 0-7-0 11-3-12 Plate Offsets(XX): 14:0-1-8,Edge),16:0-1-8,Edge),17:0-1-8,Edge),126:0-1-8,Edgej LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.36 21-22 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.56 21-22 >417 360 BCLL 0.0 Rep Stress Ina YES WB 0.79 Horz(TL) 0.07 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 2400E 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 ANSIITPI 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. ,.ti P R ar&, LOAD CASE(S) Standard <6 ,NGI NE4C;.:1 fJ� 8 • 2PE 1 , �'y��Aj�QREGO 'OBER 1 ;(,)vr,..1*A. HE EXPIRES:06/30/2015 August 25,2014 4 e AWAR -Way deign paramerers3:ifREAD WITS CHTHIS AlE 17 ilLED MITEK REFERENCEl MIf7473rcx1;'79/2011BFT06EUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 'x 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 theMiTek" 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 QuaBty Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern chane(SPP iusntsee is specified,the design talkies wt:heseelfective 06,01f201:3 by ASC Job Truss Truss Type Qty Ply 2610 A R42684424 PL13-251_UP_H F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co.. Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:13 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-fEJfJBNIYZIWvYgZ991sc2UmxINja5DEyxUJCLykJZy I 2-6-0 I P-5-41 I 1-2-0 1 1 0-11-8 1 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 a _ o _re o • N \ 9 \e N oeo e > e 1 17 16 15 14 13 12 i 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8-}'I2 P-51218-7-0 13-3-12 13-lo1 16-8- 0 I 8-2-4 a 3-10-0 0-7-0 0-7-0 2-2-4 0-7-0 Plate Offsets(X,Y): 16:0-1-8,Edge),18:0-1-8,Edge),19:0-1-8,Edge),116:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.27 13-14 >734 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.42 13-14 >469 360 BCLL 0.0 Rep Stress Incl YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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=2516/0,4-0=2841/0,5-6=-2841/0,6-7=2786/0,7-8=2786/0,8-9=-1593/0 BOT CHORD 17-18=0/1541,16-17=0/2883,15-16=0/2841,14-15=0/2841,13-14=0/1593,12-13=0/1593,11-12=0/1593 WEBS 8-13=327/0,9-12=0/357,2-18=1664/0,2-17=0/1052,4-17=397/0,4-16=-310/0,8-14=0/1322,7-14=290/0, 6-14=361/0,9-11=1785/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard s(cE) PRoFe6's \ �( � 9 X029 4c' 870 2PE 7 -0), OREGO i©�/ �C'o`�MaER \' �� :.., EXPIRES:06/30/2015 August 25,2014 4 t AVANIN3 Akar*lip pa;ar torsxx-iREAR?DIESC?NTHISAM)MIMED HI7€,KREFEREfl MG€NETT 7473mit 125122SdDEW t —�• Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil 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 M '` I et( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DS11-89 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. Carus Heights,CA,95610 If SCli•>>erw Pine fSPJiwmtstr is epocdtisd,€ise ilestgrsvalues ere those effective 06101/2013 by.tel5C Job Truss Truss Type Qty Ply 2610 A R42684425 PL13-251_UP_H F12 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:13 2014 Page 1 ID:_egh?ekl p1 OgFEQgnUa1 oSyJt2m-fEJfJBNtYZJWvYgZ991sc2UuslYraCQEyxUJCLykJZy 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 3x4= 1.5x3 II 1 2 3 4 5 6 N N ee e 3x4= 1 9 8 7 3x4= 3x4= 3x4= I 4-5-3 41.-11 5-1-11 1 5-8-11 5-110(3 9-0-12 I 4-5-3 0-1-8 0-7-0 0-7-0 0-1-8 3-2-9 Plate Offsets(X,Y): 18:0-1.8,Edgel,(9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.08 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:41 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=393/0-2-8 (min.0-1-8),7=393/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-826/0,3-4=-826/0,4-5=-826/0 BOT CHORD 9-10=0/720,8-9=0/826,7-8=0/738 WEBS 2-10=778/0,5-7=796/0,5-8=0/306 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard EO PR Ope Cl• 4NC„(NFFR x%9 870 2PE r- g.y A3,, OREG N i•P©1C✓ CSS A Hen EXPIRES:06/3012015 August 25,2014 i i ®W4RNI/ -Verify design purarmrieruage REAP WITS(JNTHIS AND€ULCEDMIEN REFERENCE PAGEu-1413;sx1/25/201$D2 74 1E Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. 1111 .. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the #'�e - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IX[ fabrication,quality control storage,delivery,erection and bracing,consult ANSI/m1 Qualily Crtieria,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 ofSeutherrtPine ISP)lumber is specified,the designvatues are those eitesttee DOW/2013 by MSC Symbols Numbering System is General Safety Notes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x,y 6-4-8dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. Damage or PersonalInjury a/a I I dime(Drawings not to scale) MEIDimensions are in ft-in-sixteenths. •4046, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For Q i/16' wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ ili.lirlii,;;APM abracingshouldbeconsidered.■_� 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cz-s C6-7 C5-6 I— designer,erection supervisor,property owner and plates 0 'n E' 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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: 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 , Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 1111144.10 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 1110 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 portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. e e is not sufficient. BCSI: Building Component Safety Information, Te 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 0 m U Co r- NNo - • r _ W .# 1 p, A O 0 -I I- H o > > G) Z• — Z m O m o > 2 Z m z TJ Z v r 56'-0' 4- o 39'x' I 16'x" o " 0 0 Z ✓ m 0 2 Ei o 41 w � 121-61/2' c �n < 1B1 3 oomI . _ . I _ .. r c ED., II 144 c. y• m m m- V B2 '/ D " , v v -'•m • w N wm I ! - - m o w w `/ N • a .� A J f3 m ti m fbl ///,-:' - /�-. \ w- - --, Al -- 1 TOki l O. p ZS2COLIZ�ZA�T -_ _ YV _•_ _-".__ - __ __ EE m mO6_1,*L1NOA _- t2� - [ M �D ZOWm'zrf,r 'i 10,-6 112 • Ooc�zm,rgAro Ziv _. 4 2. �vmmOZ000�00 N OvmOAmzAfnrz< B4 (4) Ati m. D�Dr_ � m2CT CQ Np+ OAArDAA v a • - - • __ a yDApC " • cr K OFm0 N , e • N C! I- §c m o. CPaA2'-0'1 3r-r I 16'-6' 56'-0' co• iI! CONFORMS TO DESIGN CONCEPT • El CONFORMS TO DESIGN CONCEPT WITH ❑X CONFORMS TO DESIGN CONCEPT C) REVISIONS AS SHOWN ❑ CONFORMS TO DESIGN CONCEPT WITH v° REVISIONS NOTED • I-I NON CONFORMING-REVISE AND RESUBMIT El NON-CONFORMING-REVISE&RESUBMIT 0 THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE n 2 3 WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 0 c FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN t 2 DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE PRIORITY OVER THIS AOP lexia Date 9/22/14 'o1:111 w OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, Iff.z N By: Todd R. Eaton Date: September 19, 2014 MILBRANDT ARCHITECTS -< — § CT ENGINEERING INC 0 v -0 m N N p .0 p D m s� Cr) pm Do y /r:A N IJ D D r o a -- Z m O m 0 > = Z m W 'CI Z a 0 o -<a m . . p 56'-0" m Z 12%01 3T-6 I16'�" O xz 3i rn a co o co „< ' < 3 y m a m {p414> 3 \ _, _ --- — -- -- _ H A B4 (4) - - - m i m000 —' r y is N w—1 --- - - a m ° m 1O'-61/2"rom w p07' _ _ ^ r NB3 so a. vmg -\kv- \ - mrt�ppm - m-19G -_-_.+ .9 zSzOzZA�m Nm m�2 Zm�OCn� _ _ __ w.- __ � .. G ��PmmmOZZvmi i' D g r /'(J�) A 1 A A 7 OpZmZDmpDz� • • r ^ 2. m�1mm;1 in` i� p• 0000Pper5 <m , '; t z<mzop Como �� - - r Fi y"'Ao"o -�N,,,, M nm mzZ�CDmO iii ,�� A G 811=4 p A om O r w , x(DY9 n . PG :NIr 1 ` S� _. ` r 1Y'-6112'cr MM. �rovad -, PC1 Si a C N CONFORMS TO[icinN f nNCFPT 3�-r _I_ 16'-6" N >, ►/ 561.0" n CONFORMS TO®ESICN CONCEPT WITH oREVISIONS AS SHOWN gCONFORMS TO DESIGN CONCEPT ❑ NON-CONFORMING-REVISE AND RESUBMIT0 CONFORMS TO DESIGN CONCEPT WITH M REVISIONS NOTED THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 3WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE ❑ NON-CONFORMING—REVISE&RESUBMIT rm 3 a s FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE x cor 1 DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 9 a OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE By: Todd A. Eaton Date: September 19, 2014 PRIORITYOVERTHISSHOPDRAWING. -< Milt Ig CT ENGINEERING INC By Alexia Fukui Date 9/22/14 MILBRANDT ARCHITECTS 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). i01/ PRO ..,(,,,,i4k::1 .1::..6:5... c,, oi h C�R` 33 , 24'243 _....4/. �i' T 43".. '`4�jr N L S ' �l..�I � a/0 il.,l E>PIPFS (1:1011 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" ICOND. 2: Design checked for net(-5 sof) uplift at 24 "oc soacing.1 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Enclosed, Cat.2, Exp.B, MWFRS, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=1.6„ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable1end truss on continuous bearingvwall. UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 8-06 8-06 T 12 HM-4x4 12 14.007 3N 14.00 o 0 //1\ o c, M-3x4 M-3x4 ), 1, ) > 1-00 17-00 1-00 JOB NAME : 2610-A NH POLYGON - Al Scale: 0.2660 �����t��1\7ryC"pN OFFss/0� WARNINGS: GENERAL NOTES,unless otherwise noted: " • /�1 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 =9 �P E Truss: Al and Warnings before construction commences. building component Applicability of design parameters and proper r /J'// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� DES. BY: MJ 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 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 (1 SEQ. : 6054120 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A_ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4--^".7 20'� �� design loads be applied to any component. and are for"dry condition"of use. V k 1 4, TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6'nDesign e si sa assumes full bearing at all supports shown.Shim or wedge if RP- necessary. - fabrication,handling,shipment and installation of components. ry' MFP R I l.\- V P P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11411111111111111 TPINVTCA in BCSI copies of which will be furnished upon request. Digit coincideicwiz joint in che. 9.Dress indsize of tplate in inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 17-00-00 GIRDER SUPPORTING 37-06-00 IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6606) 932 1- 6=(-660) 4010 6- 2=( -372) 3060 BC: 2x8 KDDF #1&BTR 2- 3=(-4470) 640 6- 7=(-656) 3990 2- 7=(-1914) 270 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4470) 640 7- 8=(-656) 3990 7- 3=( -834) 6404 2x8 DF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6606) 932 8- 5=(-660) 4010 7- 4=(-1914) 270 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 17'- 0.0" V 4- 8=( -372) 3060 BC UNIF LL( 443.8)+DL( 321.8)= 765.5 PLF 0'- 0.0" TO 17'- 0.0" V TC LATERAL SUPPORT <= 12"0C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2009 AND IOC 2009 NOT BEING MET. 0'- 0.0" -974/ 7051V -243/ 243H 5.50° 11.28 KDDF ( 625) Connector plate prefix designators: 17'- 0.0" -974/ 7051V -243/ 243H 5.50" 11.28 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc sgacing.l ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 _, Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.054" @ 8'- 6.0" Allowed = 0.804" nails staggered at: MAX TL CREEP DEFL = -0.109" @ 8'- 6.0" Allowed = 1.072" 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x8 bottom chords, MAX HORIZ. LL DEFL = 0.012" @ 16'- 6.5" \/M\/ 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. MAX HORIZ. TL DEFL = 0.020" @ 16'- 6.5" NOTE: Design assumes moisture content does f 8-06 8 06 f not to exceed 19% at time of manufacture. 4-07-14 3-10-02 3-10-02 4-07-14 Design conforms to main windforce-resisting T 1' '( T T system and components and cladding criteria. 12 M-5x6 12 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 14.00 VN14.00 Enclosed, Cat.2, Exp.B, MWFRS, 35.0" interior zone, load duration factor=l.6„ ,� Truss designed for wind loads a in the plane of the truss only. M-3x6 M-3x6 ‘ el',. M-7x16 M-7x16 o �f/' m ma m �►� o ,_ L;, IF zo I m ® co I o 0 0 1 0M-3x10 =M-10x10 M-3x10 _.5 0 , y y y y 4-06-02 3-11-14 3-11-14 4-06-02 1, y 17-00 WEDGE REQUIRED AT HEEL(S). JOB NAME : 2610-A NH POLYGON - A2 ����� PRoFFs Scale: 0.2151 - <(-,77 i rY s/% WARNINGS: GENERAL NOTES,unless otherwise noted: ��C/ T l �7 -c 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual P E. Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /1/11P,` DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -3! �"OREGON 114 SEQ. : 6054121 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� 'r/q �� design loads be applied to any component. and are for"dry condition"of use. y 20 A�- TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4, _ fabrication,handling,shipment and installation of components. Designneas. rA IR t U 7. laesassumesadequateonedth drainage is oprovis, `rte 1 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 IIII VIII VIII III I VIII IIII IIITPI rCA 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 111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCOL=6.0, ASCE 7-05, considered for this design. Enclosed, Cat.2, Exp.B, MWFRS, LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: interior zone, load duration factor=1.6„ Truss designed for wind loads C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 18-09 18-09 complete specifications. 12-06-01 6-02-14 6-02-15 12-06-02 12 ILM-4x4 12 7.00 I/ 2 \I 7.00 /7/0101 M-3x5(S) M-3x5(S) 4. in in 0 1 0 a ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,„,,,,,,�,,,,,,,,,,,,,,,,,,,,,, V 6 o M-3x5(S) o M-3x4 M-3x4 y y 18-09 18-09 y > ), 37-06 1-00 JOB NAME : 2610—A NH POLYGON — B1 ����,EGPN oFFss� Scale: 0.2285 �\ ! �2 WARNINGS: GENERAL NOTES,unless otherwise noted: 'Y/?/11' ��/]]]� 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 =9G+�P E Truss: B1 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: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.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). IM 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 / ” SE /� IZ- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� A- s, •c/ S E Q. : 6054122 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� ��1' �� design loads be applied to any component. and are for"dry condition"of use. 1 4 2- ''' TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if RQ` nfabrication,handling,shipment and installation of components. Design . P P 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 113111111111111 TPINVTCA in SCSI,copies of which will be furnished upon request. git coincide withizjointpate nr che. 9.Digitssinasize of plateetinches.. 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 111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-5824) 1802 1.10=(-1553) 5106 10. 2=( -904) 3278 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2500) 750 10-11=(-1511) 4952 2-11=(-3100) 978 WEBS: 2x4 KDDF STAND; 3- 4=(-2499) 736 11.12=( -546) 1802 11. 3=( -315) 139 2x4 KDDF #1&BTR A LOADING 4- 5=(-1842) 564 12-13=) -593) 1977 11- 4=( -149) 698 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1882) 585 13- 8=( -704) 2353 4-12=( -633) 249 TO LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2644) 745 12- 5=( -297) 1506 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2873) 910 12- 6=( -707) 245 8- 9=( -34) 57 6-13=( -18) 550 OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) 13- 7=( -269) 174 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -217/ 1738V -270/ 270H 5.50° 2.78 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 37'- 6.0" -242/ 1871V -270/ 270H 5.50' 2.99 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 'cc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.317" @ 5'- 6.0° Allowed = 1.829" MAX TL CREEP DEFL = -0.582" @ 5'- 6.0' Allowed = 2.439" 18-09 18-09MAX LL DEFL = -0.002" @ 38'- 6.0° Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 38'- 6.0' Allowed = 0.133" 5-07-12 5-00-08 3-11-08 4-01-04 6-01-02 6-01-02 6-06-11 MAX HORIZ. LL DEFL = 0.199" @ 37'- 0.5" T T T T T T T T MAX HORIZ. TL DEFL = 0.310" @ 37'- 0.5" 12 M-4x6 12 NOTE: Design assumes moisture content does 7.00 / Q 7.00 not to exceed 19% at time of manufacture. 4.0" 5 4'' Design conforms to main windforce-resisting %%4 system and components and cladding criteria. 3 M-5x6(S) Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M-3x4 Enclosed, Cat.2, Exp.B, MWFRS, M-5x6(S) interior zone, load duration factor=1.6„ 0.25° Truss designed for wind loads 0.25" ,,c in the plane of the truss only. o,, :11-1.5)(3M 5x8 + +, ." i, 4;%%%%%% Lo46 v .� S-7X14 eee seri 0 1** 11 1 13 - o o M-3x10 4.00 M-7x8 0.25 M-3x4 M-3x6 0 12 4.00 r"--- M-5x8(S) WEDGE REQUIRED AT HEEL(S). 12 J, y y y y y 5-06 15-00-08 , 8-02-08 9-05-07 9-03-09 y y 5-06 5-00-08 26-11-08 1-0Q 37-06 1-00 JOB NAME : 2610-A NH POLYGON - B2 \��E� PN )4,us/o Scale: 0.1674 ,6' ”/7/Ir �, WARNINGS: GENERAL NOTES,unless otherwise noted: g ' (((]]]1//(/7- r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 +•P E Truss: 62 and Warnings before construction commences. building component.Applicability of design parameters and proper J/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .fir DES. BY• MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /; �ir�' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood 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++ 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. "9L "�/OREGON S E Q. : 6054123 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, � � b Il/ design loads be applied to any component. and are for"dry condition"of use. Q k 7 4, 2 O*�( -l- TRAN S I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �P necessary. 4'' R R'`� v 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 1111111114111111111 TPI/WrCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointanr 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 HMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2850) 937 1- 9=(-734) 2335 2- 9=)-274) 191 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2608) 761 9-10=(-604) 1967 9- 3=( -23) 541 WEBS: 2x4 KDDF STAND 3- 4=(-1864) 598 10-11=(-602) 1967 3-10=(-717) 245 LOADING 4- 5=(-1864) 598 11- 7=(-716) 2331 10- 4=(-272) 1440 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2606) 749 10- 5=(-716) 240 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2848) 924 5-11=( -10) 539 TOTAL LOAD = 42.0 PSF 7- 8=( -34) 57 11- 6=(-271) 175 OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 0'- 0.0" -217/ 1744V -270/ 270H 5.50" 2.79 KDDF ( 625) M,M20HS,M18HS,)sr = Mprek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 6.0" -242/ 1861V -270/ 270H 5.50" 2.98 KDDF ( 625) M16 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "cc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.145" @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.263" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = -0.002" @ 38'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 38'- 6,0" Allowed = 0.133" MAX HDRIZ. LL DEFL = 0.065" @ 37'- 0.5" MAX HDRIZ. TL DEFL = 0.100" @ 37'- 0.5" 18-09 18-09 NOTE: Design assumes moisture content does T 1' T not to exceed 19% at time of manufacture. 6-06-11 6-01-02 6-01-02 6-01-02 6-01-02 6-06-11 '( T < 'r i' ,r ,r Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.001/ M-4x6 \I 7.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4.0" Enclosed, Cat.2, Exp.B, MWFRS, 4 4',( interior zone, load duration factor=1.6„ Truss designed for wind loads in the plane of the truss only. M-5x6(S) 3. 1 .25x6(S) 0.25" 0.25" og• oc +f M-1.5x3t V 00v L-6 �., •Qei/AlpA\i .:M-1.5x3 :: 0 1M-3x6 10 M-3x4 .25" M-3x4 M-3x6 0 M-5x8(S) 1, y y y ,I- 9-07-05 9-07-05 9-01-11 9-01-11 9-07-05 y y y 37-06 1-00 PO R JOB NAME : 2610-A NH POLYGON - B3 �<��EGIN .p, S/ Scale: 0.1674 ! 1 �2 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 = 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. Air,k, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction ` r�r � 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _,...01111111P,' a �Jr� DES. BY: MJis 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++ r 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. '-1 OREGON �i/ S E Q. : 6054124 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 'rfO\� k � � design loads be applied to any component. Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4, P TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary. c fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r^=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 111111111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTruS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) EXPIRES:12/31/2015 III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -34) 57 2-10=(-713) 2331 3-10=(-271) 175 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2847) 920 10-11=(-598) 1966 10- 4=( -10) 539 WEBS: 2x4 KDDF STAND 3- 4=(-2605) 746 11-12=(-598) 1966 4-11=(-716) 240 LOADING 4- 5=(-1863) 594 12- 8=(-713) 2331 11- 5=(-268) 1439 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1863) 594 11- 6=(-716) 240 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2605) 746 6-12=( -10) 539 TOTAL LOAD = 42.0 PSF 7- 8=(-2847) 920 12- 7=(-271) 175 OVERHANGS: 12.0" 12.0" 8- 9=( -34) 57 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0.- 0.0" -241/ 1858V -270/ 270H 5.50" 2.97 KDDF ( 625) 37'- 6.0" -241/ 1858V -270/ 270H 5.50" 2.97 KDDF ( 625) '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" MAX LL DEFL = -0.144' @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.263" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = -0.002" @ 38'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 38'- 6.0" Allowed = 0.133" 18-09 18-09 MAX HORIZ. LL DEFL = 0.065" @ 37'- 0.5" f T f MAX HORIZ. TL DEFL = 0.100" @ 37'- 0.5" 6-06-11 6-01-02 6-01-02 6-01-02 6-01-02 6-06-11 NOTE: Design assumes moisture content does T 1' T not to exceed 19% at time of manufacture. 12 12 7.00 M-4x6 7.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 5 ,i( Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, M-5x6(5) 141144M-5x6(S) interior zone, load duration factor=1.6„ 3" Truss designed for wind loads o7000 0.25" 0.25" in the plane of the truss only. -FE M-1.5x3M-1.5x3 3 t iiiiiik LC) 111 0 0 ct s e l v c, 10o M-3x6 M-3x4 10.25° M-3x4 M-3x6 0 M-5x8(S) y y y ), y 9-07-05 9-01-11 9-01-11 9-07-05 y y y y 1-00 37-06 1-00 JOB NAME : 2610-A NH POLYGON - B4 5-s��� �\ GPN OFFss/ Scale: 0.1625 02 ��'19 l WARNINGS: GENERAL NOTES,unless otherwise noted: 4� 9� 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 = P E Truss: B4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r DES. BY• MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �s is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _....441111110," DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ cr 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. 17 A� co SEQ. : 6054125 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G/ 79 Orb A. design loads be applied to any component, and are for"dry condition"of use. O Y 7 4, 2- P�- TRAN S I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �y necessary. MSR R I'‘...\-• V 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 MINI 11111 VIII VIII 1111 III MI 11E111 TPIANfCA in BCSI,copies of which will be furnished upon request. git coincide 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-1988(MiTek) EXPIRES:12/31/2015 IIIIIII II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. TO 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. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF considered for this design. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp,B, MWFRS, Connector plate prefix designators: interior zone, load duration factor=1.6„ C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 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. 18-09 18-09 12-06-01 6-02-15 6-02-15 12-06-01 T T i2 M-3x5(S) M-3x5(5) 1111 o 11111111 12-0 I` 4 0 7 o M-3x5(S) O M-3x4 M-3x4 y y y 18-09 18-09 y y , - 1-00 37-06 1-00 JOB NAME : 2610-A NH POLYGON - B5 Scale: 0.2247 ��<-''' 'NOF�s`s/O /?I/ t 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 r E 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: MJ 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 drywatl(BC). „..+0#01190,� 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. -7,/ A, SEQ Q. : 6054126 fasteners are complete and at no time should any loads greater than 5.Design re assumesfor con trusseson"areof to beuse.used in a non-corrosive environment, L- .7 O�n As a "dry dai design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 4. 2. P TRANS ID: 407735 5.CompuTrus has no control over and assumes no responsibility for the necessary, h fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. SFR R(L'- V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I 11111111 I I VIIIIIIIIIII III I III 111 1111 TPI/VYfCA in SCSI,copies of which will be furnished upon request. git coincide with jointanr 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 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing, TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 n assumes moisture content does NOTE: Desi BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 9 not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 110lmph, =lSftCat.2, TC B, MWFRS, = MiTek MT series LL = 25 PSF Ground Snow (Pg) interiorEnzone, load duration Mor=l,6„ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET, in the plane of the truss only. 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 11-00 11-00 complete specifications. 12 12 6,00 M 3x4 Q 6.00 011111111144 co 4 co O M-3x5(S) M-3x4 M-3x4 ), y > 12-00 10-00 J, y )- y 1-00 22-00 1-00 P JOB NAME : 2610-A NH POLYGON - Cl Scale: 0.3653 �•<<- " NOFEss/p WARNINGS: GENERAL NOTES,unless otherwise noted: �� •' /� 2'<' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = /P E Truss: Cl 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. 410001" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced ateddr- DES. BY' MJ 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). .....".._0 n. 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. 'y A_OREGON �(/ SEQ. : 6054127 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G� 7� �� and are for"dry condition"of use. Q design loads be applied to any component. B.Design assumes full bearing at all supports shown.Shim or wedge if O 14, 2 �P TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MFR 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 111111111111111 TPI WiCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointanr lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III II(III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -36) 50 2- 8=(-501) 1261 3- 8=(-311) 207 BC: 2x4 KDDF #1&BTR SPACED 24.0° D.C. 2- 3=(-1504) 634 8- 9=(-339) 834 8- 4=( -98) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 499 9- 6=(-501) 1261 4- 9=( -98) 492 LOADING 4- 5=(-1318) 499 9- 5=(-311) 207 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 634 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -36) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -151/ 1038V -130/ 130H 5.50" 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 22'- 0.0" -151/ 1038V -130/ 130H 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Design checked for net(-5 soil uplift at 24 "Sc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.045" @ 7'- 6.2" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 11-00 11-00 MAX HORIZ. LL DEFL = -0.019" @ 21'- 6.5" T f f MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-09-04 5-02 12 5-02-12 5-09-04 ff f f f NOTE: Design assumes moisture content does not to 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 '1"---,( Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, "� Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6„ Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 h co co O O O m i. m M O 8 9 - . o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 O ), y y y 7-06-03 6-11-11 7-06-03 y y y 12-00 10-00 ,1 ) ), > 1-00 22-00 1-00 D JOB NAME : 2610-A NH POLYGON - C2 Scale: 0.2653 �\����EG?No.. 4. �� 7 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 92! P E Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. r llirof 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ 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). / '�- �, 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�� 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. 7KJ SEQ. : 6054128 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� � Q�� and are for"dry condition"of use. �'' design loads hass no controln to any card assumes Q '�4 2 ty TRANS I D: 407735 5.CompuTrus no over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifnf- fabrication,handling,shipment and installation of components. Decessary. Mf P P 7.Design assumes adequate drainage is provided. CC R R 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I VIII I I VIII III I VIII III III TPIMfTCA in SCSI,copies of which will be furnished upon request. git coincide with joint ain che. 9. Digitssdsize of plate ein 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