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Plans (43)
RECEDI Ei) sT xC, -cot mum73- 5& JJ ( MAY U2 n16 MiTe k� CITY OF-�IGARD BUILDING'DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-290_UP_H Fax 916/676-1909 2610 BC 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:R42684373 thru R42684384 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. ��RED PROF 447a ANG i td e >fL 87 2PE 9f yN1‘ "V OREGON el,��tt 00 BR 1� A. H� EXPIRES:06/30/2015 August 25,2014 Hemandez,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 BC R42684373 PL13-290 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 09:49:38 2014 Page 1 ID_egh?eklpl OgFEQgnUaloSyJt2m-xz31NiD3wNn_Oyv15i5aF?3Xl?yGp7nF6fznNMykJbR I 2-6-0 I 9-541I 1-2-0 I I x11-8 I 1 1-2-0 11 2-1-0 I Scale=1:28.5 3x5= 3x4= 3x4 = 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 e • • 00 1.1'4 ee. e e 1 17 16 15 14 13 12 ..es._ 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-24 8-0-1V 19-5-12 I 13-3-12 1p-10-121 1 16-9-12 1 8-2-4 0-1 0.7-11 3-10-0 0-7-0 0-7-0 2-4-0 0-7-0 Plate Offsets(X,Y): (6:0-1-8,Edge),(B:0-1-8,Edgel,19:0-1-8,Edgel,116:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.28 13-14 >719 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.44 13-14 >460 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a 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. 1 WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:13-14. REACTIONS (lb/size) 18=734/0-4-4 (min.0-1-8),11=734/0-4-8 (min.0-1-8) FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2547/0,3-4=-2547/0,4-55=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 8-13e_324/0,9-12=0/347,2-18=1680/0,2-17=0/1069,4-17=-415/0,416=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 ti4`EO PRQF41S 870 2PE tti y. 'o), OREGO Q1t/ 9c '118ER 4\ k H - ' EXPIRES:06/30/2015 August 25,2014 sr ®WARNTt)-Veer*lip paramercnand READ MIS CN THIS AND IhattLEfNITEKREFERENCE!ME MTZ7473mt.1/19/2114B ltE Design valid for use only with MTIlli connectors.This design is based only upon parameters shown,and is for an individual building component. i� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not true designer.Bracing shown is for lateral support of ihdividual web members only.Additional temporary bracing fo insure stability during construction is the responsibillity of the T �kn erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTel( fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern sine 1111 laanhaa isspecified.the Owego aar.ues are those offeotae06/03f2O13 by MSC I Job Truss Truss Type Qty Ply 2610 BC R42684374 PL13-290_UP_H F02 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:39 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-P9d7b2Ehhhvrd5UUeocpoDbmgPMtYcgOLJiKwoykJbQ 1 1-0.0 1 -♦I 14.0 I I 1-8-8 I I 1-9-0 I I 1-2-0 I I 1-4-4 I I 1-6-° 1 1-0-° I Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e _+ e e o a o • o • • e • • a e • 2.r* 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 9-5-12 14-5-12 I 8-3-12 810-12( 1 13-3-12 1f-10-12 1 19-2-8 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-8-12 Plate Offsets(X,Y): [10:0-1-8,Edgel,112:0-1-8,Edga[13:0-1-8,Edgel,[23:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.29 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 Inc: YES WB 0.55 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 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_55=2658/0,5-6=-2658/0,6-7=3409/0,7-8=3409/0, 8-9=-3795/0,9-10=3795/0,10-11=3782/0,11-12=3782/0,12-13=3057/0, 13-14=2065/0,14-15=2065/0 BOT CHORD 26-27=0/810,25-26=0/2135,24-25=0/3077,23-24=0/3646,22-23=0/3795,21-22=0/3795, 20-21=0/3057,19-20=0/3057,18-19=0/3057,17-18=0/1161 WEBS 9-23=-273/0,12-20=-282/0,13-19=0/322,2-27=1135/0,2-26=0/997,4-26=858/0, 4-25=0/732,6-25=587/0,6-24=0/465,8-24=-391/0,8-23=0/493,12-21=0/929, 11-21=270/0,10-21=107/281,15-17=1396/0,15-18=0/1086,13-18=1239/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,t0 PR©F s4S LOAD CASE(S) Standard C?�C6 �CNG(NEfi9 /0 _14487022P'E r''' to " 5. ls,Ais OREG.N iv 4'• Is�'n�'�aERA v. S A. HE EXPIRES:06/30/2015 August 25,2014 B f A viimpc.ycrlydcsi a;aarrfersrf ani READ f 7FS GN 7N7SAN&MUM KIM(REFERENcE PACS M1174I3 rex 1,125,120/0 BEMUS: m11.. » 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 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,056-89 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 f#5.euthern bine f5P)laarrtr er is specified,the valines are these effective 06/011261.3 byA SG Job Truss Truss Type Qty Ply 2610 BC R42684375 PL13-290 UP_H F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:39 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbr8PV_Yi0LJiKwoykJbQ I 1-3-15 I I 1-2-0 1 1 0-5-1 I 2-6-0 I Scale=1:11.4 3x4= 11.5x3 II 2 3 1.5x3 II 4 3x4= 5 1.5x3 II • V o •/7- . N e G G 1.5x3 II 3x4= 9 8 7 6 3x4= 3x4= 1-6-15 1 2-1-15 1 2-8-15 2110- 5-11-0 I 1-6-15 0-7-0 0-7-0 0.1 3-0-9 Plate Offsets(X,Y): [2:0-1-8,Edge),[7:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 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:28 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 5-11-0 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=255/Mechanical,6=255/0-1-12 (min.0-1-8) FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or fess except when shown. TOP CHORD 2-3=417/0,3-4=-317/0 BOT CHORD 8-9=0/317,7-8=0/317,6-7=0/390 WEBS 2-9=-391/0,4-6=-421/0 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)6. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard p,E,D PR Ares G � t.�GINEE� .,,b 17 't $70 2PE /r- w ycA}, OREGON e...,..1/444/1\1 NJ C�©�'118E'R 1 4,,, S a HE1k11 EXPIRES:06/30/2015 August 25,2014 r e ®WAJtNIM3-Verify det:yn pocso e6rs,and READ IOW ON MIS NM MONO HZIE!f REFSEha MGE M11.7473 mc 1,/1l/2810 BEW?4€USE -_* Design valid for use only with MRek 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 - MIT@k. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BMB IC fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Cdleda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 iSafely fSouth�ern Dino WSFItvmbeeisupec es£,theldesign eaBiuss areth se efe�ectivei 06/eelx/nod Alexandria, Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 2610 BC R42684376 PL13-290_UP H F04 FLOOR 5 t Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries.Inc.Mon Aug 25 09:49:40 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-uLBVoOFJS_1IFF3hC782KQ8?NpsoHBhYazSuSEykJbP I 2-2-4 I 1 3x4= 2 1.5x3 I I Scale=1:8.8 L 40 N ._C } x ..;6 4 3 1.5x3 ll 3x4= I 254 I 2-5-4 LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 4 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=102/Mechanical,3=102/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 4,((5' 0 PRO, 2 87022PE / cn 7 �'<II, OREGOrt,'')O�� �On�4f ER \� P� e. A. H EXPIRES:06/30/2015 August 25,2014 a a r r._ a R1'AIsNfAi-yc :'y desi�Zn;.aramerers and READ M eES OHM'S ANG I.sKI if?,`FD WPC REFERENCE#'3+i�?917 7473 seta lfZ�/2fi2&AE�33.�f IISE 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 14111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction'is the responsibility of the _ MIT9k. 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 Qually Cdferta,DSC-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 of Southern Pira IPM lumberit s ecified.the Belagn uafxsai areshove effective o6/011202.3 byA SC Job Truss Truss TypeQty Ply 2610 BC R42684377 PL13-290_UP H F05 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:41 2014 Page 1 �rtID:_egh?ekl p1 OgFEQgnUa1 oSyJt2m-MXItOkGxC IAZtPetmgfHteg5?C2 VOTBhocBR_hykJbO r- 11-0.0 I ----1 1-2-0 I I 1-5-8 I I 2-0-0 11 1-2-0 11 2-3-8 1 2-6-0 1 Scale=1:33.2 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 _irIIVW\: ►7/_ _ e ee a J 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x5= 3x4= 9-5-12 14-5-12 _ 3-3-12 10-12 1 8-3-12 Brio-12i 9-7-0 0-7-0 1 13-10-0 1�0-7-0 0-7-0 I 15-0-8 I 8-3-12 Plate Offsets(X,Y): (10:0-1-8,Edge),112:0-1-8,Edge),117:0-1-8,Edgel,121:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.34 18-19 >683 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.53 18-19 >442 360 BCLL 0.0 Rep Stress Ina YES WB 0.75 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 25=853/0-4-4 (min.0-1-8),16=853/0-2-8 (min.0-1-8) FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1550/0,3-4=-1550/0,45=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, 1314=3210/0 BOT CHORD 2425=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 �V) PR Ofis be attached to walls at their outer ends or restrained by other means. NE LOAD CASE(S) Standard �✓ �) e'9 WQ.,,,,_ Cc 87022P cf) 04 C� FBE`R A,. HEMP EXPIRES:06/30/2015 August 25,2014 i AKAMM.Verifydesfp prow 9rrsood READ M ITSONITF.SAM naLSED 1417EKREFEREICE PAGE MT7473 rag,1,173/2G(dWORE USE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and u for an individual building component. t+ Applicabirity 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 IMI R. fabrication.quality control storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,051-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 IfbSourrhern Pine(Sp}lsnatser is Truss the elneeiige are those SuiteZa /Q3f2013 by MSC Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 2610 BC R42684378 PL13-290_UP H F06 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:42 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-gkJGD3GazcIQUZD3KYAWQrDG?cNUlzTr1 Gx_W7ykJbN 1 1-0-0 1 10-8-411 1-2-0 II 1-8-8 II 1-8-8 II 1-2-0 II 1-5-8 II 1-'0 I 1-6-0 I Scale=1:32.9 4x4 = 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x4= 3x5=- 1 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 7 -/6W "s N r "si r\ MONiiiii - .0„.0,,,,000011,11 o_ o o e - _ e o 1:12 ' 26 25 24 23 22 21 20 19 18 17 3x4= 4x5 = 3x5= 3x5= 3x4= 3x6= 3x6= 3x4= 9-5-12 14-5-12 I 8-3-12 EI-10-121 110-12) 1 13-3-12 1'-101 I 19-3-12 1 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): 110:0-1-8,Edgel,112:0-1-8,Edge),113:0-1-8,Edgel,f23:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.30 21-22 >768 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.47 21-22 >491 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=844/0-4-4 (min.0-1-8),17=844/Mechanical FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1531/0,34=1531/0,4-0=2676/0,5-6=-2676/0,6-7=-3437/0,7.8=3437/0, 8-9=-3834/0,9-10=3834/0,10-11=3833/0,11-12=3833/0,12-13=3115/0, 13-14=2080/0,14-15=2080/0 BOT CHORD 26-27=0/815,25-26=0/2149,24-25=0/3100,23-24=0/3679,22-23=0/3834,21-22=0/3834, 20-21=0/3115,19-20=0/3115,18-19=0/3115,17-18=0/1168 WEBS 9-23=-278/0,12-20=281/0,13-19=0/312,2-27=1141/0,2-26=0/1003,4-26=865/0, 4-25=0/738,6-25=-594/0,6-24=0/472,8-24=397/0,8-23=0/502,12-21=0/925, 11-21=271/0,10-21=97/292,15-17=-1403/0,15-18=0/1097,13-18=1261/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � > P OPess LOAD CASE(S) Standard C GINS ./ • 2PE /9 � r 7 ..*), OREGO 4155 9i 'P� c�MBER 4� r & Hp,,yP EXPIRES:06/30/2015 August 25,2014 a I A GfARNTN3-Ve f7dxuign raranluors ar,j READ ICTES ON THIS AM Ltt.1,ED NITEKREFERENCE PAGEg 7 473 sea 112512014 BPOR1 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1.. Applicabilfy of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1111 -is-for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 'B' '` - - , --erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - - )EeR� fabrication,quality control storage,delvery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tt&autherr Pine ISP)taanfaas is Splitdihed,thedecicn valve/are those effective 06/83311313 byALSC Job Truss Truss Type Qty Ply 2610 BC R42684379 PL13-290 UP_H F07 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 5.10125 2013 MiTek Industries,Inc.Mon Aug 25 09:49:42 2014 Page 1 ID_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-gkJGD3GazcIQUZD3KYAWQrDLNcVO13Dr1 Gx_W7ykJbN I 0-9-12 I I 2-6-0 I Scale=1:11.9 1 3x4= 21.5x3 II 3 3x4= 41.5x3 II • • e L 9 N . 3x6= 7 6 1.5x3 II 3x4= I 6-2-4 I 6-2.4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=267/Mechanical,5=267/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-284/0 BOT CHORD 5-6=0/416 WEBS 3-5=449/0,1-6=0/373 NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard hcc;.OPRt? Fs 87022P/- y 4j, OR GON (1© 11/Q 'A0 F4IaER 4'� aS A. HE. EXPIRES:06/30/2015 August 25,2014 J , ®@kAlNT3-Nags y rtes/,/n;ara+ en and READ MIES GN IHTS ANC/ 1(5FE NITS,FEFEf5ENa PACE MU.7473 sec 112512014BEM t �a. Design void 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 .r is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the _} Mi T�,(:A4 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Tek fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/TPI1 QuaMy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 tSare IPn rn PinetSF)vlaxnl:•.or ioepa;� Plate Inesign,eisu4s areetAas Suitee 0611 3 b ALS 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply 2610 BC R42684380 PL13-290_UP H F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:43 2014 Page 1 ID:_egh?ekl p1 OgFEQgnUal oSyJt2m-IwseRPHCkvQH6joGtFhly3mSvOnLUQu_GwgY3ZykJbM 1 1-0.0 I r-9 1 1-2-0 II 1-8-8 I I 1-9-0 ii 1-2-0 I I 1-5-8 11 1-641 1 1.6-0 1 Scale=1:32.8 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 • e a e_ o • e ■ c ■ ® o _ ■ e a a o e e .e 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 14-5-0 1 8-3-0 p-10-019-5-0 1 13-3-0 113-101 1 19-3-0 6-3-0 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): (10:0-1-8,Edge],(12:0-1-8,Edge],(13:0-1-8,Edge],(23:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.21 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.33 20-21 >705 360 BCLL 0.0 Rep Stress Ina YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:26-27,25-26,17-18. REACTIONS (Ib/size) 27=841/0-3-8 (min.0-1-8),17=841/Mechanical,17=841/Mechanical Max Herz 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. g, p PRptfi 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 \� NG)NE '6' be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Cc 44 7 8 • 2PE / c- N 7 Sy''0jq,OREGO . '510 , iii 1� v. ©S A. He vc � EXPIRES:06/30/2015 August 25,2014 1 t r &f�SsM$. �� ® 311-Yer.'iyuesf�rararvrra�r€a�� i7fkfil£6GF17H:SRf�$ (E�£DMIT£Xk££.Ri:AK�P/4�Se'l6$iJ473sesI;Z9f2t+18AP~e'#,�£t7� Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown o for lateral support of individual web members only.Additional temporary bracing to insure stability during construction.is theresponsiblity of the ■f��e = --- - - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - �f� fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qually Crlleria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA,95610 if Seuthern.Pine(Spllumbar is epeeibmmd,the design aatues ore Thom etfo ttve 04/01,0013 by MSC Job Truss Truss Type Qty Ply 2610 BC R42684381 PL13-290 UP_H F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:44 2014 Page 1 ID:_egh?eklp1OgFEQgnUa1oSyJt2m-m6Q0ellgVDY8ktNSRzC_VGIhsQBuDzo8VaQ5b?ykJbL I 0.9-4 I I 2-6-0 I Scale=1:11.6 1 3x4 = 21.5x3 II 3 3x4= 4 1.5x3 I I • a N e 3x6= 7 6 1.5x3 II 3x4= I 6-0-12 I 6-0-12 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=261/Mechanical,5=261/0-2-8 (min.0-1-8) FORCES (Ib)-Max.CompJMax.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 �`hnPIR Ops 4r\544" NEfiIS' steel. 17 87022PE <' tn. cv - '0,),OREG•N i5 ©14/ 'S0Q�4 jSER .1' �J A. HE EXPIRES:06/30/2015 August 25,2014 e ®tEAFPdf/` year desi7s aw raratars and RtAJ IES ON THUAAND MIMEDKIM REFERENT ME MIT-7473 tea 1,12512014M tWIUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. _ �r 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 Bj��Te . erector.Additional- permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYB 1 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/T111 Quallly Criferia,DSB-89 and SCSI landing Component 7777 Greenback Lane,Suite 109 SafelyIn ov Truss Plate 781 Lee Suite 22 i4. Citrus Heights,CA,95610 if those Job Truss Truss Type Qty Ply 2610 BC R42684382 PL13-290 UP_H F10 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego.Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09.49:45 2014 Page 1 ID:_egh?eklp10gFEQgnUaloSyJt2m-EJ_Or5JSGXg?Moye?gjDiUrj_gO?yGbHjE9f7SykJbK 1 1-0-0 1 0-11-4 I I 1-2-0 I I 1-9-0 I I 1-8-8 I I 1-2-0 19.&.1.21/ 1-3-0 I Scale=1:33.5 4x6= 4x5= 3x4 = 3x4= 3x4= 3x4= 3x4 = 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 11 e�ry\\ NI e �a e \\ e \e, N7 N....el , 2 e e� \ / Ne N e e p` 26 25 24 23 22 21 20 19 18 /j 3x4= 4x5= 408= 3x5= 3x5= 3x5= 3x8= 3x4= 2-2-4 12-9-413-4-41 7-2-4 17-9-41 1 19-8-0 1 2-2-4 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 11-3-12 Plate Offsets(X,Y): (4:0-1-8,Edge],]6:0-1-8,Edgel,[7:0-1-8,Edgel,(26:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.36 21-22 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.56 21-22 >417 360 BCLL 0.0 Rep Stress Ina YES WB 0.79 Horz(TL) 0.07 17 n/a n/a BCDL 5.0 Code IBC2012TPI2007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=859/0-4-4 (min.0-1-8),27=859/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1933/0,3-4=-1933/0,4-5=3238/0,5-6=-3238/0,6-7=-0797/0,7-8=4014/0, 8-9=-4014/0,9-10=-3872/0,10-11=3872/0,11-12=3166/0,12-13=3166/0, 13-14=1879/0,14-15=1879/0 BOT CHORD 26-27=0/857,25-26=0/1933,24-25=0/1933,23-24=0/3797,22-23=0/3797,21-22=0/3797, 20-21=0/4005,19-20=0/3586,18-19=0/2590,17-18=0/1015 WEBS 3-26=754/0,4-25=379/0,7-22=-288/0,4-24=0/1512,5-24=282/0,6-24=806/0, 15-17=1295/0,15-18=0/1104,13-18=908/0,13-19=0/734,11-19=537/0,2-27=1200/0, 2-26=0/1554,11-20=0/365,8-21=258/0,7-21=0/611 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)27. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. tat° P R Ope LOAD CASE(S) Standard NC6 GINE 9 / 2 4 870 2PE , N 7 ''aOREGON tis �� ,,, A. Her, EXPIRES:06/30/2015 August 25,2014 I A4CA.kNI%.Var.'syydesign paranwerrsmidREAD IDLE GN7HISA/.SIht21/PEDMIERR€€ERENCETARE MT 7473 DEMME Et Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. 11111 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabilityduring 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 QuaMy Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISM Ranger is epeeified,she design.valcees are Mete effective /011201.3 byAttC Job Truss Truss Type Qty Ply 2610 BC R42684383 PL13-290_UP_H F11 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:46 2014 Page 1 ID_egh?eklp1OgFEQgnUaloSyJt2m-iVYm3RJ41goszAXrZOESahOuuDhNhlhQyuvCfuykJbJ I 2-6-0 I p-5I1 1-2-0 I I 0.11-8 I 1 1-2-0 11 1-11-4 I Scale=1:28.3 355 = 3x4= 3x4= 3x5 = 3x4 = 1 2 3 4 5 6 7 8 9 10 a • e a e e 1. -.: 2. \ \ o N e- _ 9 1 17 16 15 14 13 12 i 3x4= 3x8= 354= 358= 354= 8-10-12 14-5-12 I 8-2-4 8-3 2 -5-12 1 13-3-12 11.3-10-1 I 16-8-0 I 8-2-4 0-I 0-7-8 3-10-0 0-7-0 0-7-0 2-2-4 0-7-0 Plate Offsets(X,Y): 16:0-1-8,Edge),[8:0-1-8,Edge),[9:0-1-8,Edgel,[16:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.27 13-14 >734 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.42 13-14 >469 360 'BCLL 0.0 Rep Stress Ina YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:76 lb FT=0%F,0 kE LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 18=727/0-4-4 (min.0-1-8),11=727/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2516/0,3-4=-2516/0,4-55=2841/0,5-6=2841/0,6-7=-2786/0,7-8=2786/0,8-9=1593/0 BOT CHORD 17-18=0/1541,16-17=0/2883,15-16=0/2841,14-15=0/2841,13-14=0/1593,12-13=0/1593,11-12=0/1593 WEBS 8-13=327/0,9-12=0/357,2-18=1664/0,2-17=0/1052,4-17=397/0,4-16=-310/0,8-14=0/1322,7-14=290/0, 6-14=-361/0,9-11=1785/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard tc'V PR Of-s L4�`co ANG[� �9 s/o_y 2 87022P, C „ a 7 na �4)). OR GON (1,Q`rskt 'iO fi,jEiE`R 1\ 6' A. NERP EXPIRES:06/30/2015 August 25,2014 4 till. I ®W48N1M3-Veritf'deslo paamermrs lad READ f IES ON THIS At INCL r:+£D MPT£K REFERENCE PAGE tf1 741a 3 m1/29121Uk ftfR3t't£L£ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown -- is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the �'���' 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/tell Quaily Criteria,DSB-B9 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Inlonnailon available from Truss Plate Institute.781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 £f 5=aurlem Pune(5P)tumbes Is specified.the.desige values are These etfectivt 06fo3/2011.3 byALkC Job Truss Truss Type Qty Ply 2610 BC R42684384 PL13-290_UP_H F12 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego.Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:46 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-iVYm3RJ41goszAXrZOESahoobDsXhsyQyuvCfuykJbJ 1 2-6-0 I 1-9-11 1 1 1-2-0 11 0-5-5 I . Scale=1:16.8 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 ti e a ... e 4 N e e e �% 1( 9 8 3x4 = 3x4 = 3x4= 3x4= I 4-5-3 4-p-11 5-1-11 1 5-8-11 51013 8-11-0 I 45.3 0-1-8 0-7-0 0-7-0 0-1-8 3-0-13 Plate Offsets(X,Y): (8:0-1-8,Edgel,19:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 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:40 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=387/0-2-8 (min.0-1-8),7=387/Mechanical FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=797/0,3-4=797/0,4-5=-797/0 BOT CHORD 9-10=0/705,8-9=0/797,7-8=0/726 WEBS 2-10=761/0,5-7=-784/0,5-8=-18/324 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 �,ckEj PROFESS �CNG)NEfiu9 ze ' $7022PE yr y �-0),OREG N ti© .� 141418.ER .0 .\ A. HERD EXPIRES:06130/2015 August 25,2014 4 t A WARMS-Verfydesign pram Errs mid READ NOTES ON THIS AM MIMED€O MITER REFERENCE BARE Mf7 7473 felt.1 25/2014 REDREW mll—_. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibiliiyof the building designer.For general guidance regarding MiTek" - fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quarly Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tfSouthecn Pirie('Sts)tvmtsea is apecitczt,the dasign vatstas ace those=Ofastive oe/esf2C11.3 tsyALSC a Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION1 Failure to Follow Could Cause Property 3/4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury MEIDimensions are in ft-in-sixteenths. 111%46. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. C1_2 c2-3 2. Truss bracing must be designed by an engineer.For O 1/164 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I MiliiitILIIII o bracing should be considered. = O 3. Never exceed the design loading shown and never F � U U stack materials on inadequately braced trusses. a Oc7: 6-7 C5-6 4. designer,erection Provide copies of tsupervisor,property ownhis truss design to the er For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-Ing' 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 joint an d rorebed ful.Knots d by fAulanly. wale 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 accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. 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 4Width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. , Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1111* Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 'MM reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. ~1,8, 18.Use of green or treated lumber may pose unacceptable ►_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. e BCSI: Building Component Safety Information, I ,I■�e ► 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 O A A m P- N N OP a m Cr) •a.n O O a A O O -i rA N -I Zm 0 AD o W = Z 'aa z Z AlZ a = r c m -< . - G) 0 m = 6V-31/2' J 5.31/2' I 39'x' I 18'-6' I oa m � 5-31@' I II Q a — E1 � ► m A A �o 9CCGC \> Co mZ z _° EZ zz n rk, 1w W mC W y NNy y � .. < so La § a _ 2 Q 7 N C t g /d o °om vIV a. p ��mNzzAvo ^ -.\ N NCD4 i C: � $ymmoZZ§mVW -701M0104§0 gZaT5z B -G B1 Et— M O1mORZmZ ooAo��C'rA �o — J3 J4 ! W Er. z<�z O�rcCi°mom AKL)Z...o W co* W J2 N a. as R clop — N J1 DI , 0; E5 I- 2° ::11 - , l ' T-2.0 e g E ; X7 Si 71-3 1/2' I 37'411 I 18'4' -1 C 61'-31/2' VI y I 1nil -I ® CONFORMS TO DESIGN CONCEPT , ❑X 0 1a-0'SET BILK CONFORMS TO DESIGN CONCEPT n CONFORMS TO DESIGN CONCEPT WITH CONFORMS TO DESIGN CONCEPT WITH o VERIFY ❑ REVISIONS NOTED REVISIONS AS SHOWN ?• 0 NON-CONFORMING–REVISE&RESUBMIT n NON-CONFORMING-REVISE AND RESUBMIT F. 2THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE n 0 WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE Q 3 FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN c DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE -I tPRIORITY OVER THIS SHOP DRAWING. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY H By Alexia Fukui Date 9/22/14 OVER THIS SHOP DRAWING• CONTRACTOR SHALL VERIFY ALL DIMENSIONS. zN MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 0 CT ENGINEERING INC o m v m r- N No rr-- m j m0 a ?<' o o -, rA w Or tio W y 61 Fri: c n -- Z m O d o W = Z 10'-0'SET BACK m z 13 Z c▪ = O * VERIFY i p 10'-0" ▪ T 0 Z 61'-311' 2.▪ x z I T,3112' I 3T-6' I 16'-6' EH om F T,2'H On �� 3 -,m 4 E5 > e > > 1�1 cssq a - , 4 y• m < m 0 w w D el m el m zzzO _ a 1. Nw w N m pp, ilmcm". 1ro co- . y S r "w' d wC . IIti_ c r A, co I ae i 3 0 °m~Ao n 1 e 0 ymm Z52 r4➢1� ~ - --', N11.1 . 2 r a i J Et e�Yj6.rT,o-zNm w ^ ▪ znm�m��zma'35 r 1 is. 174. Ozz8mzDNAnzz y •v >zz =� m��11 y JN 1' i �/ a GS ✓ OvmCmivAyszS '! N Q 0pAO,p1Ati10 __-_ .r. It z<�z ZOCmnzm° 3; ■ ' pl AOfp11..,,,Exec' S, 1 ' I N n>OC�n�188. a DOCp A O O I dem cr jo CA 4 wyg o El 2. g Re Ng 4 (614 I 5'-31/2' � 4r pesd co 5'31/2' 39'-6' 161-6' C61'-3112' P ® CONFORMS TO DESIGN CONCEPT M L CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN ❑ NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE n3 o WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE O 3 FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE 9 3 DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY H OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. n CD FT By: Todd R. Eaton Date: September 19, 2014 Z CT ENGINEERING INC MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSi,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). As 53 tt KW*i t0F�Rt?fi�e., 1dir OR �y.24P'3 t.a _ y'26, • 570NAL all auf ' CXt'iRES 61301 15 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"00. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-06 8-06 'f T T 11M-4x4 3 12 6.00 I/ 12 ''`--I 6.00 4 CO CO, O V O"- / //////////////////////////////////////////////////////////////////////////////////1111/////////////////1///////////////////////// // O O 1 M-3x4 M-3x4 y y y y 1-06 17-00 1-06 ���'%D P R°Fess JOB NAME : 2610-B NH POLYGON - Al Scale: 0.4458 � G o WARNINGS: GENERAL NOTES,unless otherwise noted: J v /1 I Ir /-v� Ti 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 P E Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 1 g'o.c.respectively unless braced throughout their length by „.00-4010,- DATE: .�llr DES. BY: LJ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I.DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON b< 1(/ SEQ. : 6054134 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 Py'� design loads be applied to any component. and are for"dry condition"of use. G�O�'9 r 1 4 �� TT TRANS I D: 40773 6 5.CompuTrus has no control over and assumes no responsibility for the 6.Designesa assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. R R I L,'- P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII 11111111111 TPIMRCA in BCSI,copies of which will be furnished upon request. git coincide with joint in che. 9.Digits oncde size of t plateininches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 IIS 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=(-238) 903 3-7=(-268) 212 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1088) 302 7-6=(-227) 907 7-4=( -75) 456 WEBS: 2x4 KDDF STAND 3-4=( -816) 200 7-5=(-275) 211 LOADING 4-5=( -816) 214 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-1092) 309 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -153/ 899V -76/ 87H 5.50" 1.44 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -85/ 713V 0/ OH 5.50" 1.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150' MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.024" @ 8'- 6.0" Allowed = 0.804" MAX BC PANEL TL DEFL = -0.055" @ 13'- 1.8" Allowed = 0.499" MAX HORIZ. LL DEFL = 0.012" @ 16'- 6.5" 8-06 8-06 MAX HORIZ. TL DEFL = 0.018" @ 16'- 6.5" T 1' T NOTE:Design assumes moisture content does 4-05-06 4-00-10 4-00-10 4-05-06 not exceed 19% at time of manufacture. f T T T T Design conforms to main windforce-resisting 12 M-4x4 12 system and components and cladding criteria. 6.00 1.------ \I6.004 0" Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .., load duration factor=1.6, y Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 C) M O O 10 Kw 10 6 4 1 a. M-3x4 M-3x8 M-3x4 y > J, 8-06 8-06 J• y 1, 1-06 17-00 JOB NAME : 2610-6 NH POLYGON - A2 ��, PRoFFs Scale: 0.3533 6\ % WARNINGS: GENERAL NOTES,unless otherwise noted: 441 A2 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 individualk. P E Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• L I is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - �� P b continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -r Cr DATE• 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /`~'4'. 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. 41', - `Ct SEQ. : 6054135 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �i/ "meq °�� A. design loads be applied to any component. and are for"dry condition"of use. Q " 1 4, 2- A�t'- TRAN S I D: 407736 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 �` nfabrication,handling,shipment and installation of components. ecessary. �`R R �� P P 7.Designlaesassumes atedadequate drainage istrusprovided.s, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111101111TPI WTCA in SCSI copies of which will be furnished upon request. git coincide with jointcenterinches.9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111E III 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 TO: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 7=(-472) 1687 7. 3=( -67) 453 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2- 3=(-1937) 527 7- 8=(-442) 1531 3- 8=(-811) 377 WEBS: 2x4 KDDF STAND 3- 4=( -910) 204 8- 9=(-469) 1543 8- 4=( -32) 423 LOADING 4- 5=) -910) 223 9- 6=(-502) 1699 8- 5=(-823) 405 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1948) 573 5. 9=( -74) 456 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -153/ 899V -76/ 87H 5.50" 1.44 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -85/ 713V 0/ OH 5.50" 1.14 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ]COND. 2: Design checked for net(-5_psi) uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150' MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200° MAX LL DEFL = -0.050" @ 14'- 3.8" Allowed = 0.804" MAX TL CREEP DEFL = -0.096" @ 8'- 6.0" Allowed = 1.072' 8-06 8-06 T T T MAX HORIZ. LL DEFL = 0.042" @ 16'- 6.5" 2-09 5-09 5-09 2-09 MAX HORIZ. TL DEFL = 0.067" @ 16'- 6.5" T T T T T NOTE:Design assumes moisture content does 12 HM-4x4 12 not exceed 19% at time of manufacture. 6.00/ 6.00 4.0" Design conforms to main windforce-resisting 4 ,,,:-,, system and components and cladding criteria. _I Wind: 140 mph, h=21.3ft, 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 ,M-3x4 3 j1.114� o M-3X4 M-3x4 0 e-, ee M �_ v _�wig, 7 M-5x6 3 9 o = M-5x6 ��*se� o M 3x8 0 1 0 $ 12 2.75 2X WEDGE2.75 12 W/(2) M-3X4 TYP. 12 k J" y y y 2-05-08 5-10-12 6-02-04 2-05-08 J' J. y y y 1-06 2-05-08 12-01 2-05-08 > 1, .1 1-06 17-00 JOB NAME : 2610-B NH POLYGON - A3 Scale: 0.3242 ��j��GPNOFFt.)n /77 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 P E Truss: A3 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 riming 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 by / 4� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of / '��- continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). r DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON '� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '9 41 a 1(/ SEQ. : 6054136 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. O y 74, 2° P TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if _ necessary. SER R l Lk- V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII II II VIII VIII IIID I I I II IIII TPIM/TCA in BCSI copies of which will be furnished upon request. lines indicate with jointcenterches 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-00-00 GIRDER SUPPORTING 17-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2513) 511 1-5=(-481) 2160 5-2=) -278) 1514 4.7=(-1751) 377 BC: 2x6 KDDF #1&BTR 2-3=( -716) 174 5-6=(-472) 2107 2-6=(-1769) 416 WEBS: 2x4 KDDF STAND; LOADING 3-4=( -589) 173 6-7=( -60) 107 6-3=( -43) 263 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 6-4=( -372) 1773 TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 187.5)+DL( 147.5)= 335.0 PLF 0'- 0.0" TO 10'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -427/ 2057V -62/ 155H 5.50" 3.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -411/ 1933V 0/ OH 5.50" 3.09 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP GOND. 2: Design checked for net(-5 Bsf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Single member as shown. MAX LL DEFL = -0.036" @ 4'- 7.0" Allowed = 0.454" Hangers attached to the bottom chord MAX TL CREEP DEFL = •0.074" @ 4'- 7.0" Allowed = 0.606° will have 1.5" max. nail penetration. MAX HORIZ. LL DEFL = 0.008" @ 9'- 10.3" Connector plate prefix designators: MAX HORIZ. TL DEFL = 0.014" @ 9'- 10.3" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series NOTE:Design assumes moisture content does f 8-10-03 1-01 13f fnot exceed 19% at time of manufacture. 4-08-12 4-01-07 1-01-13 Design conforms to main windforce-resisting T T f , system and components and cladding criteria. 12 M-4x6 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 M-7x8 load duration factor=1.6, 4Truss designed for wind loads 011. in the plane of the truss only. fli M-3x8 co 044 0 v M-5x10 c-, ,iikddlligli ® Im�7 M-3x8 M-8x10 M-1.5x3 y > y y 4-07 3-10-04 1-06-12 y y 10-00 WEDGE REQUIRED AT HEEL(S). JOB NAME : 2610-B NH POLYGON - B1 Scale: 0.3877 �� �� �oOPN(yC)OFFsp `5< WARNINGS: GENERAL NOTES,unless otherwise noted: �� /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 PE Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,/' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at err DES. BY: LJ is the responsibility of the erector.Additional 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `- �Ir � p y 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++ Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -'9 OREGON 1(/ SEQ. : 6054137 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 "'J +� design loads be applied to any component. and are for"dry condition"of use. �O 9 ,�4, 2� +. TRANS I D: 40773 6 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �‘? fabrication,handling,shipment and installation of components. necessary. /�/�FR �� 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center El 1011 Ill III MI 01 III IIII TPIANrCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 GIRDER SUPPORTING 10-00-00 FROM 18-00-00 TO 26-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-10=( -604) 3816 10- 3=( 0) 158 BC: 2x6 KDDF #1&BTR 2- 3=(-4396) 780 10-11=) -606) 3814 3-11=( -234) 196 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-4158) 812 11-12=( -826) 4698 11- 4=( -272) 1532 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3658) 748 12.13=(-1212) 6378 11- 5=(-1748) 436 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 26'- 0.0" V 5- 6=(-5470) 1172 13- 8=(-1218) 6412 5-12=( -312) 1326 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 18'- 0,0" V 6- 7=(-6150) 1278 6-12=( -262) 1488 BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 18'- 0.0" TO 26'- 0.0" V 7- 8=(-7346) 1478 12- 7=(-1000) 242 8- 9=( 0) 76 7-13=( -188) 1076 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: IC CONC LL+DL= 960.0 LBS @ 16'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1898.0 LBS @ 17'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 18.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -472/ 2465V -106/ 106H 5.50° 3,94 KDDF ( 625) 26'- 0.0" -893/ 4263V 0/ OH 5.50° 6.82 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! _, ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 **HANGER BY OTHERS TO APPLY � Join together 2 ply with 3°x.131 DIA GUN MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed = 0.150" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. nails staggered at: MAX TL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed = 0.200" 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.074" @ 16'- 0.0" Allowed = 1.254" M\/ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.231" @ 16'- 0.0" Allowed = 1.672" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.003" @ 27'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.003° @ 27'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.021" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.051" @ 25'- 6.5" 9-11-11 6-00-10 9-11-11 ,( T -r . NOTE:Design assumes moisture content does 5-03-08 4-08-03 3-00-05 3-00-05 4-08-03 5-03-08 not exceed 19% at time of manufacture. T f ,960# T 'r Design conforms to main windforce-resisting 12 M 4x6 M 5x6 12 system and components and cladding criteria. 6.00 / 4 M-3x4 6.00 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4� load duration factor=1.6, Truss designed for wind loads 1% \ 44. in the plane of the truss only. M-3x4 M-3x4 3 7 co co .:J- ce III .::,-f_ ° o 1 10 11 12 13 M-3x5 M-1.5x3 M-3x8 M-5x6(S) M-6x8 M-1.5x3 M-3x8 4,1898# 5-01-12 4-05 6-10-08 4-05 5-01-12 12-00 14-00 /, ), . ) 1-06 26-00 1-06 JOB NAME : 2610-B NH POLYGON - Cl 5<(;�CaIN�O��s`s/ Scale: 0.2543 5 �7/7/// �2 WARNINGS: GENERAL NOTES,unless otherwise noted: DC7 / -S7 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 'Cr' 92 P E Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '� DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `fir ; W ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Th. CC DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ")7 1(J SEQ. : 6054138 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, �� A9 20 4-'design loads be applied to any component. and are for"dry condition"of use. 1 4 2 "- TRANS I D: 407736 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 1 �� fabrication,handling,shipment and installation of components. Decessary. �`R R I L," P P 7. necessary. ss assumes adequate drainage is provided. B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11 I 11111 MIN Ill Villi III III TPI VJrCA in BCSI,copies of which will be furnished upon request. lines coincideitwith jointanr lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 9=(-340) 1571 9- 3=( 0) 255 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1860) 459 9-10=(-342) 1568 3-10=(-482) 181 WEBS: 2x4 KDDF STAND 3- 4=(-1365) 434 10-11=(-202) 1141 10- 4=( -81) 324 LOADING 4- 5=(-1143) 451 11-12=(-360) 1568 10- 5=( -70) 73 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1372) 435 12- 7=(-358) 1571 5-11=( -49) 324 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1860) 459 11- 6=(-478) 180 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 76 6-12=( 0) 254 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -195/ 1263V -126/ 126H 5.50° 2.02 KDDF ( 625) OVERHANGS: 18.0" 18.0" 26'- 0,0" -195/ 1263V 0/ OH 5.50" 2.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. QQND. 2: Desi C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc n checked for net(-5 psf) uplift at 24 "oc spacind.I 9 M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,013" @ -1'- 6,0" Allowed = 0,150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.062" @ 14'- 0.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.125" @ 14'- 7.0" Allowed = 1.672" MAX LL DEFL = 0.013" @ 27'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 27'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.029" @ 25'- 6.5" 11-11-11 2-00 10 11-11-11 MAX HORIZ. TL DEFL = 0.048" @ 25'- 6.5" '( T T ' NOTE:Design assumes moisture content does 6-03-04 5-08-07 2-00-10 5-08-07 6-03-04 not exceed 19% at time of manufacture. f ' f f f TDesign conforms to main windforce-resisting 12 M 4x6 M-6x6 12 system and components and cladding criteria. 6.00 D \I6.00 r Wind: 140 mph, h=22.2ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, E� load Heightduratis), Enclosed, Cat.2, Exp,B, MWFRS(Dir), .6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 6 kr r) M O p ok s H o tV 1 s 10 T 11 12 8 M-3x4 M-1,5x3 0.25" M-3x4 M-1.5x3 M-3x4 M-5x8(S) y y y > 1z y 6-01-08 5-05-04 3-00-04 5-03-08 6-01-08 1, )- y .( 1-06 26-00 1-06 JOB NAME : 2610-B NH POLYGON - C2 ����DPNOn�Fs,9 Scale: 0.2553 � {� %n//r WARNINGS: GENERAL NOTES,unless otherwise noted: �4? 1 9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1.92 ,•10P E Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,....0%41111/P. �i ' P t1' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1:4- DATE: y,. 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 Vl /� 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 �(! SE:Q. : 6054139 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 �L,y ��{� design loads be applied to any component. and are for"dry condition"of use. O Y 74 y 20\ AS-- TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f n necessary. MFR R I L"-0 fabrication,handling,shipment and installation of components. 7. eassumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tmss,and placed so their center VIII VIII III VIII IIII(IIII IIII IIII IIII TPIANrCA in SCSI,copies of which will be furnished upon request. git coincide with joint ate in che. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1w98(MiTek) EXPIRES:12/31/2015 III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-249) 1528 3- 8=(-383) 260 BC: 2x4 KDDF #1&BTR SPACED 24.0° 0.C. 2- 3=(-1813) 391 8- 9=(-124) 1001 8- 4=(-130) 635 WEBS: 2x4 KDDF STAND 3- 4=(-1590) 392 9- 6=(-294) 1528 4- 9=(-129) 635 LOADING 4- 5=(-1590) 392 9- 5=(-383) 260 TC LATERAL SUPPORT <= 12°OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 390 BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" 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" -199/ 1263V -139/ 139H 5.50° 2.02 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -199/ 1263V 0/ OH 5.50° 2.02 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. !COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.063" @ 17'- 1.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.127" @ 17'- 1.8" Allowed = 1.672" MAX LL DEFL = 0.013" @ 27'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 27'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" 13-00 13-00 MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" f '' NOTE:Design assumes moisture content does 6 09-04 6 02-12 6 02-12 6-09-04 f f f f T not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 I/ M-4x6 6.00 system and components and cladding criteria. 4 4.0" Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), gu load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 Allii1111 0 11111,1 0 4 T mm 4 o - 8 9 D M-3x4 M-3x4 M-3x4 M-3x4 0 M-3x5(S) ) y y y 8-10-03 8-03-11 8-10-03 y y y 16-00 10-00 J, y J, > 1-06 26-00 1-06 _ JOB NAME : 2610-6 NH POLYGON - C3 ' <,, 0,, PR IFAI., Scale: 0,2178 \[r� t1d� WARNINGS: GENERAL NOTES,unless otherwise noted: �4,J '7/7/1r 1 E v,./.-1 /-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 =9G P E Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �0 �� P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CrCOREGON JJ 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -9 A� 4C/ SEQ. : 6054140 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, /� "meq �'�� A. and are for"dry condition"of use. design loads be applied to any component. Q 74, �- TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. '" R R t 1 P W 7.Design assumes adequate drainage is provided. ` Y 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII II II VIII 111111111111111 III TPINVTCA in BCSI,copies of which will be furnished upon request. git coincideiindicate with jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./Compulrun Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC, UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"00. EON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 13-00 13-00 T 12 1IM-4x4 12 6.00 I/ 3 a 6.00 NB 4-f7 ni ms as q10 M-3x5(S) M-3x4 M-3x4 16-00 10-00 y y y ) 1-06 26-00 1-06 JOB NAME: 2610-B NH POLYGON - C4 Scale: 0.3053 ���<0' 0,1N/yC��Fss�a WARNINGS: GENERAL NOTES,unless otherwise noted: Ct' /�' ' 2-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 92 P E Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. , . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .mss DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �js is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywooddrywall(BC). .�t - DAT E: 9/9/2014 responsibilitybuilding designer. Impactbridging or required wen sheathing(TC)sowno+drywall BC, yy„ the overall structure is the res onsibilit of the 3.2z brit in lateral bracingro wired where shown++ � .4, 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 k, SEQ. : 6054141 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 -' \ and are for"dry condition"of use. t1 A design loads be applied to any component. �O '7 7�' 2�0`'�- TRAN S I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. II/ R R I LA- 7.Designlaesassumes adequate ne drainage iso truss, fl 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111 I I III IIII 011111111 IIIIII II II III TPIM?CA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 14-E10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T 12 12 11-4x4 6.00"--J6.00 I/ 3 M4 m a o v E V 0 0 M-3x4 M-3x4 y y y 12-00 10-00 1-06 22-00 1-06 �ti�ED PROFFS JOB NAME: 2610-6 NH POLYGON - D1 Scale: 0.3638 ,,,GINF oA- WARNINGS: GENERAL NOTES,unless otherwise noted: �� v. �21 /-`9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 =9L,•P E Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper // 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/ DES. BY: LJresponsibility of the erector.Additional permanent bracingof 2'c.c.and at 10'o.c.respectively unless braced throughout their length by is the continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4. Na load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. A. SE:Q. : 6054142 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/ A,9 0� AN design loads be applied to any component. and are for"dry condition"of use. 04/1 . Y 1 4 2 TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the e'Design e Signa assumes full bearing at all supports shown.Shim or wedge if o�' fabrication,handling,shipment and installation of components. ry. MFR R I�-�- V P P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII lIII lIII TPI/WrCA in BCSI,copies of which will be furnished upon request. git coincideitwith jointche. 9. Digitssidsize of tplate in inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 110 11III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-203) 1261 3- 8=(-311) 222 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-1504) 329 8- 9=(-103) 834 8- 4=(-113) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 332 9- 6=(-248) 1261 4- 9=(-113) 492 LOADING 4- 5=(-1318) 332 9- 5=(-311) 222 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1504) 329 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0° LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -136/ 1095V -114/ 114H 5.50" 1.75 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0,0" -136/ 1095V 0/ OH 5.50" 1.75 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 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 = 0.013" @ 23'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 23'- 6.0' Allowed = 0.200" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" T f f NOTE:Design assumes moisture content does 5-09-04 5-02-12 5-02-12 5-09-04 not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.001/ M-4x6 6.00 system and components and cladding criteria. 4.0" 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=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 co \ / co o -1- mt a o 1 8 9 7 co M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 y y /, y 7-06-03 6-11-11 7-06-03 ), y y 12-00 10-00 y ) ) , 1-06 22-00 1-06 JOB NAME : 2610-6 NH POLYGON - D2 <c�ED PN Ft,oFFss�o Scale: 0.2513 � �. 7116 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 7 r1T 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 9L,I P E Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper /J/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'c.c.and at 10'o.c.respectively unless braced throughout their length by 1� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..."#'11111..-.. - DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON cr 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'f7 4,SEQ. : 6054143 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, LAR ‘d S^' TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. Q "" 1 4 2� P"1 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �y necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MFR R 11_k- V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I VIII II 11110 VIII II 1111)III IIITPI/WTCA in BCS),copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) IC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"00. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+pL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2DHS,MIBHS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=l.6, 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads 6.001--REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 3 Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. N o/' 41111111 Li, 4 111 o —/ okr A 4 1 M-3x4 y y y 1-06 5-03-08 R Scale: 0.7460 4 ('' op PN 4:5'6o'L JOB NAME : 2610-B NH POLYGON - El ��,�� WARNINGS: GENERAL NOTES,unless otherwise noted: <C/ 7/ /I -�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 P E Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. AteidlOr 3.Adddional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r � ' P b continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ pREGON ,,tt. 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. Q A_ `V SEQ. : 6054144 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/ 2141 k O'‘� {� design loads be applied to any component. and are for'dry cond'Rion"of use. Q I 4 rZ A'S" TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if A �`_ fabrication,handling,shipment and installation of components. Design . 'v/"n n �� P 7. necessary. Design assumes adequate drainage is provided. ��TT rl 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII I III VIII VIII VIII III III TPI VJfCA in BCSI,copies of which will be furnished upon request. git coincide with jointpate nr che. 9.Digits inasize of plateetinches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 11E1 II1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(-51) 56 3.5=(-162) 161 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-115) 79 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"0C. UON. 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 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0° 0'- 0.0" -85/ 447V -36/ 98H 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.5" -25/ 214V 0/ OH 5.50" 0.34 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 4-11-12 0-03-12 MAX TC PANEL LL DEFL = 0.053" @ 2'- 10.2" Allowed = 0.320" f T f MAX TO PANEL TL DEFL = -0.050" @ 2'- 8.3" Allowed = 0.479" 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.8" 6.00).:7. MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.8" M-1.5x3 4 NOTE:Design assumes moisture content does co not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ,gilligllgIIIIIIIIIIIIIII to 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. N O,,,_ o� 2�� 11110.- .15 1 M-3x4 M-1.5x3 > ) ) 4-11-12 0-03-12 y ) ) 1-06 5-03-08 JOB NAME : 2610-B NH POLYGON - E2 <<,�ED PN �FFssio Scale: 0.5786 � %7//r 2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 7 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 92 P E Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper /!{ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at rt► DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /4/...., `I r� P y continuous sheathing such as plywood sheathing(TC)s and/or drywall(BC). M �. 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 d 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. 7G 47 4/ SEQ. : 6054145 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, <O 47 OREGON �{� design loads be applied to any component. and are for"dry condition"of use. 7 4 2OdAT- TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. "dry c assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointcenterche. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-112) 82 1-4=(-51) 55 2-4=(-161) 159 BC: 2x4 KDDF k1&BTR SPACED 24.0" D.C. 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -26/ 222V -37/ 94H 5.50" 0.36 KDDF ( 625) Connector plate prefix designators: 5'- 2.0" -33/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.051" @ 2'- 9.4" Allowed = 0.319" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.048" @ 2'- 7.5" Allowed = 0.479" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000° @ 4'- 10.3" 4-10-04 0-03-12 MAX HORIZ. TL DEFL = 0.000° @ 4'- 10.3" f < f NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 6.00 / Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 g Wind: 140 mph, h=20.5ft, 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 .141.01111111111011111111110:11 in the plane of the truss only. LO N u7 V M-3x4 M-1.5x3 y ) 4-10-04 0-03-12 > ) 5-02 �_0 PR°FFs JOB NAME : 2610-B NH POLYGON - E3 5� G(N si Scale: 0.5359 c. v7/711r G /y11r 02 WARNINGS: GENERAL NOTES,unless otherwise noted: %' 7 J 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 92 S�P E Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and botlom chords to be laterally braced at 2'o.c.and at 10o.c.respectively unless braced throughout their length by f�� e�' DES. BY: LJis 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++ 0 Cl. 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 rid SEQ. : 6054146 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. LSO '9Y 14 '10'\ P4 TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �`- fabrication,handling,shipment and installation of components. Decessary. MFR R �`" P P 7. necessary. ss assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. git coincide with joint ate nr lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-151) 129 1-4=(-70) 92 2-4=(-225) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -36/ 307V -52/ 132H 5.50" 0.49 KDDF ( 625) Connector plate prefix designators: 7'- 2.0" -45/ 295V 0/ OH 5.50" 0,47 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 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 TC PANEL LL DEFL = 0.215" @ 3'- 7.4" Allowed = 0.469" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.239" @ 3'- 7.6° Allowed = 0.703" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001" @ 6'- 10.3" 6-10-04 0-0 3-12 -2 MAX HORIZ. TL DEFL = 0.001" @ 6'- 10.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 3 Design conforms to main windforce-resisting system and components and cladding criteria. IA 1111 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Lc, 11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 Truss designed for wind loads 6.00 in the plane of the truss only. Lo M c:, m 0 1I =�4 M-3x4 M-1.5x3 6-10-04 0-03-12 y y 7-02 JOB NAME : 2610-B NH POLYGON - E4 ���,G PR ..._ -/ Scale: 0.5003 5�� � /9'11r Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� T 7' -97 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 !921./P E Truss: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �s 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 ,....441111P, �ir� 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. 3.2z Impact bridging or lateral bracing required where shown++ CZ- 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_OREGON 4,/ SEQ. : 6054147 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, , "�� Zs, design loads be applied to any component. and are for"dry condition"of use. Q y 1 4, Z 0 TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if .,y fabrication,handling,shipment and installation of components. 7.necessary. 41 "R R I V Design assumes adequate drainage is provided. rl 1r 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII Ell HID IIII IIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E010111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF k1&BTR SPACED 24.0" 0.0. NOTE:Design assumes moisture content does WEBS: 2x4 KDDF STAND not exceed 19% at time of manufacture. ING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0)LOND ( TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSF M-1.5x4 or equal at non-structural Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, vertical members (uon). LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. M,M20HS,M18HS,M16 = MiTek MT series Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-10-04 0-03-12 T T T 12 6.001/ M-1.5x3 3 -V • LC) iiii°1 M 1 _Ai ,i, .._,_ .„,. rigi o� _, o /////////////////////////�///////////IIII///////////////I M-3x4 M-1.4 5x3 y 7-02 �_>c0 PR OFFS JOB NAME : 2610-B NH POLYGON - E5 5� GIN s� Scale: 0.5424 5\ ‘7/7///'? j(�y '1.--90 2 WARNINGS: GENERAL NOTES,unless otherwise noted: - /� 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =92+�P E r Truss: E5 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. f 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.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� DES. BY: LJ /Wit- P continuous sheathing such as plywood in ere and/or drywall(BC). DATE 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown++ OREGON ht‘ ' 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. : 6054148 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G� �q y 2�'`D`A��• design loads be applied to any component. and are for"dry condition"of use. Q 74, TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if2°,,,,,,.0 fabrication,handling,shipment and installation of components. necessary. �` V P Po 7.Design assumes adequate drainage is provided. `-R R 1 L\- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII Hill IIII VIII Inn III IIII TPIM TCA in SCSI,copies of which will be furnished upon request. git coincide with jointche. 9.Digitssoincide size of tplate in inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 HIIllH II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 4-10 4-10 1' I I M-4x4 2 I 1 12 12 6.00 L- 6.00 co 1 co,,,_ —/MO cocr / O O //////////////////////////////////////////////////////////////////////////// 0 M-3x4 M-3x4 4 J' y i' 9-08 1-06 JOB NAME : 2610-B NH POLYGON - F1 Scale: 0.5555 ����EGPNOF�cs(5' �/7 WARNINGS: GENERAL NOTES,unless otherwise noted: ��! -9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 �r E. Truss: F1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /,_� �Ir� 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++ CC 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '�7 OREGON i(/ timeSEQ. : 6054149fasteners are complete and at no should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 407 736 L� „_ll 179 1� i' design loads be applied to any component. and are for"dry condition"of use. O l'' 1 4 2\ �i- n 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Designeas. 41 "R RRO- 6. �� V. 7. laesassumesadequateonedthi faceisf truss, i 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tmss,and placed so their center VIII VIII IIII VIII VIII VIII VIII II IIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-28) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -126/ 376V -7/ 58H 5.50" 0.60 KDDF ( 625) 1'- 10.9" -145/ 190V 0/ OH 1.50' 0.30 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2DHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "ox spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200' MAX TC PANEL LL DEFL = 0.005" @ 1'- 0.8" Allowed = 0.097° MAX TC PANEL TL DEFL = -0.009" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.028" @ 4'- 4.6" Allowed = 0.450" MAX BC PANEL TL DEFL = -0.202" @ 5'- 10.2" Allowed = 0.600" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1 11 11 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 6.00 I ' system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 -/ o CO 1- 0/-- V - - o,'- 2->CI �4 0 1 M-3x4 y y y 1-06 'PROVIDE FULL BEARING;Jts:2,3.41 10-00 JOB NAME : 2610-B NH POLYGON - J1 Scale: 0.5997 ����EGPNOFFss/o2 WARNINGS: GENERAL NOTES,unless otherwise noted: . /� "9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 = �P E Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Aile, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,r� DES. BY• LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , , - P h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (� DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON )� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. }7 p_ `V SEQ. : 6054150 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� "7�r y Q�b design loads be applied to any component. and are for"dry condition"of use. Q -7 1 4 2P;\ AA TRANS I D: 407736 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 C_ fabrication,handling,shipment and installation of components. necessary. ��^ P P 7.Design assumes adequate drainage is provided. R R 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII IIII VIII VIII II IIII IIII IIII TPINVECA in BCSI,copies of which will be furnished upon request. git coincideicwith joint ain che. 9.Digitssindsize of tplate ein inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 71 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 442V -15/ 88H 5.50" 0.71 KDDF ( 625) 3'- 10.9" -191/ 167V 0/ OH 1.50" 0.27 KDDF ( 625) Connector plate prefix designators: C,CN,C16 CN18 (or no prefixLL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 84V 0/ OH 5.50" 0.13 KDDF ( 625) p ) = ormpuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.( BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.010" @ 2'- 3.7" Allowed = 0.246" MAX TC PANEL TL DEFL = -0.039" @ 2'- 0.7" Allowed = 0.369" MAX BC PANEL LL DEFL = 0.032° @ 4'- 4.6" Allowed = 0.450" MAX BC PANEL TL DEFL = -0.259" @ 5'- 5.8" Allowed = 0.600" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 3-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=20.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00(/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 go' v 0 N C) O/-- c. o x4 1 M-3x4 y y y 1-06 (PROVIDE FULL BEARING;Jts:2,3,4I 10-00 tO R. JOB NAME : 2610-6 NH POLYGON - J2 Scale: 0.4872 �5<(5?• �`/yG/7PyN OtA7F/ S.0�. WARNINGS: GENERAL NOTES,unless otherwise noted �C.� 12 / -v.9 I 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual !92 0 P E r Truss: J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,/" // 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „......4.41110 DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 SC SEQ. : 60541514.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -9 OREGON 4(/ L �q ��y4, `ZO TRANS I D: 407736 design loads be applied to any component and are for"dry condition"of use.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, / 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifnQ �P`�" R fabrication,handling,shipment and installation of components. Design assumes adequate drainage is provided. °V' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII II II VIII VIII VIII VIII VIII(III(IIITPI/WTCA in BCS(,copies of which will be furnished upon request. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 This deFICsig LUnMBER-Bprepared from computer input by C LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-92) 86 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 18.0" 0,0" TOTAL LOAD = 42,0 PSF D'- 0.0" -67/ 508V -22/ 119H 5.50" 0.81 KDDF ( 625) 5'- 10.9" -176/ 190V 0/ OH 1.50' 0.30 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0° 0/ 93V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2DHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0° Allowed = 0.178" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.238" MAX BC PANEL LL DEFL = -0.062" @ 4'- 4.6" Allowed = 0.450" MAX BC PANEL TL DEFL = -0.346" @ 5'- 1.4" Allowed = 0.600" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9° NOTE:Design assumes moisture content does 5-11-11 not exceed 19% at time of manufacture. T T Design conforms to main windforce-resisting system and components and cladding criteria. 12 6.00 I.,---- 3 -I Wind: 140 mph, h=20.7ft, 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 in the plane of the truss only. a 0 c%) co o/- v g04 -/ 0 1 M-3x4 J, ), 10 00 1, 1-06 'PROVIDE FULL BEARING:Jts:2,3,4 ¢�° PROF" JOB NAME: 2610-6 NH POLYGON - J3 Scale: 0.4872 b WARNINGS: GENERAL NOTES,unless otherwise noted: !.9 2 1 S P E C- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual /"/'/-j Truss: J3 and Warnings before construction commences. building component.Applis try of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �,- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGO/� 4. No load should be applied to any component until atter all bracing and 4. Installation of truss is the responsibility ofthe respective contractor.SEQ. . 6054152 fastene s are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-co rosive environment,design loads be applied to any component. and are for"dry condition"of use. yQ 1 46.Design assumes full bearing at all supports shown.Shim or wedge ifTRANS ID: 407736 5.CompuTrus has no control over and assumes no respponents.forthe necessary. `R Rfabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center I VIII VIII VIII VIII VIII VIII VIII IIII IIIITPUWfCA in BCSI,copies of which will be furnished upon request. 9 IDigitsc nod cate s zencide with lof plate incenter iliiches. nes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 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 i TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2.5=(-167) 267 3-5=(-310) 193 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. WEBS: 2x4 KDDF STAND 2-3=(-368) 172 LOADING 3-4=( -58) 27 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 OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'- 0.0' -87/ 598V -30/ 151H 5.50' 0.96 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 10.9" -90/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) 10'- 0.0" -3/ 256V 0/ OH 5.50" 0.41 KDDF ( 625) C,CN,CI6,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. 1COND. 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014° @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.006" @ 5'- 2.5' Allowed = 0.370" 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 = -0.414" @ 5'- 0.9' Allowed = 0.589" 7-11-11 T MAX HORIZ. TL DEFL = 0.003" @ 9'- 8.3° NOTE:Design assumes moisture content does 6.001,-12' % 0not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, 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. v C.)/- ch 11 In 1 M-3x4 M-1.5x3 J, y y 1-06 JPROVIDE FULL BEARING:Jts:2,4,51 10-00 R JOB NAME : 2610-B NH POLYGON - J4 Scale: 0.4872 �S�Sc,...00/7//r 0G/PyN OFF(9.0 WARNINGS: GENERAL NOTES,unless otherwise noted: ��� �/I I -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 I.:9 2 PE -P'r 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. Alf /J 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 eiWW DATE: 9/9/2014 continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). ��- the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -7,_ OREGON +�!(X SEQ. : 6054153 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 40773 6 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, P fabrication,handling,shipment and installation of components. necessary. !P. 6.This design is famished subject to the limitations set forth byT.Designlaesassumes adequate drainagehcisprovided.truss,a R R 1�� V I III II VIII VIII VIII VIII VIII I III IIII IIII B.Plates shall be located on both faces of truss,and placed so their center 1 TPIMlrCA in BCSI,copies of which will be famished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III 1111)III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -123/ 429V -7/ 58H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -70/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -22/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0' Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0° Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002' @ I'- 0.1" Allowed = 0.050" 1-11-11 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.067" 'f f MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9° MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 6.00 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=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 o CO o� o� 2 4� liFil M-3x4 I I I 1-06 2-00 'PROVIDE FULL BEARING:Jts:2,4,3! <<, 61 PROFF.,s JOB NAME : 2610-6 NH POLYGON - SJ1 Scale: 0.6958 ���� ��% /l X029 WARNINGS: GENERAL NOTES,unless otherwise noted: !92 S S P E c-- 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 2.204 compression web bracing must be installed where shown+. /!/ Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the budding designer. 3.Additional temporarybracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r'►. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /err, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (� DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. SEW. : 6054155 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Z S� design loads be applied to any component. and are for"dry condition"of use. r TRANS I D: 407736 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 17/- 47 1 4, O�� necessary. SFR R 1 V-\- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center MEI III I VIII VIII 11111 VIII VIII'III'IIITPI Ain BCSI,copies of which will be furnished upon request. 9.Iines Digitsc incide with a sizeloi nt plate in center 10. MiTekk USA,IDC./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E111111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-73) 30 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -115/ 440V -15/ 88H 5.50" 0.70 KDDF ( 625) 1'- 9.2" -52/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 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: Design checked for net(-5 psf) uplift at 24 "oc spacing.!12 6.00 / BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 3.6' Allowed = 0.246" MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.1" Allowed = 0.369" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o.,- v .�0 o� 2� 4 1 M-3x4 ,k y y y 1-06 2-00 1-11-11 1PROVIDE FULL BEARING:Jts:2,4,3J JOB NAME : 2610-6 NH POLYGON - SJ2 Scale: 0.7754 �5<(.:, 7yNROynF/Qe`r6, WARNINGS: GENERAL NOTES,unless otherwise noted: ��J /I / e [� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E i'". Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,/' / , 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� continuous sheathing such as plywood sheathing(TC)and/or drywall BC. .....441111114., DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( ) -9G OREGON /� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ \b `�/ TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. �! S 5.CompuTrus has no control over and assumes no responsibil ty for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /Q 7 y 14, 2� T- fabrication,handling,shipment and installation of components. necessary. �C p` 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. � � R R I Lk- I VIII VIII VIII VIII VIII VIII I III IIII IIII 8 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. MiTek USA,InC./COmp4TrusSoftware 7.6.6(1L)-E lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111 This IFdICesignLUMBpreparedER-BC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24,0" O.C. 2-3=(-104) 47 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0,0° -95/ 431V -22/ 119H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -67/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050' MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1° Allowed = 0.067" 12 6.001/ 3 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10,9" MAX HORIZ. TL DEFL = -0.001° @ 5'- 10.9" NOTE:Design assumes moisture content does '' not exceed 19'a at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCOL=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 v, in the plane of the truss only. Co O/- V OIN /- -/ 0 2� 4 1101. 11 M-3x4 1-06 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:2,4,31 scale: o.s2so ��°'�`��GPN��FF�,s"02 JOB NAME : 2610-B NH POLYGON - SJ3 /71 v- WARNINGS: GENERAL NOTES,unless otherwise noted: 4 ..92+,P E 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 2.204 compression web bracing must be installed where shown+, /// Truss: SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. /' 3.Additional temporary bracingto insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at - irsoP 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /+/I.,- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Ill 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 �v,/ 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. : 6054157 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, 4r._ 2 A1_ and are for"dry condition"of use. I?, fir -7 r 14, O ce, _T design toads has applied to any card assn 6.Design assumes full bearing at all supports shown.Shim or wedge it TRANS ID: 407736 5.CompuTrus no control over and assumes noresponsibiltytorthe necessary. F;�Rl��. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 VIII VIII VIII VIII VIII VIII IIII IIIITPIMrrCA in BCSI,copies of which will be furnished upon request. 9 IDigssines c nod ciat s zede with jof plate incenter iliiches. nes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1 D.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 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-138) 63 76 2 4-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0,0" -52/ 374V -30/ 151H 5.50" 0.60 KDDF ( 625) 1'- 9.2" -111/ 291V 0/ OH 5.50" 0.47 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -90/ 193V 0/ OH 1.50" 0.31 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 nsf) uplift at 24 "ox spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013° @ -1'- 6.0" Allowed = 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 3 MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6.001/ 0) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, 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. v 0 .e- co co o/- v illo/- o 4110-=9111- -/ 1 M-3x4 y y * y 1-06 2-00 5-11-11 JPROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : 2610-B NH POLYGON - SJ4 " .(:k- PROFFs Scale: 0.5260 ��� O %q/ir sfO2 WARNINGS: GENERAL NOTES,unless otherwise noted: CZ'�/ 7 lI // 'f1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E Truss: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 41000,/r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: L I is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byco �-0 /� DATE: 9/9/2014 responsibilitybuilding designer. 2x Impacts ridginsheatg or such l bracingas cinoesheathing(TC)uwereand/or drywall BC. the overall structure is the res onsibili of the 3.2x bridging or lateral 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 SEQ. : 6054158 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, 9L" 2y NK, // design loads be applied to any component. and are for"dry condition"of use. /Q 'q " ,�4 ',O P..k., TRANS I D: 407736 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. necessary. M�R R f 1 7.Passumes catedadequate dth face is s11� 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center VIII IIIII IIIA VIII IIII VIII I III III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide withjoint center lines. 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