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Plans (22) /t$T)-UGc - C /"L mit , . , :__. li i: 2','"3 MiTek8) MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-291_UP_H Fax 916/676-1909 2610 D The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R42684361 thru R42684372 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �tiRc p PR Ores C. �NG1NEe ©29 44/ 87022PE c "5cn N .Te,To, '''.‘i OREGON cyp©� - ''MBEs 1�, [� ©S A. HRA EXPIRES:06/30/2015 August 25,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 2610 D R42684361 PL13-291_UP_H F01 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:13 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-A92189wNpheXVt6W7y9]kkWF1 wQQTpbaMGPy?IykJbq 1 2-6-0 I P$41 I 1-2-0 ii 0-11-8 1 1 1-2-0 II 2-1-0 I Scale=1:28.5 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 _ e o °e o ° e , N e e - s e 411, 1 17 16 15 14 13 12 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-24 80l- -2 19-5-12 1 13-3-12 1p-10-121 16-9-12 I 8-2-4 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],116:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (roc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.28 13-14 >719 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.44 13-14 >460 360 BCLL 0.0 Rep Stress 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=-2547/0,3-4=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 (r6=k'E PROP ick ��3INEF�S' s/0 Q 87022PE -- / N - �'0 OREG+O © <v� A. NENp EXPIRES:06/30/2015 August 25,2014 s _ r A WARMS-Verity m 'ydesignpaar0rsa dREADNOTESONMISA/ INCLUDED MIFEKREFFREM PAGE MU-7473 roc1;2312Qf4 IIS: 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 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSII-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 rfSeartheryt Pine t'SPI Wanner Is epectfbrsb the xtasi$a valuta are than eit xtiere 06/02/2013 ha/MSC Job Truss Truss Type Qty Ply 2610 D R42684362 PL13-291_UP_H F02 Floor 11 1 Job Reference(optional) Pacific Lumber a Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:14 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-eLcgLVx?Z?m08G4hhggyHx3U8Kg1 Clejbw9WXlykJbp 1 1-0-0 1 10-8-4 ii 1-2-0 ii 1-8-8 I I 1-9-0 ii 1-2-0 11 1-4-4 ii 1-6-0 1 1-6-0 1 Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 ** : 10 eae 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 9-5-12 14-5-12 I 8-3-12 -10-121 13-3-12 1?-10-1 I 19-2-8 8-3-12 5-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-8-12 Plate Offsets(X,Y): 110:0-1-8,Edge],f12:0-1-8,Edge],(13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 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 (Ib/size) 27=839/0-4-4 (min.0-1-8),17=839/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1522/0,3-4=-1522/0,4-5=-2658/0,5-6=-2658/0,6-7=3409/0,7-8=-3409/0, 8-9=-3795/0,9-10=-3795/0,10-11=-3782/0,11-12=-3782/0,12-13=3057/0, 13-14=-2065/0,14-15=-2065/0 BOT CHORD 26-27=0/810,25-26=0/2135,24-25=0/3077,23-24=0/3646,22-23=0/3795,21-22=0/3795, 20-21=0/3057,19-20=0/3057,18-19=0/3057,17-18=0/1161 WEBS 9-23=-273/0,12-20=-282/0,13-19=0/322,2-27=-1135/0,2-26=0/997,426=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. �Rt.D PR ope. ' LOAD CASE(S) Standard � 4eAGINE 1© '`Gr cc 87022PE r" / u-1, r 'of,, OREGO n 4I.0 Odd` ses 11 �� ` A. HERS EXPIRES:06/30/2015 August 25,2014 4 4 ®MAND45-VVerifydesign parameters;Ad READ WESONMIS AND MUTED tMMTEKREFERENCE PAGE MIL 7473rc 112512014 BEMUSE -r Design valid for use only with MTek connectors.This design a 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 individuaLwebmenrbe,s-only.-Additional temporary bracing to insure stability during construction is the responsibillity of the s ,�P� _ - - _ erector.Additional permanent bracing of Phe overall structure is the responsibility of the building designer.For general guidance regarding ,yBI B - - , - 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 It Southem pine(SP)h:unlaes is sflasihsat,tine defier values are these effective 04/01/2013 byALSC Job Truss Truss Type Qty Ply 2610 D R42684363 PL13-291_UP_H F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:15 2014 Page 1 ID:_egh?eklp1OgFEQgnUa1oSyJt2m-6XA2YrxeKJuFIPftFNBBg9ckDklExsjsgau33BykJbo I 1-3-15 I 1 1-2-0 1 I 0.613 I 2-6-0 1 Scale=1:11.6 3x4= 11.5x3 II 2 3 1.5x3 II 4 3x4= 5 1.553 II • 0 V77- e e 1.5x3 II 3x4= 9 8 7 3x4= 3x4= I 1-6-15 1 2-1-15 1 2-8-15 210. 6-0-12 I 1-6-15 0-7-0 0-7-0 0-1-8 3-2-5 Plate Offsets(X,Y): [2:0-1-8,Edge),[7:0-1-8,Edge) LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=261/Mechanical,6=261/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-331/0,3-4=-331/0 BOT CHORD 8-9=0/331,7-8=0/331,6-7=0/404 WEBS 2-9=-407/0,4-6=-436/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard e�'ED PROPe„ IN N E cS'/029 'z 87022PE 1'' cl' N 9 ,O), 41 1 GREG N ti, 4 160:413 ER "0 P� S A. H'E � EXPIRES:06/30/2015 August 25,2014 I A KAM -4crifydesi n para aer0rs and READ f/IFS 0.1,1 TM AND If UM HITE.K flEFEFEf E PAGE MU 1413 sec 1,12512010BWRISE —r Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component.„ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional-temporary bracing to insure stability during construction is the responsibillity of the Mitek' erector.Additional permanent bracing of the overalstructure is the responsibility of the building designer.For general guidance regarding _.. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1911 Quality Criteria,DSB-89 and BCSI Beading 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 ISP}lumbar is spazilisui the utesilgrs uatues arethasa et€acthre 06/01/201.3 by AMSC • Job Truss Truss Type IQty Ply 2610 D PL13-291_UP_H F04 FLOOR 842884364 5 1 Pacific Lumber a Truss Co., Lake Oswego,Oregon Job Reference(Optional) ID:_egh?eklp10gFEQgnUaloSyJt2m6nXAl)str ;ai IPfton FNBB 9'hkK 2gy Page 1 q q yxt sgau336ykJbo 2-2-4 I 1 3x4= 2 1.5x3 II Scale=1:8.8 4 N x 7 �X 4 /X 3 1.5x3 II 3x4= I 2-� 2-5-4 LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 4 "'" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:12 Ib 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 ‹..?, PROPFss s 1ti1C'Ii � „-17, O ct- 87022PE 5. SREGIN cvA0 ' �48ER 0 t.�� C' ` A. HER EXPIRES:06/30/2015 August 25,2014 ® M3-Veritydesign rararaxfsrs sod READ MI SON U WSND AL tl.SED K KR€F€R€N E P MI! 413 r£u.1//230014BSAWE5fSE r Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and k 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 lateralsupport 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 Mire** fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Csllerla,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights.CA,95610 If Southern 7777 Greenback Lane,Suite 109 t )Cumber is cified,the edesign&slues neatness effective O6/01,2{123 by MSC Job Truss Truss Type Qty Ply 2610 o R42684365 PL13-291_UP_H F05 Job Pacific Lumber&Truss Co., Lake Oswego,Oregon7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:16 2014 Page 1 r�,p..y ID:_egh?ek1 p100FEQgnUe1 oSyJt2m-akkRmAyG5c06NZE4o4i(2MMBp.18Vfg9?03EeccdykJbn 1 1-0-0 1 I I 1-2-0 ii 1-5-8 I I 2-0-0 I I 1-2-0 I I 2-3-8 1 ?-6-0 I Scale=1:33.2 3x8 4x4= 3x4= 3x4= 3x4= 3x4= 304 10 11 12 13 14 15 7 8 9 1 2 3 4 5 6 e 4...4,illi I .io., ..--.0.• L „0 0 0 0 0•0 0 0 0,21.-......,,,, ‘1 IR 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 356= 3x5= 3x4= 9-5-12 1 114-5-12 1y I 3-3-12 8312 �0-7-0�0-7-01 13-10-0 1I0-7-010-7-01 5-0-8 I 8-3-12 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 Incr YES WB 0.75 Horz(TL) 0.07 16 n/a n/a 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 (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=-3210/0 BOT CHORD 24-25=0/824,23-24=0/2177,22-23=0/3147,21-22=0/3744,20-21=0/3907,19-20=0/3907, 18-19=0/3210,17-18=0/3210,16-17=0/1855 WEBS 9-21=-285/0,12-18=-260/0,13-17=-396/0,2-25=1155/0,2-24=0/1016,4-24=-878/0, 4-23=0/751,6-23=-607/0,6-22=0/485,8-22=-407/0,8-21=0/512,12-19=0/987, 11-19=-290/0,10-19=9/349,14-16=-2002/0,14-17=0/1482 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)16. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ���D P I�-f�t5' be attached to walls at their outer ends or restrained by other means. c- �G'NRk� vz.., LOAD CASE(S) Standard 870 2PE r' 04 -' cl'' (DREG Ngziiv ��b '18ER \\�4.C)P A,. HES' EXPIRES:06/30/2015 August 25,2014 1 A fY jlJiI7/ -Verify'design rxraraircrs and REM WITS Of /M MTS ANL MIMED MINK SEFEREN E PAGS Pf517 473(Et 1/15/2014OF 3.fEtSSE - egl 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 responsibillfV{�AP.� _ ity of the ... erector.Additional pernmanen}bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Greenback Lane,Suite 109 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quailly Cdterfa,DSB-89 and SCSI Building Component 77774. 7s Heights,k L ne,Su If Information I&u�,°bergs' latheInstitute, ; ,e ucecira0101/2030byALSC (Job Truss (Truss Type Qty Ply 2610 D PL13-291 UP_H FOB Floor 842664368 4 1 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional)7.430 s Jul 2TWs ?pog 25 09:4&17 2014 Page ID:_egh?eklp10gFEQgnUaloSyJt2m-3wIpz2uw8zGNDfvah?IXrePfH9HtNP84ykJbm 1 1-0-0 1 .0-6-4. 1 1-2-0 II 1-8-8 11 1-9-0 ii 1-2-0 I I 1-5-8 II 1-6-0 I 1-6-0 1 Scale=1:32.9 4x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 4 3x4= 3x4= 3x5= . 0 50 o///`6 7 8 9 1s0 11 12 13 14 15 16 O e � er \lam. 1.'14 e 26 25 24 23 22 21 20 19 18 3x4= 4x5= 17 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 1 8 3 12 9-5-12 14-5-12 11-10-9 1 13-3--2 11'577-01 10.7-0 1 19-3-1201 8-3-17 0-7-0 0-7-0 3-10-0-1 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-$,Edge],[23:0-1-8,Edge] 41Q-0 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.30 21-22 >768 480 TCDL 10.0 Lumber Increase 1.00 BC 0.65MT20 220/195 BCLL 0.0 Horz(TL)) -0.47 21-22 >4/ n/a Rep Stress Inc/ YES 0.56 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 2.OE(flat) WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=844/0-4-4 (min.0-1-8),17=844/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1531/0,3-4=-1531/0,45=-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, 425=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. � t PR O � LOAD CASE(S) Standard cNGINE sZ., Q� 870 2PE 2�: h y �Ai,, °REG N ti� I -�O 8ER .�1 ra ©Sk H� NP EXPIRES:06/30/2015 August 25,2014 ®6J1NZt, .Verrityde€ynmainetErssod READ//2TESCMPdTSANGMIMED MIF£K/1FFEfiENCEPAGE N/I.7473rcc1}Z9/J/1SftEF' (5E t Design valid for use only with MTek connectors.This design is based onlyupon �� Applicability of design parameters and parameterssposhown,and is sig a individual buildingig .Bracing shown is for lateralsupportproper incorporation of component's re bracing to obnsure stability of building designer-not truss designer.Bracing shown erector.Additional permanent bracing omef thersooverrall strucnly. tures the responsibilityonal of the building designer.For or g neral guidance reconstrucfion is the garding of the - T fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component MiTele Safety(ern Pine( available lumber ubr from TrussPlate tee 781 N. are tholeeffective /o3 2013 VA Ae.22314. Citrus Heights,CA,958108e 109 Safety Infonnae SP laa is Lee Ynn Greenback Lano • Truss Truss Type Qty Ply 2610 D R42684367 Job Truss F07 Floor 5 1 Job Reference(optional) 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:18 2014 Page 1 Pacific Lumber&Truss Co., Lake Oswego,Oregon ID:_egh?ek1 p10gFEQgnUaloSyJt2m-X6sBBs WdEGgdOSwVkuRnEFOxJn8CHJWX7 jgWykJblI 0-9-12 1 1 2-6-0 I Scale=1:11.9 1 3x4= 21.5x3 5x3 II 3 3x4= 41.5x3 II • e O 0 N N / e e 1= 7 6 3x4= 1.5x3 II 6-2-4 I I6-2-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Ud PLATES GRIP 95 TCLL 40.0.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/1 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 Weight:29 Ib FT=0%F,0%E BCDL 5.0 Code IBC20121TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF Noflat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Stdd/Std(flat) 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 <( PROF 50 eSs c 87022PE <" M �y �"a,,,QREGO t2©4� �O F'KSER 1\ PF 13 A. HS4� EXPIRES:06/30/2015 August 25,2014 it M3 A ANI -Way deign pammetErs sod READ I5 7ESCYTHIS AM)DEEMEDfd17EKREFERE PACE MU 7473n=ai;t5/261 .NEM Design valid for use only with Mirek 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 Y hililek 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 Lane,Suite 109 fabrication,quality control,storage,derruery,erection and bracing,consult ANSI/TP11 Quality Cdfeda.DMI-89 and SCSI Building Component 7777314. 75 Greenbackea, L ne, its,udsem fSP)tsarsaoaefrom-seperuxdan e Institute, .sysrsuer�tboce f4ctnue0 Alexandria. MSC Job Truss Truss Type Qty Ply 2610 D PL13-291_UP_H F08 Floor 1 1 R42684368 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.430 s Jul 25 2d13 MiTek Industries,Inc.Mon Aug 25 09:49:19 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-?JQZOC_80XOhE1 yeUDF7_?mMzLbldZySIBsHCyyk lbk 11 0-0 I .7-81 t-2-0 I I 1-8-8 I I 1-9-0 I I 1-2-0 II 1-5-8 I I 1-6-0 1-6-0 Scale=1:32.8 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5=- 1 2 3 4 5 6 7 8 e _ o e 9 e0 11 • 12 13 14 15 16 0 - IN e ° v 6 26 25 24 23 22 21 20 19 18 3x4= 4x5= 17 3x5= 3x5= 3x4= 358= 3x8= 354= 8 3-0 14-5-0 p-10-0p-5-0 I 13-3-0 713-10-9 I 79-3-0 8-3-0 0-7-0 b-Plate Offsets(X,Y): [10:0-1-8,Edge),[12:0-1-8,Edgel,[13:0-1-8,Edge],[23:0-1-8,Edge]0 310-0 0-7-0 0-7-0 I 410-0 LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.21 20-21 >999 480 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.33 20-21 >705 360 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except REACTIONS (lb/size) 27=841/0-3-8 (min.0-1-8),17=841/Mechanical,17=841/Mechanical 6-0-0 oc bracing:26-27,25-26,17-18. 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. A') PR ole 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to S be attached to walls at their outer ends or restrained by other means. NG/f;j�� -77 LOAD CASE(S) Standard 8 • 2PE N > �4� OREGO ti� �ti tc BER 4'.\ O ©� A_ HEC'''- EXPIRES:06/30/2015 August 25,2014 Avowyr/-yerfirdes/cspram rsrsaxjREAD 107ESMINIS Af I;1 ,tk;EDfITV(8EFEREliEPAG Mdf7473rex,1/29120J$OFORDISE 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 fsthe responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MITele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII QuaMy Criteria,DSB-89 and BCSI Building Component Soley Intormafon avalable from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 rely Aline 45P)larmber is -died,thextesxjsr aaduas are tfsenna active 06Ji#1tf201.3lnyJliS,C Citrus Heights,CA,95610 rPoLb13-291_UP_H TTrussFbot Type Qty Ply 2610 D R42684369 russrence(Optional) 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:20 2014 Page 1 Pacific Lumber B Truss Co., Lake Oswego,Oregon ID:_egh?ekl p1 OgFEQgnUat oSyJt2m-TV_xcY?m9rVVYsBXrIwnMXCJbwI?Gc6sbzrcglOykJbj I 0-8-4 I I 2-6-° I Scale=1:11.6 1 3x4= 21.5x3 II 3 3x4= 4 1.5x3 I I • • e _ T--, L a N e 3x6= 7 6 3x4= 1.5x3 II 6-0-12 I6-0-12 LOADING( SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0.0 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 Weight:29 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No ) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std (flat) REACTIONS (lb/size) 7=261/Mechanical,5=261/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-283/0 BOT CHORD 5-6=0/403 WEBS 3-5=-435/0,1-6=0/363 NOTES 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard '<(-oi) PR Ore 0,GiNEe Jo 414 -7 87022P, 1' i ' " y �'0);OR GON if) ©U �0 'KB E ft 1� P� SA. H 3' EXPIRES:06/30/2015 August 25,2014 1 9 ter. ®WARNIM3-Verity design iaraialerers and READ ICH€S ON THIS maim MIRK REFERENCE WOE NM 7473 M&11312014 BEMUSE Design valid for use only with Wick connectors.Th's design is based only upon parameters shown,and is for an individual building component. 1411 Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M A'r�le' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IVI 1t fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/lPll Quality Criteria,DSB-89 and BCSI Building Component 7777 Heights, Lane,Suite 109 If Iths�sat�fs"cneeOP)lum ed,ttheInstitute, gnit 'tau Suite06/O1/013 byAt514. (Job Truss (Truss Type (Qty Ply 2610 D PL73-291 UP_H Ftp Floor R42684370 2 1 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.430 5 Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:21 2014 Page 1 ID:_egh?eklp1OgFEQgnUa1oSyJt2m-xhXJpu0Ow9ePTK6lbelb3Qrd29CNLPfCVLNHrykJbi 1 1-0-0 1 0-11-4 I I 1-2-0 ii 1-9-0 I I 1-8-8 1-2-01-3-0 I I 14��I I Scale=1:33.5 4x6 4x5= 3x4= 3x4= 3x4= 3x4= 1 2 3 4 5 3x4 = 4x4= 6 7 8 1 �� _ 9 10 11 12 13 14 15 16 9. popp 0000 0. I e a 4044.444.00.4 ,/ \ Jv 26 25 24 23 22 21 3x4= 4x5= 4x8= 20 19 18 3x5= 3x5= 3x5= 3x8= 3x4= 1 2-2-4 12-9-413-4-4j 7-2-417-9-4S-4-41 &2-4 0-7-0 0-7-0 3-10-0 I 19-8-0 Plate Offsets(X,Y): (4:0-1-B,Edge],16:0-1-&,Edge],17:0-1-8,Edge],[6:0 8 Edge] 11-3-12 I LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.36 21-22 >651 480 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.56 21-22 >417 360 TCDL 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.79 BCDL 5.0 Code IBC2012/TPI2007 Horz(TL) 0.07 17 n/a n/a (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) WEBS 2x4 DF Stud/Std(flat) end verticals. 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=-754/0,425=-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. n�) PR op- LOAD CASE(S) Standard Co" GINE sfp 4 87022PE t M 9 '0j,OREG.N rt, 4N Is �'4,. . \\ �' A. HElik MA EXPIRES:06/30/2015 + August 25,2014 a8.0JWIc-waytfeiIq0 parameters and REAt1?.0TFSONTIES M EDMITI('REFEe'ldr�XII 1413ress1,/28/21410011£d f Design valid for use only with MTek connectors.This design is based only Applicability of design parameters and upon parameterssposhown,and is for designer individual buildingicomponent. �" is for lateral su proper incorporation Additionalon of temporary component is ting to insure stability abili building durincon not tionis the s designer.Bracing shownfth erector.Additional permanent bracing of the overall structu a is the responsibility of the building designer.For general guidance regarding of the k fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Wit Quality Criteria,DSB-89 and BCSI Building Component �,GQ ` Safety Information available from Truss Plate Institute,781 N.Lee Street Suite 312,Alexandria,VA 22314. If Southern Fie (5A]b,nnlaerisssizdR She dais 7777 Greenback Lane,Suite 109 values effective OiY. bYA Citrus Heights,CA,95610 • • Truss 7 Qty Ply 2810 D R42684371 Job Truss l y� Fbar 3 I 1 PL13-291_UP_H IF11 Job Reference(optionap 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:23 2014 Page 1 Pacific LumOer&Truss Co., Lake Oswego,Oregon ID: p1 OgFEQgnUaloSyJt2m-t4f4Ea2fSmu7jeGQ13K38rxzryq_pL_2gpgULlykJbg r SI 1 1-2-0 11 0-11-8 I I 1-2-0 1 1 1-11-4 1 I 2-6-0 1 n. Scale=1:28.3 3x4= 3x5= 3x4= 3x5= 3x4= 8 9 10 2 3 4 5 8 7 a t.... 1 e_ r ell 1 17 18 15 14 13 12 'r*' 3x4= 3x4= 3x8= 3x4= 3x8= 8-10-12 14-5-12 122 13-3-12 c� 8-2-4 8-412 'B 0-7-0 1 3-10-0 tI 0-77--00-7-0 1 iz 2-4 I 8-2-4 0-7-0 Plate Offsets(X,Y): [6:0-1-8,Edgel,[8:0-1-8,Edge),[9:0.1-8,Edgel,f16:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0.0 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) -0.4213-14 >469 360 BCLL 0.0 Rep Stress lncr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a Weight:76 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.18Btr(flat) BOT CHORD a Rigid verticals. directly applied or 10.0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) 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. 11. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s) 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 A.50 PROF FtS GINE 61 .870 2PE. '�. tit $1 �Aj,OREGO if,a /I. Hen EXPIRES:06/3012015 August 25,2014 I Q GfR,'tNf�-Yer.'ly desigra raramel2rs orad READ lys3c'S ON THIS MEWLED MI7€!f REFERENCE SSE NIi 7:k3 mx 1;'34J2kP68L�Rf EASE ng shown WI ` 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 bracing o responsibility ofstabditygdurinlg construction is thner-not truss e responsib Ids of the ■A,'�'ek` is for lateral support of individual web members only.Additional temporary BXB erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding GreenbacA fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,DS8-89 and BCSI Binding component 314. Citrus 77Heights CA,956SOne 109 ScdetysO rscr�rma nfSP)available Truss � Plate Institute, eae Street,Suite ve Alexandria,tsyAISC r Job Truss Truss Type Qty Ply 2610 0 PL13291_UP_H F12 R42684372 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon .. 7.430 s J0125 2013 MiTek Industries,Inc.Mon Aug 25 09:49:23 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUaloSyJt2m-t4f4Ea2fSmu7jeGQj3K38rx5dy?6pSB2gpgULjykJbg 1 2-8-0 I 1-9-11 I I 1-2-0 1 1 0-7-1 1 Scale=1:17.1 1.5x3 II 3x4= 1.5x3 II 1.5x3 11 3x4= 1.5x3 II 1 2 3 4 5 6 t e e 1-e. 0 N N •I `,: 10 9e a e 8 3x4= e ✓✓✓✓✓✓����� 7 3x4= 3x4= 3x4= I 4-5-3 413-11 5-1-11 1 5-8-11 5-113 9-0-12 4-5-3 a1 0-7-0 0-7-0 0-1- 3-2-9 I Plate Offsets(X,Y): [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-826/0,3-4=-826/0,45=826/0 BOT CHORD 9-10=0/720,8-9=0/826,7-8=0/738 WEBS 2-10=-778/0,5-7=796/0,5-8=0/306 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �RkD PROF4sc0 5 �N�'INELc.1 l© 2-7 Q 870 2PE y 4j; ()REGO • 4.61'•, i 0 F418'ER A. OSkH NP EXPIRES:06/30/2015 August 25,2014 ®IIMANTAG-Vcr:ty design y"u'irsak:ers sod REAR MIS S Gtr INN AM DEL WED MITEK Pt£FE EN&PAGE 34111413 rcc 1,/19/24 d Bf"o4£i15: _ e 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 Bt�B erector.Additional permanent bracing of the overall structure is the responsibility of thebuildingdesigner.For general guidance regarding iViiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T1,11 Qualfly Crtieria,1:151-89 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 If Southern Pine(SP)fwntrer is cperiflest^lhedasign valuer are thole e. -dive 06/521201.3 topA SC Citrus Heights,CA.95610 1 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property �3/4 Center plate on 1 oint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths r��� Dimensionsare I (Drawings not to scale) Damage or Personal Injury offsets indicatedarein ft-in..-sixteenths. II‘bik, Aa nd pply pfullylatesemtoebed both sidesteeth. of truss 1 2 3 1. Additional stability bracing for truss system,e.g. diagonal orx-bracing,is always required. See SCSI. TOP CHORDS C1-2 C2-3 2. Truss bracing must be designed by an engineer.For O 1/1 g, 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I rY bracing should be considered. O O 3. Never exceed the design loading shown and never INIMAllior d IL\11114/Miltzt FAI U stack materials on inadequatelybraced trusses. Oo_ 4. Provide copies of this truss design to the building C7 C6-7 C5-. designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-1nd' from outside 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 looint and cations mrebed fully. Knots by ANSand Twale at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accordwith ANSI/TPI 1. `Plate location details available In MiTek 20/20 NUMBERS/LETTERS. . 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZEuse 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,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. / Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. numbhe beioccur. Min Sizeer ShownwerIS forarCrushingngs only. M18.Use of green or treated lumber may pose unacceptable ® environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front:back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, Guide to Good Practice for Handling, 1 ANSI/TPI 1 Quality Criteria. i e 6 Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 S S NpM z D C 22 01, m � �m O • 1 5, 0 0M0 az zII, o fa ox x z Zo' � • v Z a o o • Z o a = o z 56'-0" R 39'x" I 16'$" ' n �coto ,5 1 �� " J I 6'-0" A r a 2 J1 J1 ' m m A in nV2 < \ \ I e 7 Zi y \\ D `�' AJ3 ► :f AJ4 0; N J4 m Nat AJ3 ®�4►� J� H - ?LI J2 Atirl:.►r��_ _ R° �° / N 47i g AggEhgA A 0°7- 1 — / .)" 133 Iv a � ek p�p bbr ai 2 f ZZiim-nZom606.. / k- Of 'I ii cr eTeV1 .. n N xPrOg2aT <4 BJ3 ONS N J: mm d AOmW ,-pZAC O a pSmc�yi jFz , Je "' Z �Z � °°A BJ2 cr BJ1 J1 ° CD 1a-0"71' I a 3T-6" I 161.6" 58'-0' 2 N F' ft) 'T y. ® CONFORMS TO DESIGN CONCEPT ® ❑X CONFORMS TO DESIGN CONCEPT El CONFORMS TO DESIGN CONCEPT WITH 2 CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN m ❑ REVISIONS NOTED ❑ NON-CONFORMING-REVISE AND RESUBMIT ❑ NON-CONFORMING-REVISE&RESUBMIT ° in 3 THIS SHOP DPAWING HAS BETHIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE BEEN RENEWED FOR GENERAL.CONFORMANCE 'o WITH DESIGN CONCEPT ONLY AND DOTS NOT RFHEVE THE12 al WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE it 1 FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE w DRAWINGS,SPECIFICATIONS.AND APPLICABLE CODES,ALL OF WHICH HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY PRIORITY OVER THIS SHOP DRAWING. OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. t O ByAlexia Fukui $ " Date 9/22/14 "` M C L B R A N Q T ARCHITECTS By: Todd R. Eaton Date: September 19. 2014 mit CT ENGINEERING INC o v v m r? tJ� No 'G6 E- x. El. °"mO aA O 0 r s H 60 b, O az zF0 w ox x z z , -D z 0 0 Z37'.6" 16%6" 1 lo R r r� 10'-(Y -I o co a `' P —r I BJ1 ► . I Ai .112 p2 • W■► M�I ,Ji NLTAm �71 BJ3 1111101 — N �I' At Z Z •. \° I l a EI/ I t0 W N j4 0 W Ir 2;161a'• " II 1 W J _ 1►E1t4 �1 I,I Jg l izi ,� Imo. ` J6 c2) III, N AJ3 Irvi:� �i l' ea a °m yomm EheA Q MO Cr A-i. � I � IIS I � I n 41111 $AgVN O \ Ol ik "s�1=`6 c J1 I//e-4,` IL IL — 4t cr lie62 r sto 20 cr -4 i394r 18'-6" y N in in CONFORMS TO DESIGN CONCEPT - �Y` E3 CONFORMS TO DESIGN CONCEPT Ell CONFORMS TO DESIGN CONCEPT WITH " CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN ❑ REVISIONS NOTED El NON-CONFORMING–REVISE AND RESUBMIT ~i 0 NON-CONFORMING–REVISE&RESUBMIT m 'v' THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 3 WITH DESIGN CONCEPT ONLY AND DOES NOT RFIIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 0 3!El FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE 0 e DRAWINGS.SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY PRIORITY OVER THIS SHOP DRAWING OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. 11.'� w ByAlexia Fukui Date 9/22/14 By: Todd R. Eaton Date: September 19, 2014 mMILBRANDT S ARCHITECTS CT ENGINEERING INC • MiTek USA, Inc. ! CompuTrus Software Warnings & General Notes • WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPi/WTCA In BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for`dry condition"of use. 6. Design assumes full bearing at ail 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 inchfs. 10. For basic connector plate design values see ESR-1311, ESR-1988(MTek). ' 0yk Prin 4$ "pre 13 .-P 41 1 .i ' t .. I }!i Air rov jr 4, :" q;44," A 2,4243 tigi�: AJCA '‘\44-°. Cy . ' . ti /i3 / �/1 XP1RFS 6/36115 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC 17-00-00 HIP EB SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 75 2- 9=(-333) 1878 9- 3=( 0) 578 13- 7=(-203) 115 BC: 2x4 KDDF #1&BTR 2- 3=(-2651) 479 9-10=(-320) 1760 3-10=(-439) 315 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-1927) 484 10.11=(-254) 1358 10- 4=( -57) 378 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-1375) 420 11.12=(-254) 1527 10- 5=(•101) 163 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 17'- 0.0" V 5- 6=(-1833) 519 12.13=(•237) 1408 5.11=(-104) 323 BC LATERAL SUPPORT <= 12'OC. UON, BC UNIF LL( O.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 8'- 0.0' V 6- 7=(•2088) 468 13- 8=(-229) 1370 11- 6=(-316) 210 0 BC UNIF LL( 75.0)+0L( 71.0)= 146.0 PLF 8'- 0.0' TO 9'- 0.0' V 7- 8=(-2035) 375 12- 7=( -95) 238 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 9'- 0.0" TO 17'- 0.0" V NOTE: 2x4 BRACING AT 24"OC UON. FOR TO CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 9'- 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -303/ 1736V -165/ 174H 5.50' 2.78 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0' -256/ 1613V 0/ OH 5.50" 2.58 KDDF ( 625) OVERHANGS: 12.0" 0.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = CTION2' M •:'- L0.0'/24 Allowed 0 0.100' 0,00,018,0018 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.036" @ 9'- 0.0' Allowed = 0.804' 7-11-11 1.00 f 7 11-11 . MAX TL CREEP DEFL = -0.069' @ 9'- 0.0' Allowed = 1.072" 2-09 5-02-11 1-00-10 2-11-03 2-03-08 2-09 MAX HORIZ. LL DEFL = 0,021' @ 16'• 6.5' T T 597i'30# T ' ' MAX HORIZ. TL DEFL = 0.035" @ 16'- 6.5' NOTE:Design assumes moisture content does 597.30# not exceed 19% at time of manufacture. M-4x6 4o=e� M-5x6 Design conforms to main windforce-resisting system and components and cladding criteria, 12 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 ,M-3x4 1 10,50 (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=l.6, 10.50 V Truss designed for wind loads in the plane of the truss only, M-3x4 M-3x4 M-3x6A.- er .10 11 1i dl�►Zi1 ovo r,-^4 M- 3x8 M-3x4 13 **6 =M-6x6 M-7x8 0 =M-6x6 M-3x5 2X '''2.75 W/(2)DGE M-3X4 TYP. 2.75 - 12 12 y ./ J' y )' J' J' 2-05-08 5-02-12 1-09-04 2-09-08 2-00 2-09 I I - b I I 1-00 2-05-08 9-09-08 2-00 2-09 I I I 1-00 17-00 ��c0 PROF fiss JOB NAME : 2610-0 MODIFIED PITCH NH - Al Scale: 0.2530 '''.7/71/1T7 lWq WARNINGS: GENERAL NOTES,unless otherwise noted: 92$•[-E by I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual f and Warnings before construction commences. building component.Applicability of design parameters and proper l/ Truss: Al 2.2x4 compression web bracing must be installed where shown*. Incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottomm chords to be laterally braced at at<� 3.Additional temporary bracing to insure stability during construction DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.c.respectively unless braced throughout their length by ,,✓�r = continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON �f DATE• 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^t rd 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. rid SEQ. : 6 05 4191 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, F4`/� 1 4 O) and are for"dry condition"of use. c design loads be no controlon to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 ` t TRANS I D: 407743 5.CompuTrus has no over and assumes no responsibility for the necessa R 1 L4 fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111011$11111111 Iin of be furnished request. MTI SAISCComps f 1L E lines0 coincide Digits oeForbeslc oonnectorplte design values see ES12-1311,ESR-1988(MiTek) 9. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2- 8=(-226) 849 8- 3=( -8) 258 6.12=(-73) 82 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 9. 9-2- 3=(-1131) 300 9=(-217) 797 9=(-415) 293 2x4 DF STAND A 4=( -662) 204 10=( -87) 575 9- 4=(-146) 432 4- LOADING 5=( -605) 252 111--12=( 0) 0 9- 5=(-289) 204 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -805) 272 12- 7=(-102) 544 5.10=( -53) 144 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -851) 219 10- 6=( -32) 64 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 10-12=(-106) 563 OVERHANGS: 12.0' 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA * LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) * For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -145/ 833V -183/ 191H 5.50" 1.33 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 0.0' -95/ 716V 0/ OH 5.50' 1.15 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 nsfl uplift at 24 °oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-06 8-06 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 2-09 5-09 3-05-08 2-03-08 2-09 MAX LL DEFL = -0.016" @ 8'- 6.0' Allowed = 0.804' 1' 4' T MAX TC PANEL TL DEFL = 0.059" @ 5'- 9.6" Allowed = 0.727" 12 HM-4x4 12 10.50 V \\J10.50 MAX HORIZ. TL DEFL = 0.022" @ 16'- 6.5' 4 4.0" NOTE:Design assumes moisture content does 48 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ° in the plane of the truss only. M-3x4 M-3x4 • M-3x5 v1 ee _ 1, Vie, v 0 1 M 5x6 M-3x8 o M) 11x8 12 **7o M-3x4 M-3x4 0 0 2 75 $2X WEDGE 12 W/(2) M-3X4 TYP. J, ), y 1I' J' y 2-05-08 6-00-08 3-08-07 0-00-09-00 2-09 ; ), ,1 J, ), 1-00 2-05-08 9-09-08 4-09 ,k ) 1-00 17-00 JOB NAME : 2610-0 MODIFIED PITCH NH - A2Sale: 0.2574 .5'�`` � �N y `,51 WARNINGS: GENERAL NOTES,unless otherwise noted: �1. ,F / -�y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 R •PE 1" Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper /10 2.2x4 compression web bradng must be installed where shown+, Incorporation of component is the responsibility of the building designer. i,f` DES. BY: LJ 3.Additional temporary bracing to insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at �r�' is the responsibility of the erector.Additional permanent bracing of 2' and at 10'o.c.suchrespectivelyly unless braced throughout their length by "4�.00 continuous sheathing such as plywood sheathing(TC)and/or drywall(9C). ✓ ` ' DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 116 /�, SEQ. : 60541924.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON ^*✓' loadsfasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used in a non-corrosive environment, q / 4 �Q � design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407743 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 014 P fabrication,handling,shipment and installation of components. necessary. A��� ` t 6.This design is furnished subject to the imitations set forth7.Design assumes adequate drainage is provided. '�/ 4.4 I IIIIII VIII It VIII MIEN VIII IIII Ill by B.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center Ines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E f ate In inches. 0.FForrits basicicate sizeconnectorplate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-5=(-87) 173 5-3=( 0) 107 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2.3=(-281) 1 5-6=(-85) 157 3.6=(-169) 91 3.4=( -32) 34 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 381V -48/ 139H 5.50" 0.61 KDDF ( 625) OVERHANGS: 12.0" 0.0' LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -147/ 79V 0/ OH 1.50' 0.13 KDDF ( 625) Connector plate prefix designators: 8'- 0.0" 0/ 118V 0/ OH 5.50' 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. )GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' 3-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' T ' MAX TL CREEP DEFL = -0.005' @ 2'- 5.5" Allowed = 0.226" 1-05-06 2-06-05MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.178" MAX TC PANEL LL DEFL = 0.005" @ 1'- 3.0" Allowed = 0.189" MAX BC PANEL TL DEFL = -0.036' @ 5'- 0.1" Allowed = 0.291" MAX HORIZ. LL DEFL = 0.002' @ 7'- 6.7' MAX HORIZ. TL DEFL = 0.002" @ 7'- 6.7" it NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-3x4Design conforms to main windforce-resisting 12 4* o system and components and cladding criteria. 10.50 o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, V (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3X4 pp �� ��6 -V s o � MIS M-1.5x3 c, � M-5x6 $2X WEDGE W/(2) M-3X4 TYP. -- 1 2.75 12 J, y ), 2-05-08 5.01-03 0-05-05 1-00 2-05-08 8-00 5-06-08 )PROVIDE FULL BEARING:Jts:2,4.6) JOB NAME: 2610-D MODIFIED PITCH NH - AJ2Scale: 0.4786 w� 717 / / ' WARNINGS: GENERAL NOTES,unless otherwise noted: Q' `C ® P t`r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AJ2 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 responsibiNty of the building designer. J 3.Additional temporary bracing to Insure stadAty during construction 2.Design assumes the top and bottom chords to be laterally braced at ,#/ " 2'o.c.and at 10'o.c.respectivey unless braced throughout their le by ",QIP, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "7 A OREGON b Il! 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. 'II SEQ. : 605 4193 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, d 2 �1� design loads be applied to any component. and are for"dry condition"of use. Lac-/ •7 1 4 p� T- 6.Design assumes full bearing at all supports shown.Shim or wedge if �qc TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the necessary. ` A`1 `. fabrication,handling,shipment and installation of components. 7.Design umes adequate drainage is provided. 6.This design is furnished subject to the liMtations set forth by B.Plates shall be located on both faces of truss,and placed so their center ished 111111111111111111111 MITe USA,lnCINVTCA In JCompuTrus I,copies of ich will be Software 7.6.6(1 L))-E request. es. 1ines coincide with joint center lines. 0.IFFor basic its coconnectorte size of plate desiglate In n values see ESR-1311,ESR-1988(Wel() . EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012( MAX MEMBER- 16 )FORCES 45.3=( 0) 126 BC: 2x4 KDDF #1&BTR 2.3=( 0) 75 5.6=(-157) 262 3.6=( 1) 126 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2.3=(-374) 48 5.6=(-157) 242 3.6=(•261) 169 I 3-4=( -79) 62 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0° -26/ 434V -72/ 194H 5.50" 0.69 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 10.9' -127/ 119V 0/ OH 1.50" 0.19 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 8'• 0.0" 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net -5 .sf u.lift at 24 "oc s.acin.. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 1.05-06 4-06-05 MAX LL DEFL = 0.003" @ 2'• 7.8" Allowed = 0.270° MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.105" MAX BC PANEL TL DEFL = -0.034' @ ::0030..:" Allowed = D.291" 12lMAXHORIZ, TLDEFL = 7'- 6,7" 10,50 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. N M-3x4 CDWind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Trssind lads illibblim.- inuthedplaesineeofftheorwtrussoonly. M-3x4 NI- ee C?/- _� 5 .6 ci M-1.5x3 o M-5x6 $2X WEDGE - 2.75 W/(2) M-3X4 TYP. 12 y 1. ), )' 2-05-08 5-01-03 0-05-05 ), 1, ), y 1-00 2-05-08 8-00 5-06-08 'PROVIDE FULL BEARING:Jts:2,4,6I R JOB NAME: 2610-D MODIFIED PITCH NH - AJ3 Scale: 0.3926 .c..' ‘"Q IRN QF�ss/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �t,l� r r rf I 17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual It. 1 PE s'' Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+, incorporation of component is the responsibility of the building designer. �/°' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 40,4110P' DATE: 9/9/2014 the overall structure Is the responsibilityof the designer. continuous sheathing such es plywood sheathing(TC)whereand/or drywell(SC). �•` building 9 3.I2xn Impact bridging or lateral bradng required shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 40 SEQ. : 6054194 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4. �lj y ZqN��. design loads be applied to any component, and are for"dry condition"of use. / -4 TRANS I D: 407743 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q J� 1 Q` fabrication,handling,shipment and installation of components. 7.Design anecessassumes adequate drainage is prodded. "+t; R y l.N, 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center s coincide with j int IIIIII II II VIII VIII VIII VIII VIII IIII IIIIM Te USA,lncIANTCA in ./I,copies of which will be funished/Co PuTrus Software 7r 6.6(1 L En request. 10.For basic coonnectoroplate design values see ESR-1311,ESR-1988(MiTek) center lines. 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 75 2-6=(-163) 262 6-3=( 0) 126 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3.( 374) 48 62 6.7=(•157) 242 3.7=(-261) 169 WEBS: 2x4 KDDF STAND LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. VON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 434V -73/ 197H 5.50' 0.69 KDDF ( 625) Connector plate prefix designators: 5'- 10.9' -112/ 226V 0/ OH 1.50' 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0' -2/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7 11-11MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL= -0.003' @ -1'- 0.0" Allowed = 0.133' T MAX LL DEFL = 0.003" @ 2'- 7.8' Allowed = 0.270" f1-05-06 T 6-06-05 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.105' -, MAX BC PANEL TL DEFL = -0.034" @ 5'- 0.1" Allowed = 0.291" MAX HORIZ. LL DEFL = -0.003" @ 7'- 6.7" MAX HORIZ. TL DEFL = 0.003' @ 7'- 6.7" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.50/ Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x4cr Alill bil - -- - - � ._.7 -V IIIs © 0 M-5x6 M-1.5x3 0 $2X WEDGE W/(2) M•3X4 TYP. - 2.75 12 I I II 2-05-08 5-01-03 0-05-05 y i y y 1-00 2-05-08 8-00 5-06-08 [PROVIDE FULL BEARING'Jts:2.4.7[ 00 PR Qp �,' JOB NAME : 2610-0 MODIFIED PITCH NH - AJ4 Scale: 0.3274 ©� WARNINGS: GENERAL NOTES,unless otherwise noted: Cir' !,'92 tI r1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual / Truss: AJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. / ,+iz" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterallybraced at � ' 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr�a. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ® l'�"' DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 1(/ 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1.- A b SEQ. : 6054195 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4O .t1 4 `0N design loads be applied to any component and are for"dry condition"of use. TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnesigne assumes full bearing at all supports shown.Shim or wedge If 6P fabrication,handling,shipment and Installation of components. ry. 4f$' '' 'S R it.-- 6. t.-- p 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI WTCA in BCSI,copies of which will be furnished upon request. 9 )ines coindde Digits indicate sizejoint of plata Incenterinches 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12131/2015 • I IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 GIRDER SUPPORTING 10-00-00 FROM 18-00-00 TO 26-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 74 2-10=(-312) 2156 10- 3=( 0) 180 2x6 KDDF #1&BTR T2 2- 3=(-3054) 540 10.11=(-312) 2154 3.11=( •262) 220 BC: 2x6 KDDF #1&BTA LOADING 3- 4=(-2774) 600 11.12=(-364) 2522 11. 4=( -300) 1532 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4. 5=(-2032) 496 12-13=(-604) 3432 11- 5=(-1356) 378 TC UNIF TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 50.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 18'- 0,0" V 5- 7=(-3922) 710 13- 8=(-608) 3444 6.12=1 -272) 1146 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 18'- 0.0" TO 26'- 0.0" V 6- 8r.(•4842) 876 2-17=( -776) 1382 7- 8=(-4840) 994 12- 7=( -776) 268 ADDL: TO CONC LL+DL= 960.0 LBS @ 16'- 0.0' 8 9=( 0) 74 7.13=( -190) 1168 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 1562.0 LBS @ 17'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 0'- 0.0' -446/ 2387V -228/ 228H 5.50' 3.82 KDDF ( 625) OVERHANGS: 12.0' 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 26'- 0.0' -841/ 3984V 0/ OH 5.50' 6.38 KDDF ( 625) Connector plate prefix designators: ( 2 ) complete trusses required. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc � Join together 2 ply with 3"x.131 DIA GUN ICOND. 2: Design checked for net(-5 psfl uplift at 24 "Sc spacing.) M,M20HS,M18HS,M �16 = MiTek MT series nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" or. in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100' **HANGER BY OTHERS TO APPLY9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.001' @ -1'- 0.0" Allowed = 0.133" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. W 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.034' @ 16'• 4.9" Allowed = 1.254' ,\/\ 9" or. in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.109" @ 16'• 4.9' Allowed = 1.672' MAX LL DEFL = -0.001" @ 27'- 0.0" Allowed = 0.100" 9-11-11 6-00.10 9-11-11 MAX TL CREEP DEFL = -0.001" @ 27'- 0.0' Allowed = 0.133' T MAX HORIZ. LL DEFL = -0.011' @ 25'- 6.5" 5-01-07 4-10-04 3-00-05 3-00-05 4-10-04 5-01-07 MAX HORIZ. TL DEFL = 0.028" @ 25'- 6.5' 12 960# 12 NOTE:Design assumes moisture content does 10.50 M-4x6 M-4x6 not exceed 19'n at time of manufacture. V M-5 x4 N 10.50 Design conforms to main windforce-resisting 4+IIIIIIIIIIIIIIIIIIIII 4. system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 IM-3x4 Nr AI IL. ‘s• M-3x4 M-1105x3 110.25" 12 13 - o M-6x8 M-1.5x3 M-3x5 0 M-7x8(5) y y y y 1562# 4-11-11 4-07-07 6-09-13 4-07-07 y 4-11-11 y ), y 1-00 26-00 1 y 1-00 P JOB NAME : 2610-D MODIFIED PITCH NH - B1 Scale: 0.2159 �� � ryNR�y�p�`�i WARNINGS: GENERAL NOTES,unless otherwise noted: �tG/ f !r�! .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 '.9 (OPE { Truss: 61 and Warnings before construction commences, building component.Applicability of design parameters and proper rJ/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibmty of the building designer. _„/ ,r��/ DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rr DATE 9/9/2014 continuous sheathing such as plywood sheathing(TC)and/or drywall C. 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 an bracing and 4.Installation of truss is the responsibility of the respective contractor. -ys4".0-74-1'' / A OREGON ,(v SEQ. : 6054197 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• 407743 design loads be applied to any component. end ere for"dry condition"of use. �1 • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if V 14 ' fabrication,handling,shipment and installation of components. necessary. provided.s AI ` y [S,Q`. 6.This design is furnished subject to the Imitations set forth by 8.Platesshallbe locatedds uoneboth faceslof truss,and placed so their center 'Y/ 1.4 V upon IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MiPI/WTCA in BCSI,copies of Tek USA,lnc.//COR puTf W which Software 7.6.6(1 L)E request. Fo For connector plate design values see ESR-1311,ESR-1966(MITek) lines coincide cjoint 9 Digits indicate size of plate In inches. 10. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2.12=(-230) 975 3.12=(-245) 216 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1313) 436 12-13=(-129) 824 12- 4=(-151) 445 WEBS: 2x4 KDDF STAND 3- 4=(-1095) 450 13.10=(-253) 882 12- 6=(-179) 128 LOADING 4- 5=( 0) 0 6.13=(-179) 128 TC LATERAL SUPPORT <= 12'0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -740) 396 8.13=(-151) 445 BC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD = 10.0 PSF 6.- 8=; -740) 39396 13- 9=(-245) 215 TOTAL LOAD = 42.0 PSF 8- 9=(-1095) 450 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-1313) 436 10.11=( 0) 75 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -267/ 1206V -231/ 231H 5.50' 1.93 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 26'- 0.0" -267/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' 11-11-11 2-00-10 11-11-11 T f VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 MAX LL DEFL = -0,002" @ -I'- 0,0' Allowed = 0.100" T 5-00-14 4-09-02 1100-95 2 01 11� 4-09-02 5-00-14 MAX TL CREEP DEFL = -0,003' @ -1'- 0.0' Allowed = 0.133" . T MAX LL DEFL = 0.031" @ 13'- 0.0' Allowed = 1.254' 2-01 11 1 00 5 MAX TL CREEP DEFL = -0.062" @ 13'- 0.0" Allowed = 1.672" MAX LL DEFL = -0.002' @ 27'- 0.0" Allowed = 0.100" 10-00 10-00 T MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133' MAX HORIZ. LL DEFL = 0.018" @ 25'- 6.5' 12 12 10.50 M-4x6 MAX HORIZ. TL DEFL = 0.028' @ 25'- 6.5" M-4x6 10.50 NOTE:Design assumes moisture content does M 6x4 not exceed 19`k at time of manufacture. ecA 6 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 Truss designed for wind loads M 1.5x3 in the plane of the truss only. v -4- Alilkk r� •e A 1 c <I- 12 13 o M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 0 y ,1 y y 9-08-04 6-07-08 9-08-04 y J, 12-00 14-00 y 26-00 1-0 1 1-00 0 ��,tO PRape' JOB NAME: 2610-D MODIFIED PITCH NH - B2 Scale: 0.2015 �` % �d, WARNINGS: GENERAL NOTES,unless otherwise noted: w ' f 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an individual ,e #/,�s B2 2 and Warnings before construction commences. building component.Applicability of design parameters and proper - J Truss: B2 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibikty of the building designer. 3.Additional temporary bracingto Insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at 0 po 2'ac.and at 10'o.c.respectively unless braced throughout their lenggt�h byS�P,- 0110111, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON4.//1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S E Q. : 6054198 fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are tube used in a non-corrosive environment, /i '��. 1 4 rLON �� design loads be applied to any component. and are for"dry condieon"of use. A. 9 PPI 6.Design assumes lull bearing at all supports shown.Shim or wedge if TRANS ID: 407743 5.CompuTrus has no control over and assumes no responsibility for the necessatC'44f� �`„� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center upon nes coincide with joint center lines. 11111111111111111 MITTPIANTCA In e USA,lnc6I,copies of/CompuTrus(ch will be Software 7.6.6(1 L)E request. 10.For b sic connectoroplate design values see ESR-1311,ESR-1988(MiTek) Indicate size EXPIRES. 12/31;2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2- 8=(-128) 1107 3- 8=(-410) 357 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2- 3=(-1368) 306 8- 9=( -71) 717 8- 4=(-237) 737 WEBS: 2x4 KDDF STAND 3. 4=(-1256) 463 9- 6=(-128) 961 4- 9=(-237) 737 LOADING 4- 5=(-1257) 463 9. 5=(-410) 357 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 306 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 75 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -212/ 1206V -303/ 303H 5.50" 1.93 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0' -212/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.I 13-00 13-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f MAX LL DEFL = -0.002• @ -1'- 0.0" Allowed = 0.100" 6-07-14 6-04-02 6-04-02 6-07-14 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" T ' '( '1 . MAX LL DEFL = -0.042' @ 8'- 9.2" Allowed = 1.254" 12 12 MAX TL CREEP DEFL = -0.078' @ 8'- 9.2" Allowed = 1.672' M-4x6 MAX LL DEFL = -0.002° @ 27'- 0.0' Allowed = 0.100" 10.50 V N10.50 MAX TL CREEP DEFL = -0.003" @ 27'- 0.0° Allowed = 0.133" 4 4 � , MAX HORIZ. LL DEFL = 0.020' @ 25'- 6.5' VQ MAX HORIZ. TL DEFL = 0.030" @ 25'- 6.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 M-1.5x3 Truss designed for wind loads in the plane of the truss only. v AllA Allillibihr. .cl- o M-3x4 M-3x4 M-3x4 M-3x4 0 M-3x5(S) y y y y 8-09-04 8-05-08 8-09-04 10-00 16-00 y ), y ), 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B3 -`<4D �N �Fess,0 Scale: 0.2034 tis WARNINGS: GENERAL NOTES,unless otherwise noted: 44 'C` .7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ' •P E Truss: B3 and Warnings before construction commences, building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibitty of the building designer. �/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at fir. DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by 1, , 4ae� DATE 9/9/2014 tyg continuous shegaping such as piywooequirething(TC)and/or drywall(BC). the overall structure is the responsibility of the buildingdesigner. 3.2x Impact bridging or lateral braangrequired where shown++ tt 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. ^19 OREGON 1.0 SEQ. : 6054199 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, L+ hj N. �A., design loads be applied to any component and are for"dry condition"of use. , -7}� 7 A TRANS I D: 407743 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V �y`' fabrication,handling,shipment and installation of components. necessary. J� �Hyt.` V B.This design is furnished subject to the limitations set forth 7.Designlatesassumes locatedeone bothdrafacesace is truss, and L I IIIIII VIII VIII IIIII IIIII VIII IIID III IIII g j by 8.Plates shall be on of t uss, placed so their center TPINVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center foes. 9.Digits Indicate size of plate In inches. J 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:12/31/201.5 1E1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2.12=(-230) 975 3-12=(-245) 216 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1313) 436 12-13=(-129) 824 12- 4=(-151) 445 WEBS: 2x4 KDDF STAND 3- 4=(-1095) 450 13-10=(-253) 882 12- 6=(-179) 128 LOADING 4- 5=( 0) 0 6.13=(-179) 128 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -740) 396 8-13=(-151) 445 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -740) 396 13- 9=(-245) 215 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8. 9=(-1095) 450 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-1313) 436 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 75 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -267/ 1206V -231/ 231H 5.50" 1.93 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 26'- 0.0' -267/ 1206V 0/ OH 5.50' 1.93 KOOF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 11-11-11 00-10� 11-11-11 ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing-I T VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-00-14 4-09-02 1100-95 2-01-11� 4-09-02 5-00-14 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" J2-01-11f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 2-01-11 1-00-05 MAX LL DEFL = 0.031" @ 13'- 0.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.062" @ 13'- 0.0" Allowed = 1.672" 10-00 MAX LL DEFL = -0.002" @ 27'- 0.0' Allowed = 0.100" 10 00 ' ,. ,. MAX TL CREEP DEFL = -0.003' @ 27'- 0.0" Allowed = 0.133' 12 7 12 MAX HORIZ. LL DEFL = 0.018' @ 25'- 6.5' 10.50 V M-4x6 N 10.50 MAX HORIZ. TL DEFL = 0.028' @ 25'- 6.5' M-4x6 NOTE:Design assumes moisture content does M 3x4 not exceed 19% at time of manufacture. # 6 o`yD Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5X3 M-1.5X3 Truss designed for wind loads in the plane of the truss only. v v Mu ..411111166.' v o M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 1 O J- y y J, 9-08-04 6-07-08 9-08-04 1, y y 12-00 14-00 .1 )' J, ), 1-00 26-00 1-00 p,�C� RR�OFFS Scale: 0.2015 44 laNF f Q,-7 JOB NAME : 2610-D MODIFIED PITCH NH - B4 5� tN s, WARNINGS: GENERAL NOTES,unless otherwise noted: +ii •q2 P E 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 ✓/�1. and Warnings before construction commences. building component.Applicability of design parameters and proper ,�^ Truss: 64Incorporation of component is the responsibility of the building designer. 2.204 compression web bracing must be instated where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �r 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by ,err . DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat C). -i �C DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� OREGON� �+y SEQ. : 60542 00 4.No load should be rippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. q fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /O '7 rye int design loads be applied to any component and are for"dry condition"of use. ) 14 GG TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 8.Dnesign assumes full bearing at all supports shown.Shim or wedge If n r� y cry fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. 4t'i t `Lk"' 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII VIII VIII VIII VIII VIII(III(IIITPINJfCA in SCSI,copies of which will be furnished upon request. 9.(Digits indcde ate sizejoinplate in center Ines.. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' TC: 2x4 KDDF A168TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1,00 1- 2=( 0) 75 2.10=(-153) 969 3-10=(-254) 240 BC: 2x4 KDDF 11168TR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1313) 336 10.11=( -92) 821 10- 4=(-124) 435 LOADING 3. 4=(-1095) 350 11- 8=(-179) 882 10- 5=(-168) 93 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( -740) 329 5-11=(-168) 93 BC LATERAL SUPPORT <= 12'OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( -740) 329 6.11=(-124) 435 TOTAL LOAD = 42.0 PSF 6- 8=(-133) 350 11- 7=(-254) 240 7. 8=(•13113) 336 NOTE: 2x4 BRACING AT 24"OC VON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=( 0) 75 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12,0• LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -193/ 1206V -231/ 231H 5.50• 1.93 KDDF ( 625) Connector plate prefix designators: 26'- 0.0" -193/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 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• 9-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133• 6.00-10 9-11-11 MAX LL DEFL = -0.031• @ 13'- 0.0" Allowed = 1.254" T T MAX LL DEFL = -0.002" @ 27'- 0.0' Allowed = 0.100• 5-00-14 4-10-13 3-00-05 3-00-05 4-10-13 5-00-14 MAX TL CREEP DEFL = -0.003• @ 27'- 0.0" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.148" @ 4'- 8.5' Allowed = 0.591• 12 10.50 M-4x6 M-4x6 12 MAX HORI2. LL DEFL = 0.018" @ 25'- 6.5' V M-3x4 10.50 MAX HORIZ. TL DEFL = 0.028' @ 25'- 6.5" la� NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), AUL . load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v oJ� r% ^ +� 4o O M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 O y y y 9-08-04 6-07-08 y 12-00 y )- ), ), 14-00 1-00 26-00 1 y 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B5 p` � PRQfi� Scale: 0.2270 ,cso IN �/0 WARNINGS: GENERAL NOTES,unless otherwise noted: ([ 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 '' ,792 i i PE �,;" Truss: B5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. f/" DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c,respectively unless braced throughout their length by ,y 4[/ DATE: 9/9/2014 the overall structure Is the responsibility of the buildin rias) continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / 9 9nec 3.2x Impact bridging or lateral bracing required where shown++ O (t /� 4.No load should be applied to any component until after all bracing and 4. stallation of truss Is the responsibility of the respective contractor. 7L OREGON S E Q Design assumes trusses are to be used in a non-corrosive environment, / ON� `r✓ TRANS I D: 407743design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes fue beeping at all supports shown.Shim or wedge if /4 fy1 fabrication,handling,shipment and Installation of components. necessary, s p ./� /1-. �y S- 6.This design is furnished subject to the limitations set forth by 8.Plate7. s shall be located n assumes on both faces drainage i of truss,and placed so their center "r yV I IIIIII 11111 VIII VIII 11111 VIII VIII IIII IIII TPI/WTCA n3whichfurnished upon requestlines coindde with joint center lines. MiTekSAlncCompuTru9 Software 7.6.6L)E 9.Digits offtInin. basic connector platedesignvalues see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 1111141 This dIC LUMBEResign prep -Bared from computer input by C LUMBER SPECIFICATIONS 26-00-00 HIP EB SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 75 2-10=(-446) 2306 3.10=(•133) 227 TC: 2x6 KDDF #1&BTR;BTR T2 2- 3=(-3306) 710 10.11=(-526) 2863 10- 4=(-100) 1152 2x6 KDDF #1& LOADING 3- 4=(-3159) 727 11.12=(•526) 2883 10- 5=(-820) 263 BC: 2x6 KDDF S1NDR LL = 25 PSF Ground Snow (Pg) 4- 5=(-2341) 593 12- 8=(-410) 2306 11- 5=(-189) 791 WEBS: 2x4 KDDF STAND TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 26'- 0.0' V 5- 6=(-2341) 593 5-12=(-820) 262 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 8'- 0.0" V 6- 7=(-3160) 727 6.12=(-100) 1152 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL 75.0 +DL 71.0)= 146.0 PLF 8'- 0.0" TO 18'- 0.0" V 77. 8B=(-33066) 710 12- 7=(-133) 227 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 18'- 0.0' TO 26'- 0.0" V NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 18'- 0.0' LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -480/ 2673V -183/ 183H 5.50" 4.28 KDDF ( 625) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 26'• 0.0' -480/ 2673V 0/ OH 5.50' 4.28 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP )GOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.084" @ 13'- 0.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.167' @ 13'- 0.0" Allowed = 1.872" MAX LL DEFL = -0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.032' @ 25'- 6.5" 7-11-11 10-00-10 7-11-11 MAX HORIZ. TL DEFL = 0.052" @ 25'- 6.5" '( NOTE:Design assumes moisture content does 3-11-11 4-00 5-00-05 5-00-05 4-00 3-11-11 not exceed 19% at time of manufacture. 'I '' 597.30# I 597.30# 12 M 4x6 1 Design conforms to main windforce-resisting M- system and components and cladding criteria. 12 M 4x6 3x8 N 10.50 10.50 V 5 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, =6.0, CE7.10, T2 �� load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 \ _1.1.5x3 +,. + �/v � =� ^tilt K 'I.� F, O 4 C M-3x8 M 3x8 110.25" M 3x6 M-3x8 0 M-7x8(S) 7-07-02 5-04-14 5-04-14 7-07-02 y y y y 26-00 1-00 1-00 �cQ`t�O,PR Q/es JOB NAME: 2610-D MODIFIED PITCH NH - B6 Seale: 0.2284 `` 7/ 6›��-s7 WARNINGS: GENERAL NOTES,unless otherwise noted: ' '9� 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 and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: B 6 2.2x4 compression web bracing must be installed where shown+. Design incorporation of component is the mrechords to of the building designer. 3.Additional temporary bracingto Insure stabil duringconstruction 2.Design assumes the top and bottom chords to be laterally braced et 1 po h 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ...., ''Alia - ` DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.20 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. ! Z �� S E Q. : 60542 02 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�. 1 4 {}�' and are for"dry condition"of use. fy, design bads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if �y 1:t j V TRANS I D: 407743 5.CompuTrus hes no control over and assumes no responsibility for the necessary. �r i 1l t Y` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center upon 1�11111111111111111111111111111111)iii apt TPINVTCA SAnlnc./C mpuTf g ich will be Software furnished L)-E request. 10. de with joint center lines. lines FFo bas coon actor ppl�ate design values see ESR-1311,ESR-1988(MiTek) BCSI,copies of EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" TC: 2x4 KDDF g166TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2.4o)0F/Cq=1.00 BC: 2x4 KDDF q1&BTA SPACED 24.0" O.C. 1.2=(0) 75 2.4=(0) 0 2.3=(0) 118 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -72/ 264V -25/ 85H 5.50" 0.42 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 1'- 10.9" -187/ 238V 0/ OH 1.50' 0.38 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 91 10'- 0.0" 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !GOND. 2: Design checked for net(-5 nsfl uplift at 24 "oc spacing.1 BOTTOM CHORD CHECKED FOR IMF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' MAX IC PANEL LL DEFL = 0.004" @ 1'- 0.0" Allowed = 0.135" MAX TC PANEL TL DEFL = -0.011" @ 1'- 1.5" Allowed = 0.202" MAX BC PANEL LL DEFL = 0.018" @ 4'- 4.6' Allowed = 0.454" MAX BC PANEL TL DEFL = -0.211" @ 5'- 5.8" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1 11 11 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10.50 V (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. (j 0 0 Trrf- N CJ/ oM-3x4 x4 y y y 1-00 I PROVIDE FULL BEARING:Jts:2.3.41 10-00 JOB NAME : 2610-D MODIFIED PITCH NH - BJ1 scale; 0.5116 ,`(-'11,702.1111::$1 \'k N �Fss/�A WARNINGS: GENERAL NOTES,unless otherwise noted: C4 +//1 ! 1r l' 1.Builder and erection contractor should he advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual ' '1�21 R.:2.:G 1�"' Truss: BJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be installed where shown+. incorporation of component Is the responsibiity of the building designer. rs` DES. BY• LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �mms�w 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 �Iws�'^., DATE: 9/9/2014 the overall structure is the responsibility of the budding designer. continuous sheathing such as plywood sheathing(TC)and/of drywall(BC). w,= 3.2x Impact bridging or lateral bracing required where shown++ y1ir 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsidlity of the respective contractor. 7// QR EGO Q\ �f, SEQ. : 6054203 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, t‘ ^V TRANS I D: 407743 design loads be applied to any component. and are for"dry condition-of use. ' S.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if © 14 A fabrication,handling,shipment and installation of components. necessary. 4,f4 8.This design is furnished subject to the Imitations set forth 7.Plates assumes ashall be dequate on both drainage i oftrus,provided. ``L'f b`t 111111111111111111 TPI/VVTCA In SCSI,copies of which will be furnished upon request. 8 Ines coincide with joint efaces truss,and placed so their center r 1 b MiTBk USA,InC./COfnpUTrus Software 7.6.6(1 L)-E 10.For bas9.Digits ic connector pcate size of ate desilate In gn values see ESR-1311,ESR-1988 Te (MiTek) EXPIRES:12/31/2015 111111111 IIIIIIIIII ThisPACIFdesign ICLUMB prER-eparedBC from computer input by III TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS# LOAD DURATION INCREASE = 1.15 1.2=) 0) 75 2-4=(0) 0 BC: 2x4 KDDF 1&BTR SPACED 24.0" O.C. 2-3=(-61) 104 BC: 2x4 KDDF 18BTR TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -12/ 364V -48/ 139H 5.50" 0.58 KDDF ( 625) 3'- 10.9" -233/ 210V 0/ OH 1.50' 0.34 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0' 0/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 pet) uplift at 24 "oc spacing.) AEOUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL.L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.025' @ 2'- 3.8" Allowed = 0.313' MAX TC PANEL TL DEFL = -0.052" @ 2'- 0.7" Allowed = 0.469" MAX BC PANEL LL DEFL = -0.031' @ 4'- 4.6' Allowed = 0.454' MAX BC PANEL TL DEFL = -0.274" @ 5'- 5.8" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9' MAX HORIZ, TL DEFL = 0.001" 8 3'- 10.9' 3-11-11 NOTE:Design assumes moisture content does T not exceed 19% at time of manufacture. 14 Design conforms to main windforce-resisting 10.50 V system and components and cladding criteria. fid Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0 in the plane of the truss only. 0 c%, v --/- 4- ►=�4 0 M-3x4 y 1-00 y IPROVIDE FULL BEARING:Jts:2.3.4I 1y 0.00 0 PROpp[s JOB NAME: 2610-D MODIFIED PITCH NH - BJ2 Scale: 0.5025 wc; '719 sz., WARNINGS: GENERAL NOTES,unless otherwise noted: 4 T92 ®P E 1' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en individual / �.+"'� BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: BJ 2 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the rem sidoty 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 MY 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .,,+ , �, DES. BY' LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallmc). QRE ON �f". DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Imlpact bridging or lateral bracing required where shown++ .�! C/� 4.No load should be applied to any component until after all bracing and 4.5.Design assumation es truss tru ses are responsibility beulsety of d iota respective environment, t, �/ V+41. 1 4 ryVQ� +}" S E Q. : 6054204 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. Q design loads be applied to any component. S.Design assumes full bearing at all supports shown.Shim or wedge if 0 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the necessa ` �R RI��- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S TPI/WTCA in SCSI, subject to the Irritations set which will be furnishedforth upon request. quest, 9 Ines coincide with jlates shall be oint ceon nteth r liness of truss,and placed so their center 11111111111111111111 VMiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10 Digits r basic connector plate design values see ESR-1311,ESR-1988(diTek) EXPIRES,12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-5=(-163) 204 3-5=(-276) 220 BC: 2x4 KDDF #1$BTR SPACED 24.0" O.C. 2.3=(-317) 148 WEBS: 2x4 KDDF STAND 3.4=( -97) 62 TC LATERAL SUPPORT <= 12'OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'- 0.0" -66/ 524V -72/ 194H 5.50" 0.84 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -83/ 39V 0/ OH 1.50" 0.06 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 10'- 0.0" -49/ 259V 0/ OH 5.50" 0.41 KODF ( 625) M,M20HS,M18HS, or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.178' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.238" -/ MAX TC PANEL LL DEFL = 0.009' @ 2'- 8.4" Allowed = 0.409" MAX BC PANEL TL DEFL = -0.434" @ 5'- 1.4' Allowed = 0.606" M-1.5x3 b( MAX HORIZ. Ll DEFL = 0.002' @ 9'- 9.3" 12 MAX HORIZ. TL DEFL = 0.002" @ 9'- 9.3" 10.50 V Ay NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed,•Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, r` Truss designed for wind loads in the plane of the truss only. cr r/- CD ��5 -/ M-3x4 M-1.5x3 y 1-00 y IPROVIDE FULL BEARING:Jts:2,4,5' 10.00 y JOB NAME : 2610-D MODIFIED PITCH NH - BJ3 Scale: 0.4650 GJ ‘ .s7/7//-r ,\ii\t�("�"�IN Cy�,�,„ps`'�/a WARNINGS: GENERAL NOTES,unless otherwise noted: 44 9 ! J t 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 92••PE r Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper //////fir 2.2o4 compression web bradng must be installed where shown+, incorporation of component is the responsibimy of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c,end at 10'o.c.respectively unless braced throughout their length by 4111111.9r-�e s `'400111166. DATE: 9/9/2014 the overall structure Is the responsibilityof the designer. continuous sheathing such as plywood sheathing(TC)and/or drywall C. building 9 3.2x impact bridging or lateral bradng required where shown++ ) ir 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the responsibility of the respective contractor. •' OREGON 4'. SEQ. : 6054205 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /,. 'if �1>u A. TRANS I D: 407743 design loads be applied to any component. 6.Desiand gn assumes fullbearingofition" at all supports ///�� �i r7 5.CompuTrus has no control over and assumes no responsibility for the 0 shown.Shim or wedge if ,0 -7 y /4 y� h. fabrication,handling,shipment and installation of components. necessary. provided. �)` h R`` fJ,s- 6.This design is furnished subject to the limitations set forth by 8.Platesnshalt be locateddassumes uoneboth facese of of truss,and placed so their center ,✓f r'I L V ch will be furnished upon lines int center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTe USA,lnC./CompuTrus I/WTCA in BCSI,copies of (Software 7.6.6(1 L)E request. 10.For basic code with nnectorplate design values see ESR-1311,ESR-1588(MITek)o 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF tilt&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2.5=(-156) 192 3.5=(-259) 212 BC: 2x4 KDDF If1&BTR SPACED 24.0' 0.C. 2-3=( 307) 144 WEBS: 2x4 KDDF STAND LOADING TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -41/ 532V -96/ 251H 5.50' 0.85 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 10.9' -106/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: 10'. 0.0" -51/ 255V 0/ OH 5.50" 0.41 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-11-11MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'. 0.0' Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.008" @ 2'- 8.4' Allowed = 0.409" MAX BC PANEL TL DEFL = -0.434" @ 5'- 1.4" Allowed = 0.606" it MAX HORIZ. LL DEFL = -0.002' @ 9'- 9.3" MAX HORIZ. TL DEFL = 0.002' @ 9'- 9.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 10.50 V Design conforms to main windforce-resisting M 1.5x3 system and components and cladding criteria. 114 Wind 140 mHeights),27Enclosed,4Cat.2DLEx OB,ASCE MWFRS)Dir (All p• ( )r o load duration factor=l.6, Truss designed for wind loads Agillillkh 4- c:, in the plane of the truss only. r` 1 11 o� %s M-3x4 M-1.5x3 y y y 1-00 (PROVIDE FULL BEARING;Jts;2.4,5I 10-00 >v0 P R ppe JOB NAME: 2610-D MODIFIED PITCH NH - BJ4 Scale: 0.3971 w� � '7"tir �n4- WARNINGS: GENERAL NOTES,unless otherwise noted: 11 Q' 'C ®PE t' 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: BJ 4 and Wamings before construction commences. building component.Applicability of design parameters and proper �/ 2.244 compression web bracing must be Installed where shown+• Incorporation of component is the rem chordssibiity of the building designer. 3.Additional temporary bracingto insure stability duringconstruction 2.Design assumes the top and bottom to be leoughoterally braced at pro ry b 2'o.c.and at 10'o.c.respectively unless braced throughout their lennggtthh by ,,rf+Imlll�,- Alomp DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CiO�f (44 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 60542065.Designassumestrussesaretobeusedinanon-corrosiveenvironment, 4, ,, y 4 �a>` fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for"dry condition" use. 6.Design assumes toll bearingg at all supports shown.Shim or wedge if TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the necessary. � y � fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center ncide with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII(III(IIII/WTCA in BCI,copies of whch will be furnished upon MTe USA,lnCs/CompuTfus(Software 7.6.6(1 L E request. lsiaFoccnsize of abaonectorplte design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • IIIIIIIIIIIIII This FICdesignLUMBEprepared from computer input by C LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Non-Re IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ( p) 1.20(-1355) 243 1-50(-294) 921 5.2=(-147) 1042 4.7=(-1755) 441 BC: 2x6 KDDF #1&BTR SPACED 24,0" O,C, WEBS: 2x4 KDDF STAND; 2.3=( -492) 164 5.6=(-292) 910 2.6=(-879) 275 2x4 KDDF #1&BTR A LOADING 3.4=( -298) 156 6-7=(-132) 189 6.3=(-122) 387 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6-4=(-431) 1724 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. 0'- 0.0" -170/ 992V -153/ 283H 5.50" 1.59 KDDF P(C625) NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 10'- 0.0' -400/ 1582V 0/ OH 5.50' 2.53 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1017.0 LBS @ 6'- 0.0" ADDL: BC CONC LL+DL= 717.0 LBS @ 8'- 0.0" ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.I Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ConnecC8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.019' @ 4'- 7.2" Allowed = 0.454" M,M2OHS,M18HS,M16 = kick MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.058' @ 4'- 7.2' Allowed = 0.606" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.3" 8-10-03 1-01-13 MAX HORIZ. TL DEFL = 0.006" @ 9'- 10.3" 4-09 f f NOTE:Design assumes moisture content does 4-01-03 1�01-13 not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.50 V M-4x_M 10x10 system and components and cladding criteria. Wind: 140 mph, h=23.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x5 0rnAidS 5 1___ 6 =7 M-3x4 M-3x6 M-8x14 M-1.5x3 ), ,, 11F1017# 4,71,7# , 4-07-04 3-11-08 1-05-04 10-00 JOB NAME : 2610-D MODIFIED PITCH NH - Cl tO PR ore Scale: 0.2850 �� tsn�+l� WARNINGS: GENERAL NOTES,unless otherwise noted: 4Z S. V(J C�Z` �.7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual :' > Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. / J DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by �/ ! DATE: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. coImpact sheathing suchr l bradng plywood sheathing(TC)uwhere -r-drywall BC. „.,,,,,,,,w,= P b 9 3.Sr2x Impact bridging or lateral required where shown++ ( ) ! C, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7, OREGON �/.,:, SEQ. : 6054209 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ', 'Y TRANS I D" 407743 design loads be applied to any component. end are for"dry condition"of use. ' S.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /Q - "J 6# 2• 4.' fabrication,handling,shipment and Installation of components. 7.necessary. provided.s p 1 8 This design is furnished subject to the Irritations set forth by 8.Plates shall be locatn assumes ed one both drainage of truss,and placed so their centerI r-1 1 IIIIII II VIII VIII VIII VIII VIII IIII IIII oincide with joint center lines. MTe USA,Inc./Co puTrus INVICA In BCSI,copies of which Soft will ware 7r 6.6(1L)Enished upon request. 9.Digits indicate connectorasize flplate ininiinches.values see ESR-131 1,ESR-1 988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' (COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF qt&BTA SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=l,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 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 ( 12 12 IIM-4x4 12 6.00 6.00 0 c") IIIIIIIIIIIhb ' p O O cM-3x5(5) M-3x4 M-3x4 ),y 12-00 y 10-00 J• > y y 1-00 22-00 1-00 .(,0 PR t�cQft�ir�E�, JOB NAME: 2610-0 MODIFIED PITCH NH - D1 Scale: 0.3532 �t �� �`TI(7l17''��� WARNINGS: GENERAL NOTES,unless otherwise noted: !92 t P E 1.Builder and erection contractor should be advised of all General Notes 1.This design Applicabased only bility ofn the d signters shown parameterssnd andl proorpeer individual / Truss: Di and Warnings before constructiong commences, incorporation of component is the responsibility of the building designer. 1/� 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stabifrly during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,.f, ,. tilr. I� DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). tJREGON �4/ 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 eppled to any component until after all bracing and 4.5.Designati e n of trues s is the responsibility of a noncorrosicontractor. e em actor. , /�y _Q 14 N , ts4 SEQ. : 6054210 fasteners are complete and at no time should any loads greater than and re for"dry condition"of use. V to -- necessary.loads be applied to any component. 6.Design assumes full bearing at at supports shown.Shim or wedge if �y b`t V TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the necessary. +)r11 L� 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 6.Plates shall be located on both faces of truss,and placed so their center I1p111111111111111111111111111111111liii ft MiTe USA, whichlncSCompuTfSwill be furnished1 uponL,E request, de with joint center lines. a loo bas a of design values see ESR-1311,EOR_1968(MiTex) EXPIRE512I31;2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 50 OVERHANGS: 12.0' 12.0" TOTAL LOAD 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = Com uTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN1B (Or = MiTek MTn) series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -119/ 1038V -109/ 109H 5.50' 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for nett-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 = -0.043• @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8' Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0' Allowed = 0.100• MAX TL CREEP DEFL = -0.003• @ 23'- 0.0" Allowed = 0.133' 11-00 11-00 MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" T MAX HORIZ. TL DEFL = 0.030' @ 21'- 6.5" 5-09-04 5-02-12 5-02-12 5-09-04 T NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 6.00 C7 M-4x6 Q 6.00 Design conforms to main windforce-resisting 4.0 system and components and cladding criteria. 4 INO9 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 M 0 -A111 Allilillilik.-1 M �/ ... RI3� O Ri O 0 8 9 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 O y y y y 7-06-03 6-11-11 7-06-03 y y 12-00 10-00 y y ), ), ) 1-00 22-00 1-00 JOB NAME : 2610-0 MODIFIED PITCH NH - D2 Scale: 0.2646 \c. A. �-,D NOy/4„ 449/rY O WARNINGS: GENERAL NOTES,unless otherwise noted: tLt� - , ! I �. 1.Builder and erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 . `9 • PE 1'• Truss: D2 and Warnings before construction commences. bulling 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. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assume the top end bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility structure of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywai BC). P 'MOP - DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # rc 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON +;(f' SEQ. : 6054211 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �L �Q�� � design loads be applied to any component. and are for"dry condition"of use. / TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supportspshown.Shim or wedge if O 144 F'?P pment Installation 6.This design shandling, furini hedr subject to the Imitations set set forth bybi B.Platnees. 7. shall be locateassumes gduonaboth facesis of truss,and placed so their centery. vided. ARIA. � IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MTeUSA,InCJCompuT S Software 7.6.6I,copies of which will be (1 L)E request. 10.For basic lines connectorjoint plate design values see ESR-1311,ESR-1968(MiTek) 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-9) 80 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0° -57/ 287V -25/ 85H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -157/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = NiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.003' @ 1'- 0.0" Allowed = 0.135' MAX TC PANEL TL DEFL = -0.007' @ 1'- 1.5" Allowed = 0.202" MAX BC PANEL LL DEFL = 0.013' @ 3'- 6.6" Allowed = 0.354' MAX BC PANEL TL DEFL = -0.079" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9' 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.50 V Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads Frin the plane of the truss only. 0 0 N .1 -/-- 4- . �4 0 M-3x4 y y 1-00 'PROVIDE FULL BEARING:Jts:2.3.41 8-00 ..,to PR 9p JOB NAME : 2610-D MODIFIED PITCH NH - J1 Scale: 0.5876 o WARNINGS: GENERAL NOTES,unless otherwise noted: 4' ! •� { 1. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper - ,w Truss: J 1 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracingto Insure stabs' duringconstruction 2.Design assumes the top and bosom chords to be laterally braced at po ry stability 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,/��e,. DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f ' rc DATE: 9/9/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+.1- 4. QR ECaONtx <L/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. SEQ. : 6054212 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 2 -'�- deaignloads be applied to any component. and are for"dry condition"of use. /� TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.Dsignassumes ma beating at as supports shown.Shim or wedge If �`<J �r f�1f4f fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage Is provided. "".n- 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center es 111111 VIII VIII VIII VIII VIII VIII IIII IIIII,copies of whch MN be furnished upon MTe SA,lnCIAAITCA in JCompuT us iSoftware 7.6.6(1 L)E request. coincide Dg indicate of plate obasic oectorplte design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0° TC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER1- FORCES 75 2 2.4/(0) 0q=1.00 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2.3=(-85) 95 4=(0 ) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -16/ 358V -48/ 139H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -183/ 171V 0/ OH 1.50" 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.178" MAX BC PANEL LL DEFL = -0.021" @ 3'- 6.6' Allowed = 0.354" 3-11-11 MAX IC PANEL TL DEFL = -0.037" @ 2'- 2.2' Allowed = 0.469' MAX BC PANEL TL DEFL = -0.119" @ 4'- 1.4" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9' 12 '/ MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 10.50 V ( NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=2O.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. c%) NI- -/- 4 v 0 O� ►Am =.4 -/ M-3x4 y y y 1-00 (PROVIDE FULL BEARING:Jts:2.3,4J 8-00 JOB NAME : 2610-0 MODIFIED PITCH NH - J2 ,<�g a pRQFfi6.' Scale: 0.5501 ‹.a { 7//1q ��(1 WARNINGS: GENERAL NOTES,unless otherwise noted: 7C' 'fJ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4t' o ,P it f- Truss J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pyywood heath g((TC)unless braced and/or drywall(BChout their length by , DATE: 9/9/2014 the overall stucture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w1 CC 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 32' A,OREGON b �((f SEQ. : 6054213 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, d design loads be applied to any component. and are for"dry condition"of use. -T}� r�0\ �..�,,, TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge If V 1 Q fabrication,handling,shipment end Installation of components. necessary.7. provided.s 44 0'R I L 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be locatn assumes ed on both faces of of t us,and placed so their center `7 1�. I III II II II VIII III I VIII VIII VIII(III(IIITPI/WTCA in BCSI,copies of which will be furnished upon request. coincide with joint center lines. Digit 9.Digits indicate size of plate In Inches. 10. c 9 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2.3=(-135) 129 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 422V -72/ 194H 5.50" 0.68 KDDF ( 625) 5'- 10.9' -172/ 201V 0/ OH 1.50" 0.32 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 85V 0/ OH 5.50' 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133° MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.078' 5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.105" 1' f MAX TC PANEL LL DEFL = 0.189' @ 3'- 2.1" Allowed = 0.490" -/ MAX BC PANEL TL DEFL = -0.156" @ 4'- 1.4' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9" 0 MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9" 12 NOTnotEexceedn19%s atas timeof lure content does manufacture. 10.50 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 in v .- 4 0 M-3x4 1-00 PROVIDE FULL BEARING:Jts:2,3,4' 8.00 0,tc) PRDFe, JOB NAME : 2610-D MODIFIED PITCH NH - J3 Scale: 0.4659 �� kr .1G l' / q WARNINGS: GENERAL NOTES,unless otherwise noted: e . ;`9 OPE {-' r� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsiblIty of the building designer. 3.Additional temporary bracingto insure staNY during construction 2.Design assumes the top and bottom chords to be laterally braced at 41r Po ryty 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr,0aa,. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ OREGON (l1 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�L" fit„ /` SEQ. : 6054214 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Y i design loads be applied to any component and arefor"dry condition"of use. TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.oe�ssassumes tot bearing at all supports shown.Shim or wedge If /0 1 4 �P fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. Ill ' R i k-�" 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111 which furnished upon request. MT6 USA,Inc./CompuTrus Software 7.6.6L)E lines coincide eth joint center Ines. 0iccof coo nctorplte design values see ESR-1311,ESR-1988(Weir) EXPIRES:12131 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2-3=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-186) 162 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OCATIOG MAX VERT MAX HORZ BRG REQUIRED BRG AREA) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS7REACTIONS 50H 5I5E 0.77 F ( 625) 0'- 0.0" -43/ 479V -96/ 250H 5.50" 0.77 KDDF ( 625) Connector plate prefix designators: 7'- 9.2' 0/ 185V 0/ OH 5.50" 0.30 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 7'- 11,1" -154/ 237V 0/ OH 1.50' 0.38 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-01 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.580" @ 4'- 8.5' Allowed = 0.662' MAX TC PANEL TL DEFL = -0.555' @ 4'- 5.8" Allowed = 0.993" j� MAX HORIZ. LL DEFL = -0,003" @ 7'- 10.3" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.3' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.50 V system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads T:"; in the plane of the truss only. v 0 v v • o '� 4,-� 1 M-3x4 1, 1, ), 1-00 8-00 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : 2610-0 MODIFIED PITCH NH - J4 cl0PRo Scale: 0.4089 p\j�C IN �s/ WARNINGS: GENERAL NOTES,unless otherwise noted: 444 JV V/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �' o• C�2-_PE lam-^' Truss: J4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. : DES. BY: LJ 3.Additional temporary bracing to iraure stability during construct on 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/9/2014 the overall structure is the responsibility continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �po lity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ , SEQ. : 6054215 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 EGO O� �f,, 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, 1X W TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. /�, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V 14 �"� fabrication,handling,shipment and installation of components. 7.necessary. provided.s I'n t t {y B.This design Is furnished subject to the imitations set forth by 8.Platesshallbe locatassumes ed one both facesiof truss, nd placed so their center �'1 fl 1 4.`:" Y 1111111111111111111111111111iPI/WTCA In USA, swhich Software upon request. orbatwith joint center lines. u cc ccatNTenc/CopuT Us 7.6.6(1L EFconnector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This IFdeIC LUMsign BEprepaR-BCred from computer input by IIIIIIIIIIIIII TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FOORCE75 5 4WR/DDDR BC: 2x4 KDDF M1&BTR /Cq=1.00 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 2-2=(•310) 289 TC: 2x4 KDDF 01&BTA SPACED 24.0" O.C. 3.4=(-145) 70 TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DLD 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. ( BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ONTOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0' 0.0" 0'- 0.0' -29/ 442V -121/ 313H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 182V 0/ OH 5.50" 0.29 KDDF ( 625) Connector plate prefix designators:= 7'- 11.2' -347/ 542V 0/ OH 1.50" 0.69 KDDF ( 625) M,M2OHS,M18HS,M16C , ( no MiTek prefix) = CompuTrus, Inc 9'- 11.7' -105/ 55V 0/ OH 1.50' 0.09 KDDF ( 625) = MT series BOTTOM CHORDT CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSP. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacinad -/ 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" 0MAX TC PANEL LL DEFL = 0.425" @ 3'- 10.5' Allowed = 0.669" MAX TC PANEL TL DEFL = -0.315" @ 3'- 11.0" Allowed = 1.004" MAX HORIZ. LL DEFL = -0.005" @ 7'- 11.2" MAX HORIZ. Ti DEFL = -0.005' 0 7'- 11.2" NOTE:Design assumes moisture content does 0not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.50 V system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o_ load duration factor=1.6, Truss designed for wind loads oin the plane of the truss only. of NI- '7 v/- o,,,- ►� 5 M-3x4 ) ), > ), 1-00 8-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,5,3,41 00 PRQpe JOB NAME : 2610-D MODIFIED PITCH NH - J5 Seale: 0.3670 ��,�' p '0, WARNINGS: GENERAL NOTES,unless otherwise noted: �1". �^�92 6 r E C 1.Builder and erection contractor should be advised of all General Notes 1.This Inbuildingo non component.fcomponentApplicabilityn is based sthe on the design parameterrameters showns endind Pfoorpean Individual "^, - T r u s S: J5 and Warnings before construction commences. Incorporation of Is of design of the building designer. 1 y�� 2.2x4 compression web bracing must be installed where shown t. 2,Design assumes the top and bottom chords to be laterally braced at / 'fie ewer- DES. 3.Additional temporary bracing to insure staNlity during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their le by DES. BY' LJ is the responsibility of the erector.Additional permanent bracing of C and/or d wall ec continuous sheathing such as plywood s brae d th ) ry b q �R� ON �t, CC DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impactlbridging or lateral bracing required where shown+. ^V 4.No load should be applied to any component until loads all bracingaand 4.5.Design assumef s'trrussses responsibility beulsed oInc thnoracirosiiveeoenvi contractor. 1/ f}i ,�.4 2.O��- - SEQ. : 6 05 4216 fastenerssars completeeand at no time should any greater than end are for"dry condition"of use. design loads be applied to any component. 6.Design assumes full bearing et all supports shown.Shim or wedge If ,`� TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibilityspoo's for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 II 111 111111 1111 VIII 11111 111111 i ./ which will )orequest lines coincide erot MTekSA,Inc./CompuTf Software furnished upon aaaplatedesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #18BTA TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 BC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 1.2=( 0) 75 2.50(0) 0 TC LATERAL SUPPORT <= 12'OC. UON. 2.3=(-401) 371 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4=(-132) 57 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 8344 MIN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -29/ 444V -146/ 37H 5.50' 0.71 KDDF ( 625) C,CN,C18,CN18 (or no prefix) CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'- 9.2" 0/ 183V 0/ OH 5.50" 0.291 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -351/ 517V 0/ OH 1.50" 0.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'• 11.7' -48/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ;i MAX LL DEFL = -0.002" @ -1'• 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.335' @ 4'- 5.7" Allowed = 0.869" MAX TC PANEL TL DEFL = -0.329' @ 3'• 11.0' Allowed 1.004" MAX HORIZ. LL DEFL = -0.008" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 11'- 10.9" NOTE:Design assumes moisture content does 1 not exceed 19% at time of manufacture. 10.50 22 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 R 5: 8-00 J, 1-00 y 3-11-11 'PROVIDE FULL BEARING:Jts:2.5.3.41 JOB NAME : 2610-D MODIFIED PITCH NH - J6 �� o �Ro��s Scale: 0.3221 ��5 � I.(� p_ 's/� WARNINGS: GENERAL NOTES,unless otherwise noted: tir p�/Q' y/�q '�' Truss: J 6 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 en individual >92 e P E and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stadity during construction 2•Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such a respectively unless braced throughout their length� by DATE: 9/9/2014 the overall structure is the responsibility of the building designer. continpuuous sheathing such as plywood sheathing(7C)shown and/or drywall(BC). -10 /a"" SEQ. : 6 05 4217 4.No load should be applied to any component until after all bracing and 4.Installation tallatl nact boftruss is the responsior lateral bility of the whereired spective contractor. � fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , .OREGON •c! TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if •�Q y 1 4 �,�� �'"�•� fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the imitations set forth 8.Designlatesassumes adequatedoboth drainagecis provided. Lir.,RI ` I 111111 11111 11111 11111 VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon quest. 8.linesecshall be oincide with joint center Noes.of truss,and placed so their centerW MiTek USA,Inc./CompuTrus Software 7.6.6 1L-E 9.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 TPAChisIFdesignICLUMB preparedER-BC from computer input by IIIIIIIIIIIIII WRIDD IBC 2012 MAX MEMBER FORCES 4FICq=1.00 TRUSS SPAN 2'- 0.0' M.ER( 0) 75 WR/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2.2=(•60) 41 TC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. BC: 2x4 KDDF #1&BTR LOADING BEARING MAX VERT MAX HORZ BAG flEQUTAED BAG AREA TC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) BC LATERAL: SUPPORT1 . <° 12"OC. 0DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -67/ 301V -25/ 85H 5.50" 0.48 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2' -331 28V 0/ OH 5.50" 0.05 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 11,7' -261 43V 01 OH 1.50' 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) CM,M2OHS,M18HS,M16 ( no MiTekeprefix) = riesuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psi) uplift at 24 'oc spacing_. = MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.135' MAX TC PANEL TL DEFL = -0.002' @ 1'- 2.9" Allowed = 0.202' MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 10.50 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration factor=l.6, Truss designed for wind loads O in the plane of the truss only. 0 4:.1 V OPAIIIIIIIIIIII o ► . 4►.1 M-3x4 I I I 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4,3I JOB NAME: 2610-D MODIFIED PITCH NH - SJ1 sale: 0.661 . ' ,,, GENERAL NOTES,unless otherwise noted: R � WARNINGS: This �+ 1.Builder and erection contractor should be advised of all General Notes 1.building design Is based only upon the Applicability of deslgntparemeters and proper for peof Individual Truss: $J 1 and Warnings mpress before construction commences. 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 e . ar 3.Additional temporary bracing to Insure stabilty during construction 2'o.c.and at 10'o.c.respectively unless braced throughout ghoul their lengthenby DES. BY: W is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(T) ..o OREGON ��(t� DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braan9 required where shown++ • 4.No load should be applied to any component until after all bredng and 5.4.Designla assumes trussestion of Is ees responsibility n be used a respective environment,cor. L/�} '�}f 1 4 2,4� "�^' SE Q. : 6054218 fassenelo are complete mod nt no time should any bads greater thanand are for"dry condition"of use. q r design loads be applied to any component. b. 6.Design assumes full bearing at all supports shown.Shim or wedge if 4//tpt ` � TRANS ID: 407743 5.CompuTrus has no control over and assumes no responsibility for the necessary. C fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center c. o tt GG 111111 VIII VIII VIII VIII VIII VIII IIII IIII MiTek USA,CA in BCS(,copies of which will ar 7.6. (1 L)-E request. 9. ith joint center lines. late in inches. lines coincide eczleroplate design values see ESR-1311,ESR-1988(Weft) EXPIRES:12/31/201 I/ ISC./Co of s Software furnished upon IIIIIIIIIIIIII This design prepared from computer input by IFIC LUMBER BC LUMBER SPECIFICATIONS TC: 2x4 KDDF TRUSS SPAN 3'- 11.7" TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER1- FORCES 2.4e(U)/Cq=1.00 SPACED 24.0" O.C. 1.2=( 0) 75 2.4=(0) 0 TC LATERAL SUPPORT <= 12'OC. VON. 2.3=(-99) 78 BC LATERAL SUPPORT <= 12'OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BUG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 322V -48/ 139H 5.50" 0.52 KDDF ( 625) Connector plate prefix designators: 1'- 9.2" -11 63V 0/ LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -11/ 163V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc N,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osfl uplift at 24 "or. spacing,( REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 10.50 12 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1' Allowed = 0.072" '' HI2 MAXAOR . TL DEFL -0 = .001" @ 3'- 10.9' fr NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, oi Truss designed for wind loads in the plane of the truss only. ‘I- ._/- 4 0PrijIIIIIIIIIIIII o �� a►� -/ M-3x4 J, y ,1 y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,4,3( JOB NAME: 2610-D MODIFIED PITCH NH - SJ2 �, oPROi Scale: 0.6176 � ?mt.a /,_�'S/„ WARNINGS: GENERAL NOTES,unless otherwise noted: ( 92 espE i Truss: SJ 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 end Warnings before construction commences. building component.Applicability of design parameters and proper R �PE 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,/ DES. BY• LJ 3.Additional temporary bracing to Insure stadity during construction 2.Design assumes the top end bottom chords to be laterally braced at ya"�' " 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 / 'fie - r .. DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3 continuouspsheathing such as plywood sheething(TC)and/or drywall(BC. SEQ. : 6 05 4219 4.No load should be applied to any component until after all bracing and 4.Installation tall tonct boftruss is the responsior lateral bility of the required espective contractor. rt ' fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, -L/ �S_.OREGON v���4 TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. r1 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beating at as supports shown.Shim or wedge if 14 q, LA- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainagenecessary. s provided. s design hed subject to limita I11E11111111111111111111111111111111111111 a TPThII/WTCA in SCSIs copies of which will 7nished upon request. 10.Fions set forth by 8. or basic coincide v located jointt onboth Ines.n aes see ESR-1311,obi so their center � �R 1��- MiTek USA,Inc./Com a Digits indicate size of plate In inches. ESR-1g88(MiTe10 EXPIRES 12/31/2015 This IFdICesiLUMBER-Bgn prepaCred from computer input by IIIIIIIIIIIIII TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 LUMBER SPECIFICATIONS 1.2=( 0) 75 2.4=(0) 0 2.3=(•148) 113 SPACED 24.0' O.C. BC: 2x4 KDDF #1&BTR LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLD ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. ( 7.0) BOTTOM CHORD = 10.0 PSF LBEARINGS MAXCVIRTS REACTIONSORZSIZE RE UI, (BAGCI ONES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 309V •72/ 194H 5.50' 0.49 KDDF ( 625) 625) OVERHANGS: 12.0" 0.0" 61'- 11.7' -109/ 156V 01 OH 1.50' 0.25 KDDF ( 625 ) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I M,M20HS,M18HS,M16 = M>Tek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" ) MAX HORIZ, TL DEFL = -0.002" @ 5'- 10.9" W NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.50 V Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads t` in the plane of the truss only. 0 rn c 4 V- o� ►� 4►� Q M-3x4 ; y y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4,3I p`Eo PROpfis JOB NAME: 2610-D MODIFIED PITCH NH - SJ3 Scale: 0.4958 � �rfIN6C ©4. WARNINGS: GENERAL NOTES,unless otherwise noted: CC' .2 0•P C- c- 1the .Builder and erection contractor should be advised of all General Notes 1.buildinghss design��nsednt.Applicability efparametdesign ers shown and is proper an individual 0 Truss: SJ 3re and Warnings beforebracing construction commences. incorporation of component Is the responsibility of the building designer. L1�' 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top end bottom chords to be laterally braced at " � 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by DES. BY: W is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaItBC). OREGON �I� DATE: 9/9/2014 the overall structure la the responsibility of the building designer. 3.2x Impactlbridging or lateral bracing required where shown++ *V 4.No load should be applied to any component until after all bracing end 5.4.InsInstallation t a ion of ru is is s the responsibility e po ns uisetl of the h respective sive contractor. 7, 4), }'R 1 4 2. _v..1- 5. �"'�^' SEQ. : 6054220 fasteners are complete and at no time should any bads greater thanend are for"dry condition"of use. a I design loads be applied to any component. 6.Design assumes full bearing at all supporta shown.Shim or wedge It &`tit-m-1- 6. M,. t TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 7.Design assumes adequate drainage is provided. t-1 fabrication,handling,shipment end installation of components. 6.This design is furnished subject to the Wmita500s set forth by B.Plates shall be located on both faces of truss,and placed so their center ` 11111111111111111111111111111111111111111111PIANT AinBCSCcopies ed upon 9.linescoincide with ointcederilines. EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTep IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #188TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2.3=(-199) 147 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -9/ 248V -96/ 251H 5.50" 0.40 KDDF ( 625) 1'- 9.2' -179/ 315V 0/ OH 5.50" 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7' -147/ 209V 0/ OH 1.50" 0.33 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: :AsNiEgLnLcLh:cEFeLd=for0.0:::: D°11'-up::: sfl uplift at 24 "ac spacing.' BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAEFLECTIITS: LL=L/240, TL=L/180 MAX LL EL = -0. @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX CREEP EL = -0. @ -1'- 0.0' Allowed = 0.133'MAX BC @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.072" /3x4 MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, oTruss designed for wind loads in the plane of the truss only. v0r`vr/- ME oA0 1 1- y /, 1-00 2-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,4,31 .010 JOB NAME : 2610-D MODIFIED PITCH NH - SJ4 Scale: 0.4121 `CJ� /pyNQFfi6,�/ WARNINGS: GENERAL NOTES,unless otherwise noted: .44.., !/ ! I i r : �+ 1.Builder end erection contractor should be advised snail General Notes 1.This design Is based only upon the parameters shown and is for an Individual T-92..P E 1•�" Truss: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper Jd// 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsblity of the building designer. DES. BY LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length is the responsibility of the erector.Additional permanent bracing ofqq by DATE: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood aired sheathing(TC)and/or drywall(BC). CC 9 3. Impact bridging or lateral bracing required where shown++ ! `'� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON ^V:. SEQ. : 6054221 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+ V t` 2P 0....,4�� TRANS I D: 407743 design loads be applied to any component. g,and assumes toil/bearing all supports '/� f 5.CompuTrus has no control over and assumes no responsibility for the 9 9pports shown.Shim or wedge if V 1 4 h,. fabrication,handling,shipment and Installation of components. necessary. provided.s t7 f' 6.This design is furnished subject to the Imitations set forth by 8,Platesnshall be locatassumes ed on both faces drainage i of trs,and placed so their center RIRIL lines IIIIII II II VIII VIII VIII VIII VIII Ilii illiMfTpI/WTCA in e USA,InCJCofnpuTrus I,copies of 'ch will be furnished upon Software 7.6.6(1 L)E request. 10.For asicco nectoroplate design values see ESR-1311,ESR-1988(MITek) de with jint center Ines. 9.Digits Indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF jf16BTA LOAD DURATION INCREASE = 1.15 1.2=(-51) 44 1.3=(0) 0 BC: 2x4 KDDF 916BTR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -12/ 96V -19/ 44H 5.50' 0.15 KDDF ( 625) Connectorlate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2' 0/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) p 1'- 11.1' -42/ 51V 0/ OH 1.50' 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 1-11-01 ,( 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.6' Allowed = 0.130" 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002' @ 1'- 2.6' Allowed = 0.195" 10.50 V AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.3" MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.3" NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. -/ Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads '' in the plane of the truss only. g°°°°°°°°°°° 0 0 Gd VV V0.1111111.111.11 O O,- l�� 3r�1 -/ M-3x4 2-00 (PROVIDE FULL BEARING;Jts:1,3,2' ��,`�,Q PR(1FEs JOB NAME : 2610-D MODIFIED PITCH NH - SJ5 Scale: 0.7753 �,<:c„ s WARNINGS: GENERAL NOTES,unless otherwise noted: !92®PE 1'� 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 �r /"' Truss: SJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabilityduringconstruction 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 lenggth by ,,�'�SAml1q- �, DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d ywall(9C). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. t. ((f 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '9L/a R�' 14 OREGON SEQ. : 6054222 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, so design loads be applied to any component. and are for"dry condieon"of use. V�. 6.Design assumes full bearing at all supports shown.Shim or wedge If i V TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the necessary. R y�„t+ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of 1111111111111111111 MTITpINIRCA In e USA,lnCJCompuTrua(Software 7.6.6(1 L)E request. 10.lines basic icon ectoroplate desiglate in n values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 11E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #186TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #188TR SPACED 24.0" O.C. 1-2=(-92) 79 1-3=(0) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. DL ON BOTTOM CHORD 10.0 PSF (SPECIES) Connector plate prefix designators: 0'- 0.0' -27/ 129V -42/ 98H 5.50' 0.21 KDDF ( 625) TOTAL LOAD 42.0 PSF 1'- 9.2" -35/ 77V 0/ OH 5.50° 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 3'- 11.7" -76/ 104V 0/ OH 1.50' 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacin0.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TLcL/180 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1' Allowed = 0.054" 10.50 V BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. M Nr v 0 ,,,- 1 3►� M-3x4 y y 1, 2-00 1-11-11 IPROVIDE FULL BEARING;Jts:1,3,21 JOB NAME : 2610-D MODIFIED PITCH NH - SJ6 �,,. PRo Fs Scale: 0.6275 C?<0 (N CS'/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 44., v ( I t 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 1 . .g 0•p L 1" Truss: SJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 111///�►►►�/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY LJ 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top end bottom cholla to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'es.and at 10'o.s.respectively unless braced throughout their length by ' DATE: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywaa(BC). P ty 9 3.2z Impact bridging or lateral bracing where shown++ rid It 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective «� OREGON !, W ty contractor. �.J 6054223 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G� Aa� �O�1h�� TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. 7 1 4 �y 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. 7.necessary. p . 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be locatedn assumes d one both faces drainage of truss,and placed so their center IIIIII VIII VIII IIIII VIII VIII VIII IIII IIII in SCSI,copies of which furnished upon request. lines coincide with joint center lines. MiTek SAlnc/CopuTrus Software 7.6.6L)E of connector design values see ESR-1311,ESR-1988(MiTek) EXPHIES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1-2=(•145) 113 1.3=(0) 0 TC: 2x4 KDDF A18BTR SPACED 24.0' O.C. BC: 2x4 KDDF q1&BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -20/ 116V -66/ 153H 5.50' 0.19 KDDF ( 625) Connector platedesignators:refix TOTAL LOAD = 42.0 PSF 1'- 9.2' -107/ 181V 0/ OH 5.50" 0.29 KDDF ( 625) p 5'- 11.7" -111/ 157V 0/ OH 1.50° 0.25 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) ICOND. 2: Desisn checked for net)-5 psf) uplift at 24 "oc spacin0.I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.005' @ 1'- 0.1' Allowed = 0.054' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.005' @ 1'- 0.1' Allowed = 0.072' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.50 V ' Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 N- Q rn v r."-- 101411111.1 ooh 1►� 3►� M-3x4 y y y 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:1,3,21 ���iO PRDFeo� JOB NAME: 2610-D MODIFIED PITCH NH - SJ7 Scale: 0.4961 �``' '`7/7 l �C3 WARNINGS: GENERAL NOTES,unless otherwise noted: if 4Z .7921WE r 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 //////j Truss: SJ 7 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bradng to insure stabilityduring construction 2.2'Do.c.anasd the top and bottom unless chords co be aterally braced at 9 2'o.c.end at 10'o.c.respectively braced throughout their length by `fie,- CCDES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �C/ DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ����'4 7 4RECaON N ZIr SEQ. : 6054224 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge If 1 5.CompuTrus has no control over end assumes no responsibility for the necessary. C y 1� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111111111111MTe INVTCA SA,lnCSCompuTfuswhich will ref furnished upon request. 9.Digits 10.FForbade with joint center lines. siclines dcotnecloroplatetdesign values see ESR-1311,ESR-1988(liTek) f EXPIRES:12/31/2015