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Q pZO A C C ` r2� B5 3ogi 11115 —Po �11' c r` C 2'-0� 3T-6'tn rah 56'-0" �- 16'-6" f, -} 5 V (-= w CONFORMS TO DESIGN CONCEPT ❑X CONFORMS TO DESIGN CONCEPT -�~ti�1._ © CONFORMS TO DESIGN CONCEPT WITH �; O REVISIONS AS SHOWNri= TO DESIGN CONCEPT WITH v° REVISIONS NOTED I—I NON CONFORMING-REVISE AND RESUBMIT 7. 0 NON-CONFORMING-REVISE&RESUBMIT O THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL.CONFORMANCE +'li 3 WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE wins DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 0 . FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE FABRIGAORNENDOR OF RESPONSIBILITY FOR CONFORMANCE wrIH DESIGN H DESIGN DRAWINGS AND SPECIFICATIONS ALL OF V/PIGH HAVE PRIORITY DRAWINGS,SPECIFICATIONS DRAWING.ANI)APHI Il ARl F i:r)DF.S All OF WHI(H HAVE MT INI N PRIORITY OVER THIS ATIO NDA ✓� OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, By Alexia Fukui Date 9/22/14 Z CD N By: Todd R. Eaton Date: September 19, 2014 MI L B R A N D T ARCHITECTS N -e IIIIII § CT ENGINEERING INC Si ll C;i` CH CD\ U U, t mil,, Milmek® 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. (A30 PR OFe , � NCtN�, S >c� v 0 w `x' 87222PE : T' "0j, OREGON c 40 0`9 A. HER\A 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 A R42684414 PL13-251 UP_H F01 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 09:51:05 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-uigeeSHeQ6leyJ30hU9zHM9Om4ediTK37hYuxpykJa4 I 2-6-0 I 9-S-411 1-2-0 1 1 0-11-8 I I 1-2-0 I I 2-1-0 1 Scale=1:28.5 3x5= 3x4= 3x4 = 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 e e e A 0 N \ , eIIIIIIIIIIII o e o 0 0 e 1• 17 16 15 14 13 12 Jet,. 3x4 = 3x8 = 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8-1-12 19-5-12 1 13-3-12 18-10-12i I 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): [6:0-1-8,Edge],[8:0-1-8,Edge],[9:0-1-8,Edge],[16:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.28 13-14 >719 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.44 13-14 >460 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code 1BC2012/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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2547/0,3-4=2547/0,4-5=-2895/0,5-6=-2895/0,6-7=2851/0,7-8=-2851/0,8-9=-1674/0 BOT CHORD 17-18=0/1557,16-17=0/2931,15-16=0/2895,14-15=0/2895,13-14=0/1674,12-13=0/1674,11-12=0/1674 WEBS 8-13=-324/0,9-12=0/347,2-18=-1680/0,2-17=0/1069,4-17=-415/0,4-16=-302/0,8-14=0/1312,7-14=294/0, 6-14=-352/0,9-11=1851/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �,....,?, ,i) PROp4.n �cCI \� �'s- !VSFR l0, 8 • 2PE / <' to z ,1N' " `�'0�,OREOO tis 4/ 9C, :MgER �� c' OS A HEN- EXPIRES:06/30/2015 August 25,2014 s it A WARNING-Ver fy design yaaioehtrs and READ NOTES ON ISIS AND INCLUDED MirEtf REFEREPU PAGE 6117-7473 sec 1/29/1324 BEFORE USE � Design valid for use only with M7ek i 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 fY3 [ fabrication,quality control,storage.delivery.erection and bracing,consult ANSI/TPI1 QuaBly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 It Southern P"metSPI lumber Is specified.the design virtues asst those•ffesd ee 0E/112120E3 by MSC Job Truss Truss Type Qty Ply 2610 A PL13-251_UP_H F02 R42684415 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 5 Jul 25 2013 MiTek Industries,Inc. Mon Aug 25 09:51:06 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-M uNOroHGBPtVZTeDFBgCgZidtT2ERyMCLLHRTFylda3 1 1-0-0 1 1°-8-4 11 1-2-0 11 1-8-8 11 1-9-0 11 1-2-0 11 1-4-4 11 1-6-0 1 1-6.0 1 Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 /` J.N..:2_,2- o Ft' e/ +\ / \e/ N�/+\e ® ® ® / i'r:''''Sf` ,//� I \ Er - e rr 99® 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8 = 3x4= 9-5-12 14-5-12 1 8-3-12 .10-121 I 13-3-12 1f-10-1{ 1 19-2-8 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-8-12 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.29 21-22 >780 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.46 21-22 >499 360 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=839/0-4-4 (min.0-1-8),17=839/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1522/0,3-4=1522/0,4-5=-2658/0,5-6=-2658/0,6-7=-3409/0,7-8=-3409/0, 8-9=-3795/0,9-10=3795/0,10-11=3782/0,11-12=3782/0,12-13=3057/0, 13-14=2065/0,14-15=2065/0 BOT CHORD 26-27=0/810,25-26=0/2135,24-25=0/3077,23-24=0/3646,22-23=0/3795,21-22=0/3795, 20-21=0/3057,19-20=0/3057,18-19=0/3057,17-18=0/1161 WEBS 9-23=273/0,12-20=282/0,13-19=0/322,2-27=1135/0,2-26=0/997,4-26=-858/0, 4-25=0/732,6-25=-587/0,6-24=0/465,8-24=-391/0,8-23=0/493,12-21=0/929, 11-21=270/0,10-21=-107/281,15-17=1396/0,15-18=0/1086,13-18=1239/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. sik�� �� P R t)Fes LOAD CASE(S) Standard 0-,..N ‘:•4?‘AGI NE-, (32_ `t- 87022PE 9r' nr , '0), OREGO cto it/ CJS A. -j ? EXPIRES:06/30/2015 August 25,2014 it it WARNING-Verifydesrpn yarnmeters and READ NOTES ON MIS AND INaOPEO MIRK REFEREha PAGE MII-1473 ma 1/2W2014 RETRE UR �.... 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 t is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/MPI1 Qua18y Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights.CA.95610 If Southern Pine)SP}lumber is hrget�ded,thedsxiga amities axe-thaw effective 0&/61/20$.0 by ALSC 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-g4x0381uyj?MBdDPouBRMnEtytWRAWRLa?1_0iykJa2 1-3-15 II 1-2-0 I I 0-6-13 2-6-0 Scale=1:11.6 3x4= 11.5x3 II 2 3 1.5x3 I I 4 3x4= 5 1.5x3 I I o ° • ° L 1.5x3 II 3x4= 9 8 7 3x4 = 3x4= 1-6-15 2-1-15 2-8-15 2-110-7 6-0-12 I 1-6-15 0-7-n 0-7-n 11-1-A 3-2-5 Plate Offsets(X,Y): [2:0-1-8,Edge],[7:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code 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=0/331,7-8=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 P 870 2PE tlk y OREGO tia O11./ MBER 1� Pc' A. HEY` EXPIRES:06/30/2015 August 25,2014 3 A WARMING-Vedffdesign paruinefers and READ NO TES ON THIS AND TNCJID€O MIER REFEREAU PAGE 1411-1473 sec i/2912314i3IFOREUS€ 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 Iek' 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 Qualify Crteria,DSB-89 and BCS!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 ISSouthern PinelSP)lawasec is s cifiesf,.the design veisres ece stsxweetfex lve o6/*IJ2O13 iy AL'SC Job Truss Truss Type Qty Ply 2610 A PL13-251 UP_H F04 R42684417 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 oSyJt2m-JHVmGTJ1M17DpnobMcjgv_n1 AHuOv_TVpfmYY8ykJa1 1 2-2-4 1 3x4= 2 1.5x3 11 Scale=1:8.8 • N � 4 3 1.5x3 II 3x4= 2-5-4 � 2-5-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 4 ."' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=102/Mechanical,3=102/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard .- 4 PRQ1 < GIN 444 F 870 2PE • cv --y fi'0), OREGO 'P b BER �Q S A. HER�`P EXPIRES:06/30/2015 August 25,2014 A iyARArTNG-Varff design yaroale yrs and READ RL T€S ON?ftISA7 ifiYY.€frJED MIIEK RfF£RE1Y2 PAGE td17-7473 mg 1/21/2014&IF7REEASE �� 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 t' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilbty of the °�° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Ms lei(' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPl1 Quality Citteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Southam.Pietr(SP}ksrnbes is specifiedthe design values are those effective 06/O j2O1z by Aft Citrus Heights.CA,95610 Job Truss Truss Type Qty Ply 2610 A R42684418 PL13-251_UP H F05 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:08 2014 Page 1 ID:_egh?ek1p1OgFEQgnUa1oSyJt2m-JHVmGTJV 17DpnobMcjgv_ny2HksvpjVpfmYY8ykJa1 11-0-0 I 10-8-411 1-2-0 11 1-5-8 II 2-0-0 I I 1-2-0 II 2-3-8 ?-6-0 I Scale=1:33.2 4x4= 3x4 = 3x4= 3x4= 354= 3x4= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 /I \ a /4\a 'f s\a e e o 2- e o pe e e BB e e O- 24 23 22 21 20 19 18 17 3x4= 455= 3x5= 3x5= 3x4= 3x6= 3x5= 3x4= 9-5-12 14-5-12 8-3-12 81-10-12 13-3-12 if-10-1? 1 19-6-4 1 1 8-3-12 I0-7-n 10-7-0 3-1011 0-7-0 0-7-0 5-0-8 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[17:0-1-8,Edge],[21:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid 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/0- Weight:92 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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 AN . 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 R�� P RO��s be attached to walls at their outer ends or restrained by other means. egg`- 'I N `S/� LOAD CASE(S) Standard SCJ �' '�9 Q 870 2PE to cv - fi'�j,OREGO c)rc 4/ 4 POn 4IBEB1\ pry S4 H - EXPIRES:06/30/2015 August 25,2014 , WARNING-yndffdesign parameters and RAD NOTES ON MIS AND I-KINDER MITER REFERENCE PAGE Mfi-1473 ran,1/25/2314 BFIREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and b for an individual building component. Will 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 J6-T�1�` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fYS 1 Il fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information it Southern Piave(SP}vailable from Truss Plate kumberiu specified,thelnstitute,des design va81 N.Lee lues am thane t,Suite 312,effective.Q6f Gij2013� 22314. Citrus Heights,CA,95610 by ALSO Job Truss Truss Type Qty Ply 2610 A R42684419 PL13-251 UP_H FO6 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 09:51:09 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-nT39UpK8UKF4QxNowJEvRCK81h4reJ0e2JW54aykJaO 1 1-0-0 1 10-8-411 1-2-0 II 1-8-8 ii 1-9-0 I I 1-2-0 I I 1-5-8 I I 1-6-0 I 1-6-0 Scale=1:32.9 4x4 = 3x4 = 3x4= 3x4= 3x4 = 3x4 = 3x4= 3x5=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 • ® e e / IN B e B B D--.0/ Ni%1%lk 2 /..N..9/11..N.2 if V 11414144444%er - e e O 2 26 25 24 23 22 21 20 19 18 17 3x4 = 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 9-5-12 14-5-12 I 8-3-12 1-10-121 I 13-3-12 1 -10-1 1 19-3-12 1 8-3-12 0.7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edgej,[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 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 Inc: 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(lb)or less except when shown. TOP CHORD 2-3=-1531/0,3-4=-1531/0,4-5=-2676/0,5-6=-2676/0,6-7=3437/0,7-8=-3437/0, 8-9=-3834/0,9-10=3834/0,10-11=3833/0,11-12=3833/0,12-13=3115/0, 13-14=2080/0,14-15=2080/0 BOT CHORD 26-27=0/815,25-26=0/2149,24-25=0/3100,23-24=0/3679,22-23=0/3834,21-22=0/3834, 20-21=0/3115,19-20=0/3115,18-19=0/3115,17-18=0/1168 WEBS 9-23=-278/0,12-20=-281/0,13-19=0/312,2-27=1141/0,2-26=0/1003,4-26=-865/0, 4-25=0/738,6-25=-594/0,6-24=0/472,8-24=397/0,8-23=0/502,12-21=0/925, 11-21=271/0,10-21=-97/292,15-17=-1403/0,15-18=0/1097,13-18=1261/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. R Ope LOAD CASE(S) Standard Nss G4- /p i 9 2 r 8D0 N -y ��, OREGO 2a 4 ' S A. HO; EXPIRES:06/30/2015 August 25,2014 t A WARNING-Verify design yarsone'ers and READ M2 TES ON ISIS AND NNSZUD€D MIT€K REF€R€NCI PAG€1411-1473 mo 5/29/2014 BEFOREUS€ 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 responsibility of the !Ariel(' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (}f� fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/Mil 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 135euthen•FirreOhl turnfsex is specified,the design values ale these effecziue OC/O1/2013 try MSA Job Truss Truss Type Qty Ply 2610 A R42684420 PL13-251_UP_H F07 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:10 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-FfdXh9KmFeNx25x_U119_PsO95Y_NsOoGzFecOykJa? I 0-9-12 I I 2-6-0 Scale=1:11.9 1 3x4= 21.5x3 II 3 3x4= 41.5x3 II A N N \ e/ e 3x6= 411, 7 6 1.5x3 II 3x4= I 6-2-4 6-2-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code 1BC2012/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 ��EO Oren oin 144 7' 87022PT I-- t., ty 7 4))).OR GON rte�1.1 0, MBER1 Os A. HI-C�Pr EXPIRES:06/30/2015 August 25,2014 t I WARNING-Ver/fp design garamelers and READ NOTES ON THIS AND INCLUDED MUEK REFERENCE PAGE M1T-14173 ret;3/29/2014 BEFOREI Sf Design valid for use only with MRek connectors.This design is based only upon parameters shown,and is for an individual building component. 1 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the B./{'TQI�a erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYi I 16 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1Pl1 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 Soustwrn.prase ISP}-issmbes is spec ife9,:the design values act those tffective O6/O2/201.7 bey MSC 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 oSyJt2mysBwVLOOyVogE WA1 kGOWdPViUpw6DhxVd?C9TykJa_ 1 1-0-0 1 p-7-8 II 1-2-0 II 1-&8 I I 1-9-0 II 1-2-0 I I 1-5-8 ii 1-6-0 1 1-6-0 1 Scale=1:32.8 454= 3x4= 354= 354= 3x4= 3x4= 3x4= 355= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 • o - o o o o ® �- o - • ` • e e a e e 2 26 25 24 23 22 21 20 79 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 358= 3x4= 14-5-0 I 8-3-0 F.-10-0 3-5-0 1 13-3-0 113-10-01 1 19-3-0 I. 8-3-0 0-7-0 0-7-0 3-1011 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.21 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.33 20-21 >705 360 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code 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, 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=-106/282,15-17=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. F1,0) P R Qp.6.6".6, 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 be attached to walls at their outer ends or restrained by other means. �1� [ 4;9 /Q LOAD CASE(S) Standard -7 87022P <' E fi'oj OREG N 1�z �1CQQ OS A, He?" EXPIRES:06/30/2015 August 25,2014 t A WARNING-Verfy design parametsrs and READ 607ES ON THIS AND TNCifMEB MEEK REFERENCE PAGE 1411-7473 rex 1/2/20:4 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the R�y-T 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/1P11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If SautFrern.Pie ISM-lumber is specified,dm desigo values axis Oaks sfteetitre 015/01/201315t,AL5:C 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-jsBwVLOOyVogE WA1 kGOWdPZvUtE6JLxVd?C9TykJa_ 1 0-8-4 I I 2-6-0 I Scale=1:11.6 1 3x4= 21.5x3 II 3 3x4= 4 1.5x3. II L 0 N k\ 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) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=261/Mechanical,5=261/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-283/0 BOT CHORD 5-6=0/403 WEBS 3-5=435/0,1-6=0/363 NOTES 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard QED PRQFFss kc 8 12PE ,, r' � 7 fi4:>, OREGO rte�k 'S}t, Mc ER '‘'N aS A HE?' EXPIRES:06/30/2015 August 25,2014 f WRRNIAdiNed?ydesign pamnetrs and READ NOTES ON MS AND INCLUDED MITER REFERENCE PAGE NTI-1473 rE L 1/2W2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. il Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' �°�{�R" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding CY3 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine)SP}lu'miser'if ipeoified,the desigxs values ane those affective 0&/G1/2013 try:MSC Job Truss Truss Type Qty Ply 2610 A R42684423 PL13-251_UP_H F10 Floor 2 1 Job Reference(optional) Pacific Lumber Si Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries.Inc.Mon Aug 25 09:51:12 2014 Page 1 f��.�� ID:_egh?ek1 p1 OcIFEQgnUal oSyJt2m-B21H6rM1 nFdflO5MbSnd3gybl u4Lrc75kHklgvykJZz 1 1-0-0 1 0-11-4 ii 1-2-0 II 1-9-0 ii 1-8-8 I I 1-2'0 17--'1 I 1-3-0 I Scale=1:33.5 4x6= 4x5= 3x4 = 3x4= 3x4= 3x4= 3x4 = 4x4= 1 2 3 :; ; :5 6 7 8 9 10 11 12 13 14 15 16 .or N. !N e i a o e , N r e26 23 22 21 20 19 18 /- �pX�o 3x4 = 4x5= 4x8= 3x5= 3x5= 3x5= 3x8= 3x4= 1 2-2-4 12-9413-441 -2 412-9-413-4-41 7-2-4 17-9-418-4-41 19-8-0 1 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,Edgel,[6:0-1-8,Edge],(7:0-1-8,Edge],[26:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.36 21-22 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.56 21-22 >417 360 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.07 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=859/0-4-4 (min.0-1-8),27=859/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1933/0,3-4=-1933/0,4-5=-3238/0,5-6=-3238/0,6-7=-3797/0,7-8=-4014/0, 8-9=-4014/0,9-10=-3872/0,10-11=3872/0,11-12=3166/0,12-13=3166/0, 13-14=1879/0,14-15=-1879/0 BOT CHORD 26-27=0/857,25-26=0/1933,24-25=0/1933,23-24=0/3797,22-23=0/3797,21-22=0/3797, 20-21=0/4005,19-20=0/3586,18-19=0/2590,17-18=0/1015 WEBS 3-26=-754/0,4-25=-379/0,7-22=-288/0,4-24=0/1512,5-24=-282/0,6-24=-806/0, 15-17=-1295/0,15-18=0/1104,13-18=-908/0,13-19=0/734,11-19=-537/0,2-27=1200/0, 2-26=0/1554,11-20=0/365,8-21=258/0,7-21=0/611 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)27. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��K,�0 PR OF4-, LOAD CASE(S) Standard ,q...SAG ,5 .0, 8 s 2PE �, Asi 7 -0),REDO ti Al Ont.) 413ER O SA. H -1 ' EXPIRES:06/30/2015 August 25,2014 it WARNIMS-Vety design yaraine+wrs and READ NOTES ON MS AND INI2J DED MITER REFERENCE PAGE P411-14133 ma 1/29/206 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the y� e�« erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 'j(+ fabncation,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 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 Southe n Pine(SP}/ember is specified,the design values ale tllase effective 0,8101/201.3 by ALS{ 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-fEJfJBNfYZI WsYgZ991sc2UmxlNja5DEyxUJCLykJZy I 2-x0 1 P-54I I 1-2-0 I I 0-11-8 I 1 1-2-0 I I 1-11-4 1 Scale=1:28.3 3x5= 3x4= 3x4= 3x5 = 3x4= 1 2 3 4 5 6 7 8 9 10 l e e -moo — .1.----- --- Ie N O e O O 1' 17 16 15 14 13 12 4P 3x4= 3x8= 3x4= 3x8= 3x4=- 8-10-12 8-10-12 14-5-12 I 8-2-4 8-3-12 �-5-1 z I 13-3-12 113-10-1 I 16-8-0 8-2-4 0-'88 0-7-0 3-10-0 0-7-0 0-7-0 2-2-4 0-7-0 Plate Offsets(X,Y): [6:0-1-8,Edge],[8:0-1-8,Edae],(9:0-1-8,Edge],[16:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.27 13-14 >734 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.42 13-14 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/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=2516/0,4-5=-2841/0,5-6=-2841/0,6-7=-2786/0,7-8=-2786/0,8-9=-1593/0 BOT CHORD 17-18=0/1541,16-17=0/2883,15-16=0/2841,14-15=0/2841,13-14=0/1593,12-13=0/1593,11-12=0/1593 WEBS 8-13=-327/0,9-12=0/357,2-18=-1664/0,2-17=0/1052,4-17=-397/0,4-16=-310/0,8-14=0/1322,7-14=-290/0, 6-14=-361/0,9-11=1785/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 srongbacks,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 PR QF SS cco GIN �� /p� 'Ayr 870 2PE cn Cv y �A�,OREGO /2 jt/� 9O fi-,BER 1\ c'q OSA H c EXPIRES:06/30/2015 August 25,2014 e e A WARNING-VeIffy design parameters and READ 15L TES ON MS AND 150.1/DED SITTER REFERENCE PAGE MII-1473 rex 1/2f/201d BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mil is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the k/p°E°�m�!C° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MVH i fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 I/Sautlsesr.:Pine l&PY[umbel is speiied,tine design values aae that-effective 06/01/201.3 by ALS£ 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?eklp1OcIFEQgnUaloSyJt2m-fEJfJBNfYZIWrYgZ991sc2UuslYraCQEyxUJCLykJZy 2-6-0 I 1-9-11 I I 1-2-0 1 1 0.7-1 Scale=1:17.1 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 0 0 0 0 0 0 N N ,< 0 03x4= 10 9 8 7 3x4= 3x4= 3x4= I 4-5-3 41-11 5-1-11 1 5-8-11 5110r3 9-0-12 I 4-5-3 0-1-8 0-7-0 0-7-0 0.1- 3-2-9 Plate Offsets(X,Y): [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (hoc) 1/deft 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 Incr YES WB 0.21 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:41 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=393/0-2-8 (min.0-1-8),7=393/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-826/0,3-4=-826/0,4-5=-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 \((-, p PRQFc. �rSO `t 870 2PE I- Ss�S TDREG N r �4 90 MgER �� r� OS A. HES\� EXPIRES:06/30/2015 August 25,2014 c i NI A WARNING-Verify de3ign yarn aeters and READ NOTES ON NUS AND rh1�''IJDED MITER REFERENCEPAGE M77-7473 re c 3/25/2214 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 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 1@�6 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ff5aui n pine(0SP('ansisar is specficat,ttra design values alis those effectlueOfzfO f2r0f3 by AtS2 Symbols Numbering System 4 General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 4 (DrawingsnotI tole) offsets are indicated. I scale) Da age or Personal Injury En= Dimensions are in ft-in-sixteenths. 11%46. Apply plates to both sides of truss 1 2 3 1. dditlonal stability bracing for truss system,e.g. and fully embed teeth. .iagonal or X-bracing,is always required. See BCSI. TOP CHORDS 01 „ 2. T uss bracing must be designed by an engineer.For '/16 4 'de truss spacing,individual lateral braces themselves ay require bracing,or alternative Tor I AIIIIIIIE IL\iipil ,,..), , .racing should be considered. 1,_, O 3. ever exceed the design loading shown and never 0dAh s ack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cs-b designer,erection supervisor,property owner and plates 0-'4 ' from outside BOTTOM CHORDS Oil other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. P ace plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE j.int and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO I.catibns are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Iesi assumes trusses will be suitably y protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT t e eivironment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. nles9 otherwise noted,moisture content of lumber s all riot exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. U less expressly noted,this design is not applicable for u.a with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate l0.'amber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 r:sponsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 c.mber for dead load deflection. the length parallel to slots. 11.P ate type,size,orientation and location dimensions i dicrlted are minimum plating requirements. LATERAL BRACING LOCATION 12.L mber used shall be of the species and size,and Southern Pine lumber designations are as follows: i all respects,equal to or better than that if Indicated by symbol shown and/or SYP represents values as published s.ecifled. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.T.p chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 s.acing 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. II 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 aipproval of an engineer. tiii1 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ®MN 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.R view all portions of this design(front,back,words Plate Connected Wood Truss Construction. aid pictures)before use.Reviewing pictures alone miliiii DSB-89: Design Standard for Bracing. isilnot sufficient. BCSI: Building Component Safety Information, III Ilr III nen% 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:MH-7473 rev.01/29/2013 I MiTek USA, Inc. l 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 TPINVTCA 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). s. 1,0 PROPp, i c Or c' 061,1 v. "dam EXPIRES 0/I 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 psi) uplift at 24 "oc spacing.' TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C, ,CN1S (or no prefix) = CompuTrus, Inc Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.D, ASCE 7-05, M,M2OHS2OHS, Enclosed, Cat.2, Exp.B, MWFRS,M16HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=1.6„ Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-06 8-06 T T 12 HM-4x4 12 14"00 P 3 I. N 14.00 o 0 o M-3x4 M-3x4 J, > ,- ), 1-00 17-00 1-00 X0_0 PR 04-, JOB NAME: 2610-A NH POLYGON - 1 Scale: 0.268o (59 `'1- WARNINGS: GENERAL NOTES,unless otherwise noted: L~ .1..•7G i i' 1.Builder and erection contract()should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Al and Warnings before constru on commences, building component.Applicability of design parameters and proper 2.204 compression web bracing ust be Installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing l Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at d/ " r,�l! DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the ere or.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ry., am DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ j 4.No load should be applied to app component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6054120 fasteners are complete and at ho time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, v„,4 design loads be applied to any,component. and are for"dry condition"of use. /4, 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the necessary. 41 ( R,� 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 11111 VIII VIII VIII III TPI k U A In BCSI,copies of Which will r furnished upon request. 9.'Dig tsines cinincide d cote s leh ctoint or plate inrIliines. ches. n 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 17-00-00 GIRDER SUPPORTING 37-06-00 INC 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 KODF #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"OC. 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) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND INC 2009 NOT BEING MET. 77'- 0.0" -974/ 7051V -243/ 243H 5.50" 11.28 KDDF ( 625 ) 1 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M20HS,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 spacin0.I ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Jr 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,XX MAX HORIZ. LL DEFL = 0.012" @ 16'- 6.5" 9" oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.020" @ 16'- 6.5" 9" oc in 2 row(s) throughout 2x6 webs. NOTE: Design assumes moisture content does 8-06 8-06 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 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 V N 14.00 Enclosed, Cat.2, Exp,B, MWFRS, 3 5.0 Trusslor designed fordurtion windaloadsfactor=l.6„ Vi 9 in the plane of the truss only. M-3x6 M-3x6 M-7x16 ,;` �M-7x16 Z Iii I' k. o i 0 44011115 it Z0 III Zo 0 1 M-3x10 7M-10x10 M-3x10 0 > y y y y 4-06-02 3-11-14 3-11-14 4-06-02 y y 17-00 WEDGE REQUIRED AT HEEL(S). 40R Or JOB NAME : 2610-A NH POLYGON - A2Scale: 0.215, /q '''?9 WARNINGS: GENERAL NOTES,unless otherwise noted: ! w 921 i�7E r1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: 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 f • 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 +fin .- DATE: t�.� P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `K, DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� ( I,- 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,r {k 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, G�, 7 1 4, o, `4' design loads be applied to any component. and are for"dry condition"of use. P 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 necessary. 1-y y��„ 46 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. it 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 centerI IIIIII 11111 11111 VIII 11111 VIII VIII IIII IIITPINVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. e.Digits indicate size offplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) EXPIRES.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0' ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF k1&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 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF 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 Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series LIMITEDSTORAGE DOES NOT APPLY DUE TO THE BE REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEINGNIAL MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 18-09 18-09 complete specifications. T q 12-06-01 6-02-14 6-02-15 12-06-02 12 IFM-4x4 12 7.00 1/ 2 Q 7.00 i M-3x5(5) M-3x5(S) � 6 Lo 0 1 o o RI ' 4 Or 6 M-3x5(S) o M-3x4 M-3x4 y y y 18-09 18-09 1, y 37-06 1-00 JOB NAME : 2610-A NH POLYGON - B1 .`�` ' �' Scale: 0.2285 c;\ {� /7 fir (} WARNINGS: I GENERAL NOTES,unless otherwise noted: ;'f+' +((��2 PE �. p 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual =:7 G Truss: B 1 and Warnings before conslrucliog 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. x^ 3.Additional temporary bracing to insure stability during construction 2,Design assumes the top and bottom chords to be laterally braced at 4. DES. BY: MJ2'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). �T�r ' fy., DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ la n "t. 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. '?JJ �y_OREGON ' ' SEQ. : 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, "4 4, design loads be applied to any component. and are for"dry condition"of use. /;n, 'Q}r 7 e 20 ".7 TRANS I D: 407735 5.CompuTrus has no control over gnu assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V cessary. fabrication,handling,shipment and installation of components. Designneass / .sii A'I�t 7. laesassumes adequate ne drainage Isprovided. t» 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 1111110111111111111 TPINYfCA In BCSI,copies of which will be furnished upon request. lines coincide withzjoint center lines. 9. lines 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 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 N1&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 TC 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 platedesignators:refix LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) P THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -217/ 1738V -270/ 270H 5.50" 2.78 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 37'- 6.0' -242/ 1871V -270/ 270H 5.50' 2.99 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing.' VERTICAL DEFLECTION LIMITS: LL=L1240, 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" MAX LL DEFL = -0.002" @ 38'- 6.0" Allowed = 0.100" 18-09 18.09 MAX TL CREEP DEFL = -0.003" @ 38'- 6.0" Allowed = 0.133" T 5-07-12 T 5-00-08 3-11-08 4-01-04 6-01-02 6-01-02 6-06-11 T MAX HORIZ. LL DEFL = 0.199" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.310' @ 37'- 0.5" 12 12 NOTE: Design assumes moisture content does ix) 7.00 - M-4x6 7.00 not to exceed 1996 at time of manufacture. 4.0" Design conforms to main windforce-resisting 5 system and components and cladding criteria. • .1 M-5x6(5) Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 10-U4, Enclosed, Cat.2, Exp.B, MWFRS, M-5x6(5) interior zone, load duration factor=1.6„ Q,25" Truss designed for wind loads in the plane of the truss only. 0.25" 4: D +e M-1.5x3 A IL I M-5x8 +,; : 4 s1D 116k pl I/A h h 6.... o 'o' M18HS-7X14 eL�i -a _ o 1 13 o M-3x10 M-7x8 0.25" M-3x4 M-3x6 O 4,00 12 4.00 M-5x8(S) WEDGE REQUIRED AT HEEL(S). 12 y y I I I y y 5-06 , 5-00-08 , 8-02-08 9-05-07 9-03-09 y y y 5-06 5-00-08 26-11-08 1-00 37-06 1-00 oktc) P R Aces JOB NAME : 2610-A NH POLYGON - B2 scale: 0,1674 SO' �-%19 ' 17 ' WARNINGS: GENERAL NOTES,unless otherwise noted: *�7 ,i�? (^' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual B2 and Warnings before construction commences. building component.Applicability of design parameters and properTruss: B2 Incorporation of component is the responsibility of the building designer. ! 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by Wimft is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "� n 1C' DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ v Lid SEQ. : 6054123 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. J v `V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, N. ,S design loads be applied to any component. and are for"dry condition"of use. e) 14, t�.T" TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.Design ssumes full bearing at all supports shown.Shim or wedge if �j r1�-� tT fabrication,handling,shipment and Installation of components. . A 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 1111111111111111111 TPINVECA in BCSI,copies of which will be furnished upon request, git coincideitwith jointcenterinches.9.Digitssidsize of platein lines. q[ 'r 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:j:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS I TRUSS SPAN 37'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2850) 937 1- 9= ) (p ) BC: 2x4 KDDF #1&BTR ' SPACED 24.0" O.C. ( ) (-604 2335 2- 3= -224 191 WEBS: 2x4 KDDF STAND 3- 3=(-2608) 761 9.10=(-604) 1967 39-. 3=( -23) 541 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"0C. 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"0C. 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,M16 = MiTek 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) ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O 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" 8 38'- 6.0" Allowed = 0.133' MAX HORIZ. LL DEFL = 0.065" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.100' @ 37'- 0.5" 18-09 18-09 NOTE: Design assumes moisture content does 6-06-11 6-01-02 6-01-02 6-01-02 6-01-02 6-06-11 not to exceed 19% at time of manufacture. T ') T '' . Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 / M-4x6 \I 7.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4 4.0" Enclosed, Cat.2, Exp,B, MWFRS, interior zone, load duration factor=1.6„ Truss designed for wind loads M-5x6(5) 7LIN%04. M-5X6(5) in the plane of the truss only. 0.25"4/00°° 0.25" M-1,5x3 /\ !11-1.5)(3 1\: LC) 0 t0sto o f 1** y T 11 �. o o M-3x6 M-3x4 0.25" M-3x4 M-3x6 0 M-5x8(S) y y iy y y y 9-07-05 9-01.11 9-01-11 9-07-05 y 37-06 1-00 JOB NAME : 2610-A NH POLYGON - 63 t0 � � s Scale: 0.1674 c", '."7/7 /7Gi t-' WARNINGS: GENERAL NOTES,unless otherwise noted: ) t- 11 0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual . P 92 4 a I-p,_. 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. ,,r'' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ..rse 44100 DES. BY: MJ Is the responsibility of the erector,Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length bye continuous sheathing such as plywooding(TCand/or drywall BC. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown++ ( ) ,it � 4SEQ. : 6054124 .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 OREGON 4/ shouldfasteners are complete and at no time any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, bJ 0 design loads be applied to any component. and are for"dry condition"of use. ,�fj,, '� 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 V fabrication,handling,shipment and installation of components. Design assumes adequate drainage is provided. -off 5.-1. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII VIII VIII VIII VIII VIII VIII IIII III) TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. 10. C 7 1 n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:PI RES.1 131!2015 IIIIIIIIIIIIII 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 IC: 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,CN18 (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) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 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" T f >( MAX HORIZ. TL DEFL = 0.100" @ 37'- 0.5" f f 6-06-11 6-01-02 T 6-01-02 T 6-01-02 T 6-01-02 T 6-06-11 f NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 12 7.00 M-4x6 41 Design conforms to main windforce-resisting 7.00 system and components and cladding criteria. 4.0" 5 '( Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, M-5x6(S) Enclosed, Cat.2, Exp.B, MWFRS, ( ) \ M-5x6(S) interior zone, load duration factor=1.6„ 3.1 Truss designed for wind loads in the plane of the truss only. 0.25" 0"25" ifao +1 M-1.5x3 M-1"5x3 ..+ +. in oIn C) r w o o M-3x6 M-3x4 10 0.25" M-3x4 M-3x6 0 M-5x8(S) y y y y 1, y y 9-07-05 9-01-11 9-01-11 9-07-05 y y 1-00 37-06 1-00 JOB NAME : 2610-A NH POLYGON - B4 ' , to, s1 Scale: 0.1625 C?�GJ Y 171 ,q 4L WARNINGS: GENERAL NOTES,unless otherwise noted: +' •!� 1//�t-r "j'�,,, 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 ik' t.92 II 11 P1_ Truss: 64 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.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1rA continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! 4r DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4D 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. 11 ti,:r6 E G 0 N non-corrosiveSEQ. : 6054125fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, c +4Q A design loads be applied to any component, and are for"dry condition"of use. /;w, -1}, ;� r Q ..}.. TRANS I D: 407735 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 C J `j, fabrication,handling,shipment and installation of components. necessary. R R t i 7.Designlaesassumes adequate ne dthinac a is truss, L- 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in SCSI,copies of which will be furnished upon request. tines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:.1+1f 1/2015 IIIIIIIIIIIIII 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.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&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 system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been 1 TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.D, ASCE 7-05, considered for this design. Enclosed, Cat.2, Exp.B, MWFRS, Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) ginterior zone, load duration factor=l.6„ C,CN,C18,C18 (ono prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,MIBHS,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 18-091 18-09 complete specifications. 1/ T T 12-06-01 6-02-15 6-02-15 12-06-01 T 12 IIM-4x4 12 7.00 1/ 3 \I 7.00 M-3x5(5) M-3x5(S) in 4 0 0 00000000000000000" to. O"- 1 `� - Zin _ - y"o o M-3x5(S) o M-3x4 M-3x4 y y y 18-09 18-09 1-00 37-06 1-00 JOB NAME : 2610-A NH POLYGON - B5 Scale: 0.2247 `c� ON:� ' WARNINGS: '. GENERAL NOTES,unless otherwise noted: 41,4 11:0 (41 ±{�^�'! f^" 1.Builder and erection contractor Should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual p and Warnings before construction commences. building component.Applicability of design parameters and proper - Truss: B5 Incorporation of component Is the responsibility of the building designer.2.2x4 compression web bracing Must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' MJ 3,Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fF is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t 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. "" . }_ 14 SEQ. : 6054126 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 �7 �_i� design loads be applied to any component. and are for"dry condition"of use. �{� 14 O -l"' TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.oecesa assumesn full bearing at all supports shown.Shim or wedge if �"`p y rr-� {{ t fabrication,handling,shipment nd installation of components. ry -"/"F 1-51 L� P 4 Po 7.Design assumes adequate drainage is provided. e.This design Is furnished subjeIXlto the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II VIII VIII 11111 11111 VIII VIII 1111 IIII TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincideitwith jointcenterinches.9.Digitssidsize ofin lines. nt r n MITekUSA,IDC./CompuTfu3Software7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2t015 1111 IIH HI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #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 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS, 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 Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for 11-00 11-00 complete specifications. 12 T 6.00!/ M-4x4 12 3 �I 6.00 R M o . 4 0oo Oo M-3x5(S) M-3x4 M-3x4 y y 12-00 10-00 y 1, ), 1-00 22-00 y y 1-00 JOB NAME : 2610-A NH POLYGON - C1 $ aF s Scale: 0.3653 ?�J %.�y i �{ WARNINGS: GENERAL NOTES,unless otherwise noted. ! 7 J ,y Cl1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individualCC. s 9G E K` Truss: C end 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. // 44110, 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). /"- WIPP 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. tR EGON 'y�r 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, h��th � design loads be applied to any component. and are for"dry condition"of use. / "/ G" TRANS I D: 407735 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, `j fabrication,handling,shipment and installation of components. ecessary. -'^r'F 7.DDesign assumes adequate drainage Is provided. '+'j Rt i 1 L 8.This design N furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIIWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 MIIIIIIIMIMME IIIIIIIIIIIIII 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&BTA LOAD DURATION INCREASE = 1.15 1- 2=( -36) 50 2- 8=(-501) 1261 3- 8=(-311) 207 BC: 2x4 KDDF k1&BTRSPACED 24.0° O.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. VON. 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 ICOND. 2: Design checked for net(-5 Dsfl uplift at 24 "oc snacing.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0,100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.045" @ 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 ' - MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-09-04 5-D2-12 5-02-12 5-09.04 NOTE: Design assumes moisture content does ( T not to exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 I/ M-4x6 \ 6.00 system and components and cladding criteria. 4.0" 4 .f-( 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 . VIII CO CO0 0 mi 0 o8 9 o M-3x4 M•3x4 M-3x5(5) M-3x4 M-3x4 0 y yl /, y 7-06-03 6-11-11 7-06-03 y ), 12-00 10-00 1- )- > 1, 1-00 22-00 1-00 ckc 0 PR Q,ce JOB NAME : 2610-A NH POLYGON C2 Scale: 0.2653 q x44- 19 WARNINGS: GENERAL NOTES,unless otherwise noted: ±{�^t,�E'� t'J 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ` s DES. BY: MJ responsibilityof the erect r.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / . is the p continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). ! ' DATE: 9/9/2014 the overall structure Is the respbnsibitity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � � 1.. SEQ. : 6054128 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. /¢_ tr 41 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- '+%4 ,N _i4 design loads be applied to any component. end are for"dry condition"of use. '�'�., tyl1' TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.assumes full bearing at all supports shown.Shim or wedge if ` t� fabrication,handling,shi ment and installation of components. ry• R R i t..\- 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 111111111111111111111111 TPINViCA in BCSI,copies of which will be furnished upon request. igs coincide with joint center linche. 9. Digits inasize of platein Inness. EXPIRES: n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015