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Plans (401) MST 7--0Q 0°2--°L1 ints2_,&9 0 _ Av MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-89 UP Fax916/676-1909 5A 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:R41832507 thru R41832521 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. PRO GINEc ✓2 : 2PE A,>, OREGON q9 40 AN. 44 8ER 141"'s ©S, A. HER• EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. ....... int MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-89_UP Fax 916/676-1909 5A 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:R41832507 thru R41832521 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ONTO 0%fl�WAs c6.- 11 �+ 49639 k ' ONAL ; rte'' April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 5A R41832507 PL14-89 UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:54 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-u5L6y415vXMDrSQ6LFhTXUOBVnApewMJpiAlyjzOQU? I 2-6-0 I I 2-2-9 1 1 1-2-0 1 1 2-4-11 I Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 -'-' — 114111414414.411444111f 44114414444441444441% - 0 N ee 13 12 11 10 �i 3x4= 3x8= 3x4= 3x4 = 3x4= 10-B-1 11-4-9 1 9-11-9 10�Tl 1 1 111-3-1 1 1 16-4-12 9-11-9 0-1� 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8.E0a 111:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 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) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �y¶ONIO N TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=2532/0,5-6=2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=316/0,2-13=1640/0,2-12=0/1018,4-12=370/0,4-11=-460/161,7-9=1636/0,7-10=0/1105 ., o � y, NOTES 4 1)Unbalanced floor live loads have been considered for this design. " N 2)Refer to girder(s)for truss to truss connections. \ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r 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 d x#9639 ' be attached to walls at their outer ends or restrained by other means. ,p. 17rs39 r, LOAD CASE(S) Standard NAL �°S ,,cs GI l'i E . f� w `x' 87022P z tv -p ,'5j, OR GON ti, `S' A. HrcR � EXPIRES:06/30/2015 April 22,2014 s _ r A)YA4NIH3-te lydcslys ala sw els ax 11 AND Ih D M)SSCHTHISAY3tf*�EL MLTEKREFERENCE PR�if XII 7473 ret J/2/2I1oE 08Ft}S Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �T@�C.' 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,051-89 and BCSI Building Component 7777 Greenback Lane,yule 109 Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1tSiruttseem.Pine(5P)lumbar isapeciflad,tte.det'Ga tatuas are those s9FestfueoG/01/21113 by MSC Job Truss Truss Type Qty Ply 5A R41832508 PL14-89_UP F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:55 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-NHuVAQIjgclU4Tb?IvyCi3ixLVBX_NPgT1 MwJUAzOQU_ I 2-6-0 I I 2-0-11 I I 1-2-0 I I 1-0.9 I Scale=1:25.9 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 e _ e e e __ � z. N e e e r. .41 1/ t2 11 10 9 3x4= 3x6 = 3x4= 3x4= 3x4 = 10-6-3 11-2-11 9-9-11 9-1113 111-1-3 I 1 14-10-12 I I 9-9-11 0-1-8 0-7-0 351 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edoe),111:0-1-8,Ednel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.20 11-12 >870 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.33 11-12 >537 360 BCLL 0.0 Rep Stress lncr YES WB 0.43 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 66 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) 13=649/0-4-4 (min.0-1-8),9=649/Mechanical FORCES (Ib)-Max,Comp./Max.Ten,-All forces 250(Ib)or less except when shown. y*SONIO 44, TOP CHORD 2-3=-2140/0,3-4=-2140/0,4-5=1912/0,5-6=1912/0,6-7=1912/0 BOT CHORD 12-13=0/1359,11-12=0/2319,10-11=0/1912,9-10=0/1371 Q& gs .4j, 4 WEBS 6-10=-418/0,2-13=1467/0,2-12=0/844,4-11=536/22,7-9=1480/0,7-10=0/810 c3 r{ �YCr� A� �t. 0,. Kd NOTES N 1)Unbalanced floor live loads have been considered for this design. i f 2)Refer to girder(s)for truss to truss connections. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ` r 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 rd d49639 GG' be attached to walls at their outer ends or restrained by other means. Qfi, 4b£S'I'E LOAD CASE(S) Standard -40NAL G Ep P R©pEs w,\�� NGtNE€4)' -42, 19 - 87022PE. t-- / yN - 3N nJ SATOREGO 95'0 'A�,�c�48ER �1 A+ SA HERS EXPIRES:06/30/2015 April 22,2014 44 A RARMIMM"-Verity design parameters axd READ MES ON ME AND MIXED MPTEK REFEREN E PAGE ME 7473 rex.1125/261$ DRENSE r «. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown T is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the �,B'Tg1�' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding lY6 1� fabrication.quality control,storage,delvery,erection and bracing,consult ANSI/1P11 Quality Criteria,PSI-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Intormalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern 1,4914l5V)Iumtsar C sipeciftved,nhnn design kgtua4 am t esaE effective o0oa rztfx3 bbyAMSC Job Truss Truss Type Qty Ply 5A R41832509 PL14-89_UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:56 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszXl UY-rUStNmJLR8cx51ZUTfpxcvUWYbsw6pZcG0fs?czOQTZ I 2-6-0 I I 2-5-1 II 1-2-0 II 2-4-11 Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 N �kille \ '2e .00000000000440400.04.00444444V N e e , I• 1'� 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 101319 111-5-9 I 1 16-7-4 I 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edgel,111:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incl YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 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) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ytONIO TOP CHORD 2-3=-2508/0,3-4=2508/0,4-5=-2587/0,5-6=2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 { vA, ::: 6-10=324/0,2-13=1666/0,2-12=0/1041,4-12=399/0,4-11=-480/168,7-9=1660/0,7-10=0/1140 JJ Q i ( lltr ,,), ,c)A.T 1k r- x al 1)Unbalanced floor live loads have been considered for this design. f tq 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. lit 49531 QA., LOAD CASE(S) Standard � . ISTE 'SONAL49 . G .v PRQFFss wrp• tiN�'lNE ',9 f0 �L 8. • 2PE r y(.0vc‘ t '5, OREGO' /5) 1t✓ gl$ER 4° . .4 A. HES EXPIRES:06/30/2015 April 22,2014 4 I AWASNIM-VeritydesigaparanneterssodREADS RS ON THIS ANL MAIM HII£I<REF£REN:E PAGE MIT.7473 sirs OW 2014 BIFORRISE Design valid for use only with Mack connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicabiity of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Carus Heights,CA,95610 if So r Piasetspl eis ,the desiga,xsdasen are:these effectiveOS/05f20S,3 by MSC S Job Truss Truss Type Qty Ply 5A R41832510 PL14-89 UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:57 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXlUY-Jg0Fb6K_CRkoiv8h1NFA970dL?9TrGQIVgPPX2zOQTy 2-3-0 I 1 1-4-11 II 1-2-0 II 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 oy 00............... o N N e e° 1I 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4 = 4x4= 3x4 = 14-3-11 I 13-1-11 113-8-111 I 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): I12:0-1-8,Edoel.113:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 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) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y'taNlO 14. TOP CHORD 2-3=-2635/0,34=2635/0,4-5=-3446/0,5-6=3446/0,6-7=2477/0,7-8=-2477/0,8-9=-2477/0 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 �1 WEBS 7-13=0/354,8-12=569/0,2-16=1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, ° IF�{ 613=-860/0 -- Q NOTES N 1)Unbalanced floor live loads have been considered for this design. y` 2)Refer to girder(s)for truss to truss connections. is r d 3)This truss is designed in accordance with the 2012 International Building Code section 2306,1 and referenced standard ANSI/TPI 1, "� 49639' 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 Q Gts,Z t- be attached to walls at their outer ends or restrained by other means. ,ss 'G .10/ AL LOAD CASE(S) Standard . ci c.�,VO PROF ,N, <...y. �,y I0* -17 - 87022P, r- - , cv y �-0j,©R GON ti,3 A. HON EXPIRES:06/30/2015 April 22,2014 4 _ I A mon_Yea ydesign parameters and REAP 107ES ON MS MILTED KM( E PAGE ff11 7473 rex 1/25/EEDZ r1SBE0tlDISE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabifty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 'A�TQ'`* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYB A R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T711 QuaBly Crfeda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informafion available from Truss Plate Institute.781 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 Of S°uO ores Pita IS144 lumber is npaciflod.the designs vetoes arestance of es tisre 06/03(2013 tat MSC Job Truss Truss Type Qty Ply 5A R41832511 PL14-89_UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:58 2014 Page 1 ID:j7axn40sHnThlyaUAczwoszX1 UY-nsadoSLczlsfK3jta4mPhKZrvOXsafyvjK8z4VzOQTx 1 1"3-0 I 1 1-1-1 II 1-2-0 II 2-4-15 I 2-6-0 j Scale=1:35.4 4x5= 3x4= 3x4= 3x4= 3x4= 4x4= 3x6 FP= 3x8= 1I1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 I/ \ n / N , Ne7Ner /- e -® e _® F'1 f. 1.-1 26 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6= 355 = 3x5 WB= 15-7-9 I 14-5-9155-0-9 1 70-9-8 1 14-5-9 7-0 7-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edoel,[18:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Ina YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 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 2400E 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o'tONlo TOP CHORD 2-3=-2003/0,3-4=2003/0,4-5=-3413/0,5-6=3413/0,6-7=-4247/0,7-8=4247/0, 8-9=-4495/0,9-10=-4495/0,10-11=4230/0,11-12=-4230/0,12-13=3519/0, Ocj 0V Vise 13-14=-3519/0, 14-15=-3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 'r >^ X ",y, 19-20=0/3519,18-19=0/3519,17-18=0/1990 k 1..:, WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=987/0,4-24=0/813, N 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20-327/0, 12-20=0/1057 NOTES '15' 49639 ki 1)Unbalanced floor live loads have been considered for this design. L14�'.GFSZ 2)All plates are 1.5x3 MT20 unless otherwise indicated. ' ''AS' 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 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. �ct) P R Qppt� LOAD CASE(S) Standard vaGIN,Ek c4/C2 870 2PE �,��' y fi'j, OREGO tis 1tr '4:',..., $;t4.,...,....,,, #N �Q as A. H'ER�� EXPIRES:06/30/2015 April 22,2014 1 I A ilYARNlf -Verify design rxrameers and READ f/IES ON 7711S AM IM1lV ED HI7EK REFERENCE PAGE X17 7 473 rca 1,/23/26148Ef)f Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. ilia_ 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 ■e'���,. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �}/� fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qually Criteria,056-89 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 1#Southern dine OP)lumb,er is ,+,the designr values axe.. ee drneO6€Oaf2O3.3 by MSC - Job Truss Truss Type Qty Ply 5A R41832512 PL14-89_UP F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:38:59 2014 Page 1 ID:j7axn40sHnThIyaUAczw0szX1 UY-F38??oLEj3_WyD138oHeEY678o1 UJJY2y_uWp¢OQTw I 1-4.0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 III II 0 N , 1P114 . 1q111411111111111 r IIIM =II 13 4 5 111 3x4= 3x4= 9-1-a 4-1-0 I 1-a 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or4-1-0 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) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. y�ONTO NOTES 1)Refer to girder(s)for truss to truss connections. �� Q WAij 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. w(t 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. L,' y O 'd 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 , l td ' be attached to walls at their outer ends or restrained by other means. f tq LOAD CASE(S) Standard b r 49639 QA ••GIST SIGNAL P G �R,t1) PROFks �CNGIN� A si0,, 4 87022PE r- 17 CV 0(646t4,440 y 0A� OREGO 2, ., 0, �'�&EB 40 OSA He ' EXPIRES:06/30/2015 April 22,2014 4I A /3-t+erfydcarrsnparameters and READ ROTES ON THIS AND MIXED MEDMORRIE MINIM Design valid for use only with Mick connectors.This design is based only upon parameters shown.and is for an individual building component. M" Appl'hcabitfy 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 responsibiflity of the e r{�T ^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding SMB I fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and SCSI BuBding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 II Sau2hete Ptrse tOpt ksmbsa is specified,tiiiedestgn.values arethose eNacmre 06/01/20131,19 MSC Job Truss Truss Type Qty Ply 5A 1241832513 PL14-89_UP F07 Floor 12 1 Job Reference(ootional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-BRGmQTNUFgFDBWSSGDJ6JzBLXCYXn3SLQINdhpzOQTu I 1-7-12 I I 1-8-15 I I 1-2-0 II 1-4-9 I 1-6-0 I Scale=1:30.1 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 3x4 = 1.5x3 II 3x5= 1.5x3 I I 1 2 3x8= 3 4 5 6 7 8 9 10 11 • iam a \ II -.14%44141110.. u \ e..iiiil 4111 / 44444441444414414% / '- a� o .000".°1°.°. 1= 19 ,� 17 16 15 14 13 3x4 II 3x6= 3x8= 3x5 = 3x5= 1.5x3 II 3x4 = 3x4= 1 1-10-12 2 17-5-4 I 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y): 12:0-3-0,Edgel,18:0-1-8,Edgel,f13:0-1-8,Edciel.119:Edae,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,�s' Torrra TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,4-5=2192/0,5-6=2192/0,6-7=-2379/0, 04, �V WAS. W 7-8=-2379/0,8-9=1741/0,9-10=-1741/0 BOT CHORD 17-18=670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, }ir �.v 12-13=0/909 3/ k=, G t WEBS 9-13=408/0,2-18=-808/0,1-18=-765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, x (-4 4-16=0/641,4-17=935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 er1 NOTES .0 49639 tv 1)Unbalanced floor live loads have been considered for this design. ISTEg 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. S 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 ION ALO be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. cd P R Op The design/selection of such connection device(s)is the responsibility of others. �+ F 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). C-+' GINE �/� LOAD CASE(S) Standard ��t Ei7022IDE T- 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plt) Vert:12-19=8,1-11=80 Concentrated Loads(Ib) Vert 1=-304(F) j• m n/ �� OREGO r)a o 90 SER .% .� ,..Its, A. HEP` Q EXPIRES:06/30/2015 April 22,2014 4 t A KR fi1M3-Ye . ��. r:.�r des"lyra parameters z>yd READ!40 TES ON THIS i'rit�ttOEft Mi7£Y REFERENCE PAGE mu 1473 res i,�§f2(rld WORE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. .. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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,delvery,erection and bracing,consult ANSI/fPll Quoit/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 ifSaul/Tenxn Pin.4131141maee is specified,the design s are Strew eSicctve /01/2013 byALSC Job Truss Truss Type Qty Ply 5A R41832514 PL14-89_UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.51D s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-BRGmQTNUFgFDBWSSGDJ6JzBSbchgnApLQlNdhpzOQTu I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 ry e a e 0 0 N <44 I e e 1 9 n 8 e 3x4 = i . 3x4= 3x4 = 3x4= I 3-1-2 3110 3-9-10 1 4-4-10 4161 8-6-8 3-1-2 0-1-5 0-7-0 0-7-0 0-1-8 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edael,19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 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=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. IONIO Z,_ TOP CHORD 2-3=732/0,3-4=-732/0,45=732/0 WA$� BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 d 01 WEBS 2-10=736/0,2-9=37/269,5-7=718/0 0 '‘SR NOTES _ ` �� 1)Unbalanced floor live loads have been considered for this design. / N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. z 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ';r 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 II 496394* be attached to walls at their outer ends or restrained by other means. 0 GISTS ' LOAD CASE(S) Standard 4`fiOjVAIV. G y,c.O PRQp �,N-- �NGINEFR `r/0,„_ 8 • 2PE / r" LP CV y 10�T OREGO (1c),� " 00 'yBER 1� .3i.. `t>S A. H' p' � EXPIRES:06/30/2015 April 22,2014 4 I A itARNIIC.VisnYfdnignraramerrrsand READ ICTES OHTHIS AND maws HI3E?fREFERENCE P>, H777473cut,112Sj2S1 WC&USE leill Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M�TeK' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII QuaNy Criteria,DS8-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety 3f Southern l Truss ate thous sic ho j Institute,781 N. a Suite 312,06,01/2931.3 fOi f 3 A22 4. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5A R41832515 PL14-89 UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn40sHnThIyaUAczw0sz(1UY-feg8ep060_N4pg1epwgLrAjdNO2oWfDVey6ADGzOQTt I 2-6-0 1 0-5-6 1 1 1-2-0 I I 1-7-2 Scale:1"=1' 11.5x3 II 2 354 = 31.5x3 II 4 3x4= 51.5x3 II • N O ' C G ! ! e 9 :((i 8 71.5x3 II 6 3x4= 3x4= 3x4 = I 3-0.142'6 3-9-6 1 4-4-6 1 6-2-8 1 3-0-14 d-1-8 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edgel,18:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. yVONIO TOP CHORD 2-3=362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 ,-..$ �v WAS 4 WEBS 2-9=-456/0,4-6=-424/0 CJ syr NOTES f-.s / t„_; G 1)Unbalanced floor live loads have been considered for this design. t x N 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4) 111 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. •� 49639` 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 GIST be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard -10NALV'' �tVstio PRQpFs� mac, tyGINE �. /o w 870 2PE r. w cv y0- GREG N ti 9b �' BER 1N e*9 EXPIRES:06/30/2015 April 22,2014 4 • AMANIsf3-Way'*lip lama tersandREAD NOTES ON7HISAMTCttiEDHdlKREFERENCE PAGE tar 7473;et 1/28/Ztrt$ 'O.MFUSEl 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 responsibiDty of the erector.Additional permanent bracing of the overall structure is the responsibility of the building ding designer.For general guidance regarding fabrication,qualify control storage,delivery,erection and bracing,consult ANSI/TP11 Quatty Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Stile 109 Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. IfSouthern Pine ISP)lumber it specified,the idettge values ere.thorseaffective 06/031201.5 byS£ Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply 5A R41832516 PL14-89_UP F11 Floor 2 1 Job Reference lootional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-fegsepO60_N4pglepwgLrAjc201vWd_Vey6ADGzOQTt 2-6-0 10.5-10 I I 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 e ° ° v i —.....". .....-..* 0 N �(X(J 9° ° 8°3x4= 1(! \ 3x4= 3 3x4= x4 = I 3-1-2 3'F-10 3-9-10 I 4-4-10 48-8-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1- 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edge1,F9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 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=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1 ONTO 44, TOP CHORD 2-3=761/0,3-4=-761/0,4-5=761/0 �, BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 0.4, Qv VI WEBS 2-10=757/0,2-9=28/290,5-7=737/0 3 NOTES ,,:7' om• 1)Unbalanced floor live loads have been considered for this design. "T / 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4 j , 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. •`.r 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 49639 be attached to walls at their outer ends or restrained by other means. 0444, •t £ G LOAD CASE(S) Standard 'ONAL S ,jc, P R Qpon coN 414 IP' 812PE „ r„ C.D CV y ��j,.OREGO is i.„41./ -YO '.4413E171 .yeER #\0 P A. HERS EXPIRES:06/30/2015 April 22,2014 r t ®WAi1N143 Verity dxxilscpasaaa:rrrsand REAP ECUSOtt7g/ISAftmama Nf7EK8EFE/1ENCE PAGE Ma7473mit,2/25/2614B USE IIMMR Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M-Tek * 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 ANS1/TPI1 Quaily Criteria,DS11-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 O SourtInformation hern PisetSP)vlammber issrierited,the design 78 �Sesseet,Suite Fei e06, 02I OL3 by 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5A R41832517 PL14-89 UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.51D s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:03 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-8gN Wr9PknHVxQgcgNdLa00Gj6PFoF_VetcsklizOQTs I 2-6.0 I I 2-3-5 11 1-2-0 I I 2-4-11 Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 N i- / - \ ID \ 0 9 / - \-� N -' ee e OM' 3x4 1` 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-F 11 3 11-3-1311 16-5-8 10-0-5 0.1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-,Edge!.111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 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) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. +, ONIO TOP CHORD 2-3=2476/0,3-4=2476/0,45=2549/0,5-6=2549/0,6-7=-2549/0 1 ,�s, BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 a47 C?1 W fjr W WEBS 6-10=-319/0,2-13=1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 C, x 4'Q NOTES � � rt, Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r 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 "a, y 49639 C+ be attached to walls at their outer ends or restrained by other means. (� i LOAD CASE(S) Standard S 0NA3. 140 �'40PRO6. �O 4�'GIN4- z, ..- „,,,r4 870 2PE 9 -y -0)�OREGO ti©tel 'I'�$ER 1� O S & HE0 EXPIRES:06/30/2015 April 22,2014 8 l AWARNIP#3-Vererdes#gmparameters madREM NOTES ONMUM ItstP'EDNEM AEFESSS M(5 NII 1473 rest/2S/2l146NO,SEtJSE ..Design valid for use only wilt,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 Id is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ! - ek+ erector Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qually Criteria,DU-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Inrormalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ifSosi&eniPine OP)iarmbsfIs e41%444rhoolasigaeakumaratfaso effroctivaO6/O1f O13byAt&C Job Truss Truss Type Qty Ply 5A R41832518 PL14-89_UP F13 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-cOxu3VPNYbdo2 B1xLspxbpq?pYt Q1n6GbHH8zOQTr I 2-3-0 I 1 1-411 II 1-2-0 II 1-2-5 1 2-6-0 I Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5 = 1.5x3 11 1 2 3 4 5 6 7 8 9 10 e ee e e e N \ o N e e 1 ' 15 14 13 12 3x4= 3x8= 3x5= 3x4= 4x4= 3x4 = 14-3-11 I 13-1-11 ¶5-8-111 I 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(XX): I12:0-1-8.Edae1.113:0-1-8,Ednel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 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) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y'ONIO 44' TOP CHORD 2-3=2664/0,34=2664/0,4-5=3503/0,5-6=3503/0,6-7=2556/0,7-8=2556/0,8-9=2556/0 t�� BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 O$ Co' WA81Nr. Y' WEBS 7-13=0/349,8-12=534/0;2-16=1715/0,2-15=0/1206,4-15=-695/0,6-14=7/395,9-11=1869/0,9-12=0/1118, C1 #( 7___ „v' {�? 613=853/0 i4' , Vic., 0 NCft NOTES 1)Unbalanced floor live loads have been considered for this design. I 4y 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. `.r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. rdX9639 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 11, ISTER be attached to walls at their outer ends o r restrained by other means. `4, G LOAD CASE(S) Standard �tvo PRQFe cANE -Sr 'cc87022P, r i 04 7 -j, OR GUN q, *$'0 S #'' vr EXPIRES:06/30/2015 April 22,2014 t A 18.4)117/3-Yar frdesiya parameters and READ 1 MS 05 7515 AMJ ilaU5E6 1,117Ef REFERENCE WE N77 7473 coo 112512410 BEMUSE • Design valid for use only with M1ek 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 MiTek' �T is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the �AQ�- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,D58-89 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 dfiatuttemPltne(SP}lumber Is specified.thee-design velum are Mese effective 53.12033 byA SC Job Truss Truss Type Qty Ply 5A PL14-89_UP F14 Floor 6 1 841832519 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego.Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-cOxu3VPNYbdo2_B1xLspxbpv4peR_UOr16GbHH8zoQTr I 2-0-0 I 1-10-1 1 1 1-2-0 11 2-5-3 Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 I I 1 2 3 4 5 6 3x4= 7 b e e 0 N e e y — - L] 1 11 10 9 8 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 1 8-9-9 1 9-4-9 I 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edgel.f10:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Ina YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 54 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) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. " ONIO TOP CHORD 2-3=-1397/0,3-4=1397/0,4-5=1183/0,5-6=1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 47V WAs. WEBS 2-12=994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 tt 'tib'aIt :A NOTES 1 Vie, 1)Unbalanced floor live loads have been considered for this design. } 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. ns 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. it' 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 49639 4 be attached to walls at their outer ends or restrained byother means. C) 4btsTs3- LOAD CASE(S) Standard 'cr',tfr CS ''ONAL 4‘tc,0 PROPEA, GI N A9 w y 4t' 870 2PE_ cs) 04 1'y7-cj, OREGO ti�ti O X4rs 1 ER F `S' A. HER EXPIRES:06/30/2015 April 22,2014 t _ . f tPARINN5-Verity design pasametus and READ WITS O#THIS MIXED MITEKREFEREt,CE ACE MIL 7473:£c 1125/2014 USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality 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, €fSoarsr,oms*rnegInis�,s is .deWARM specified, esignWare: ecciv*r M/201.3byMSC Job Truss Truss Type Qty Ply 5A R41832520 PL14-89 UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:06 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-YP3fTBRd4CtWHtKP2mvHO0uKrdQGRS_4Za40M1 zOQTp 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 J O N 7 _ _X . . 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "'" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0' Code IBC2012/TPI2007 (Matrix) Weight 15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-009/0,2-5=-304/01 ONIO NOTES O 0- j} 1)Refer to girder(s)for truss to truss connections. Cs 1 t',)� et 2)This truss is designed in accordance with the 2012 International BuildingCode section 2306.1 and referenced standard ANSI/TPI 1. �Q t. 'C} 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 e „., k 1. i/ be attached to walls at their outer ends or restrained by other means. f 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. 4 T The design/selection of such connection device(s)is the responsibility of others. <r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 49639 LOAD CASE(S) Standard ��0 XrISTfiR Vi 0 7 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 SZOjyALS* Uniform Loads(plf) Vert:4-5=10,1-3=100 Concentrated Loads(Ib) Vert 2=-188(F) P OF �'IN. $- �IPN 87022P; r' y4,, OR GUN rt,' ,©� 90 s 8ER AN. S A` He?"� 1r1 ' EXPIRES:06/30/2015 April 22,2014 AI A WAilWI7P-Vert design paauxse_rs and WAGNOTES OH m/SAM/ 3it'EP Pit EK REFERENCE PAGE HITT 7473 sex 2/2 8/2015 8 tlSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Nu ». 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 responsibiAity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (YB fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TP11 Quality Criteria,051-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 SafetyifSaath nfNtseofSF)tarckb*r is specified,the tetesign ua8tues areeistrec effective Rece��06�i/ 13 A22 4. Citrus Heights,CA.95610 Job Truss Truss Type Qty Ply 5A R41832521 PL14-89_UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:05 2014 Page 1 ID:j7axn4OsFfnThIyaUAczwOszX1 UY-4CVHGrQ?Jvlfg81DV2O2TpL6KD22izQxKwLrgbz0QTq 1 1-6-0 I 1-5-10 11 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.553 II 1.5x3 II 1.553 II 1 2354 = 11 3 4 5354= 6 "L., ' __'' .„vv....77_....._ 0 N e e e e. e 11:i y 8 e 3x4 = L] 354= 354= 354= I 3-2-10 1 3-9-10 1 4-4-10 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8,Edgel.(9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 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=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0'tONIO TOP CHORD 2-11=926/0,3-11=926/0,3-4=926/0,4-5=-926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 WEBS 2-10=804/0,2-9=0/327,5-7=833/0,5-8=0/303C., WAs1-1,. NOTES �• k 1, t 1)Unbalanced floor live loads have been considered for this design. j N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. \r, 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. t r 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 t �; be attached to walls at their outer ends or restrained by other means. 49639 --,--"6: 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. ��' '� The design/selection of such connection device(s)is the responsibility of others. SoNAL 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 t4 P R of Loads Un'rfortnVert:7(0=-8,1-6=-80 Qa G'NE ass! Concentrated Loads(lb) Cn ti 01 Vert:11=169(B) w -7 2- 87022PE r" / 02. cli - '0j,OREGO $p k/ "3-'Cb BEI AN 2Q `9 A. HEp` R EXPIRES:06/30/2015 April 22,2014 4 A ffARNTM3-tfnd/lde_=EEu warm fr9 a5d READ liDTES ON THfSAM mama HI7€K F%€€€il EN E A46€MY 7473 mt.129/2014BEMUS€ ��' Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. 111 . 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 gel(' erector.Additional permanent bracing of the overall structure o the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPII Quality Catena,058-89 and BCS/Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 its mem Pi ME ISP)1unxbev is apes e4 the afesi8rs values are these effective Ge%o1/20t3 tsyAtSC Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause PropertyDamage or Personalj I I (Drawings not to scale) In u offsets are indicated. rY MIME Dimensions are in ft-in-sixteenths. 114014b. 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. 2. Truss bracing must be designed by an engineer.For 0-1/T 6' wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tar I p bracing should be considered. !°- 161111111,41i1°I O 3. Never exceed the design loading shown and never F � stackmaterialsoninadequatelybracedtrusses.Pro ide copies of his truss ign to the ng For 4 x 2 orientation,locate C s cs s O� 4 designer,erection tsupervisorr,,sproperty ownerand plates 0-'s6' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unlehallss not exceese noted,d 19%at moisture timef fabrication.lumber PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated bysymbol shown and/or SYP represents values as published specified. i� Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing. or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *MM111# reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. M 18.Use of green or treated lumber may pose unacceptable ii..-_:-..... environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Wirrek6 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 40'-0" I AR1 AR1 .- CV r iZ # E.4----\— # , , "T J J1 J W`! / J2 Iit ,, J3 4 J4 J 1 J5 ,. 7:, 2 /___ J6 J7 ►M I _ J7 wJ8 , ; 0' i J9 J10 AJam_ �•� r� o ® J10 J11 J11 4 J10 J9- `� a, I J8. . • - 14.2 - -. J7 _. 14:12 Jet_. 7: 2 _ -- \ \ e J12(10 J13 (5) Houses 14:12 HGUS26 — D1 '7 C1 g- I ►i CONFORMS TO DESIGN CONCEPT ' ❑ CONFORMS TO DESIGN CONCEPT WITH GARAGE RIGHT REVISIONS AS SHOWN 111 " .1I1 1OX CONFORMS TO DESIGN CONCEPT © ONS NOTED DESIGN N CONCEPT WITH ElNON-CONFORMING-REVISE AND RESUBMIT ❑NON-CONFORMING—REVISE&.RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEW D FOR GENERAL CONFORMANCE 20'.� WITH H DESIGN CONCEPT ONLY AND OES NOT RELIEv HE ^ " a'" *� + - as - . M i A. F!r f AX^F t nS 3 FABRICATOR/VENDOR OF RESPONSIBIL= Y FOR CONFORMANCE WITH THE •y s u i,,.ue DESIGN DRAWINGS AND SPECIFIC?TION ALL V,r7ttr '_Ynlvn. 1 r .FFV A w DRAWING By__ _AleouL __ Dote 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19,2014 CT ENGINEERING INC ®Copyright CompuTrusInc.2006 EUILUtH: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 PLACEMENT FER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: DRAWINGS ENGINEERED RFOR AU_FURTHER INFORMATION. _' PLAN 5-A COFFER INFORMATION.BUILDING DESIONSIBLE FINEER OF N-TRUS para /�i �� erPLAN: DRAWN BY.-JP REVISION-2: A BLE FOR ALL F REC uss { I'3 TO TRUSS CONNECTIONS.BUILDING `I 5-A / A-A CHECKED BY DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALLCOMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ' 1/8"= 1+ All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 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). _ pi. t .- i 4t* tk Ilkf tt `", f o. 26 0 ;s.'. }' ��t-Y t'fV e{isc 0464,_ .v!a.li 4r rli�1�stir ?J j/o/ . EXPIRES 8/ 011 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2-10=(-799) 2686 3-10=)-300) 336 BC: 2x4 KDDF 91&BTR SPACED 24.0' O,C. 3- 3= -2885)1 1241 1O-11.(-562) 16710 14-1- 1_(-235) 629 WEBS: 2x4 KDDF STAND; ( 736) 574 2x4 DF STAND A LOADING 4- 5= -2255 1147 12-13=(-597) 2094 11- 5= -460 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= -2255 1147 13- 8.(-834) 2444 5.12= -460 1077 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2885 1241 12- 6= -736 574 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -3018 1136 6-13= -235 629 8- 9= 0) 114 13- 7=(-300) 336 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or norefix = CompuTrus, Inc LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEADLOSQ,AD IS A MINIMUM OF 10 PSF. 0'- 0.0' -378/ 2067V -323/ 323H 5.50" 3.31 KDDF ( 625) 43'- 9.5" -378/ 2067V 0/ OH 5.50" 3.31 KDDF ( 625) JT 2, 8: Heel to plate corner = 2.25" 'COND. 2: Design checked for net(-5 POI uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.167' @ 17'- 11.0" Allowed = 2.144" MAX TL CREEP DEFL = -0.321' @ 17'- 11.0" Allowed = 2.858" MAX LL DEFL = -0.036" @ 45'- 9.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.043' @ 45'- 9.5' Allowed = 0.267" MAX HORIZ. LL DEFL = 0.076" @ 43'- 4.0" 21-10-12 21-10-12 MAX HORIZ. TL DEFL = 0.121" @ 43'- 4.0" 7-05-13 7-02-08 7-02-08 7-02-08 7-02-08 7-05-13 Nnot oign assumes moisture content does nott exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.00[27. M-4x6 7.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.6ft, TCOL=4.2,BCDL=6.0, ASCE 7.101 5 441 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), *Si load duration factor=l.� M-5x8(S) Truss designed for wind loads in the plane of the truss only. M-5x8(S) 0.25" 0.25" f\ u, o + v; o M-1.5x3 M-1.5x3 0 0 o A wit w A o 2 M-3x8 M-3x4 10.25" 0.25 M 3x4 M-3x8`6 0 M-5x8(S) M-5x8(S) 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 y y y ) 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 0.0 JOB NAME: 5-A POLYGON NH - 62 4. �Ro��ss Scale: 0.1445 �` %ZziP /02 WARNINGS: GENERAL NOTES,unless otherwise noted: w L rJ:�7c-` 9,. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 7 92"F�.L B2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,yR Truss: B 2 incorporation of component is the responsibility of the building designer. ..4 2.204 compression web bracing must be Installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by #„ ". DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ e/ I' C/1Q 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. -� OREGON ((j S E: . : 6037152 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4 '4, rf \I 1A_„ design bads be applied to any component, and are for"dry condition"of use. /3 1 4 �"(, T • TRANS I D: 406556 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if t! �1tY necessary. t{ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. rry'i 11.•`-, 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center INVTCA in BCSI,copies of will be furnished upon ch lines coinide with joint center Ines. IIII 1111111111111111111111 I III VIII VIII VIII VIII VIII IIII IIII MITTPe USA,Inc,/CompuT u3'Software 7,6.6(1 L)E request. late in Inches: 19.Dts 0.FFo basicconnectorectoroppplate design values see ESR-1311,ESR-1989(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- q BC: 2x4 KDDF #1&BTR3= 0) 114 9. 0=(-803 2654 3- 4=(-234) 335 7- 8=(-257) 628 SPACED 24.0" O.C. 2- 3= -2998 1127 9.10=1-607 2217 9- 4=(-234) 630 WEBS: 2x4 KDDF STAND; 3- 4= -2865 1232 10.11=(-267 1637 4-10.(-737) 574 2x4 DF STAND A LOADING 4- 5= -2234) 1138 11-12=(-584) 2045 10- 5= -460 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2229 1164 12- 8=(-829) 2355 5.11=)-450) 1055 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7= -2794 1278 11. 6= -713 566 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD= 42.0 PSF 7- 8= -595 713 6-12= -258 552 VERHANGS: 24.0" 0.0' LL = 25 PSF Ground Snow (Pg) 12- 7= -240) 354 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BAG REQUIRED((BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIIVEOLOAD OAT LOCATION(SHECKED ) SPECIFIED A 20 PSF LBY IBC STORAGEIMITED 1 . LOCATIONS0'- 0.0" -380/AC2064V -302TIONS / 316H 5IONS .50" 3.30ZE N KDOFP(C625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 6.2" -281/ 1855V 0/ OH 5.50" 2.97 KDDF 625 JT 2: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans ICOND 2 Design checked for net( p=f)splift at 4 'o cpaCi�n lI VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.163" 8 17'- 11.0" Allowed = 2.130" MAX TL CREEP DEFL = -0.314' @ 17'- 11.0" Allowed = 2.840" MAX HORIZ. LL DEFL = 0.074" @ 43'- 0.7" MAX HOAIZ. TL DEFL = 0.117" @ 43'- 0.7" NOTE:Design assumes moisture content does 21-10-12 not exceed 19% at time of manufacture. 21-07-08 Design conforms to main windforce-resisting 7-05-13 7-02-08 7-02-08 7-02-08 7-04 7-01 system and components and cladding criteria. 12 T f f Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00(7 Q 7.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 ,(--4. in the plane of the truss only. \ M3x5 M-5x8(:) M-5x8(S) 0.25" Lo0 0) 1144 101 M-1.5x3 o ,aet o - 0 o L4.7.7 r- . \ / o ... 10T T11 12 8++ M-3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 c M-5x8(S) M-5x8(S) ), /' y )' y y y ), 8-11-01 8-11-15 7-11-08 8-11.15 8-07-13 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - B1 Scale: 0.1411 ,5'� � )PN ��04, WARNINGS: GENERAL NOTES,unless otherwise noted: t44 Z Z!ir % � 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual -T"92`11PE y-" Truss: B 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. ! 3.Additional temporary bracing to Insure stability during construction 2• 'Design assumes the top and bottom chords to be laterally braced at / DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2o.c.and at 10'o.c.respectively unless braced throughout their length by ✓ the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '-�•. DATE: 8/22/2014 Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ �f. SE 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON `c• S E,Q. : 6037153 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 7,. f 1h design loads be tippled to any component. and are for"dry condition"of use. N 5�.. TRANS I D: 406556 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� 1 4 20 P' fabrication,handing,shipment and installation of components, Designoessary. ry 6.This design is furnished subject to the imitations set forth by7. latesassumes caeduone drainage face is ptruss,a. r-�t.1 �C-r 8.Plates shall be located on both faces of truss,and placed so their center +�i V L" 11111 IIII 11111 1110 Hill VIII IIII IIII TPI/WIGA in BCSI,copies of MiTek USA,lnC./COrnpuT s(Software 7.6.6(1 L)E request. 10.For basic connectorlines coincide with rint center Ones. plate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate In Inches. EXPIRES:12131/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2-11= -1431) 2572 3.11=( -152 192 15.10=(-182) 108 BC: 2x4 KDDF Al&BTR SPACED 24.0' O.C. 2- 3= -3025 992 11.12= -1288 2429 11- 4={ 49 296 WEBS: 2x4 KDDF STAND; 3. 4= -2875` 987 12-13= -1034) 2330 4-12=1 -445 367 2x4 DF STAND A; LOADING 4- 5= -2453 910 13-14= -850 2024 12- 5= -216 868 2x4 KDDF 1$1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 14.15= -541) 1259 12- 7= -443 150 DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2076 878 7-13= -254 324 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241 822 13- 8= -226 582 BC LATERAL SUPPORT <= 12'OC. UON. 8- 9= -1563 594 8.14=( -966 497 LL = 25 PSF Ground Snow (Pg) 9-10= -141) 157 14- 9=( -329 1300 9-15=(-2078 770 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -340/ 2071V -179/ 367H 5.50' 3.31 KDDF ( 625) OVERHANGS: 24.0' 0.0" 43'- 6.3" -259/ 1936V 0/ OH 5.50" 3.10 KDDF 625 M-1.5x4 or equal at non-structural IGOND 2 Des gn checked for nett-5 pal) uplift at 24 'oc spacing.) vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL.L/180 Connector plate prefix designators: MAX LL DEFL = -0.036' @ -2'- 0.0" Allowedd = 0.200" C,CN,C18,CN18 (or no prefix = CompuTrus, Inc MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267' M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.165" @ 15'- 9.7' Allowed = 2.130" MAX TL CREEP DEFL= -0.296" 8 22'- 6.6' Allowed = 2.840' JT 2: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8"MAX HORIZ. TL DEFL = 0.114' @ 43'- 2.8" 0-04-15 NOTE:Design assumes moisture content does fI not exceed 19% at time of manufacture. 19-11-11 23-06-09( f Design conforms to main windfarce-resisting 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 system and components and cladding criteria. T T T TT 1' 1' 1' T Wind: 140 mphh=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 15-09-12 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.u, Truss designed for wind loads 12 in the plane of the truss only. 7.001/ M-4x6 M-5x6(S) M-3x4 025" =M-4x4 M-1.5x3 M-5x6(S) fp 7 y 4s 0.25" cm /V // 4\\+1 4 4 v,- M-1.5x3 o / c;, ,_ _.... o . 54 1 M-3x8 M-3x4 0.25" M-3x4 0.2 =M-4x4 M-5x8(S) M-5x8(S) (S) .* y y )' y 7-11 7-06 9-05-08 9-03-12 9-04 y , y 2-00 43-06-04 ��0,t,a PR O/1- JOB NAME: 5-A POLYGON NH - AH3 Scale: 0.1504 ``� GiN WARNINGS: GENERAL NOTES,unless otherwise noted: �t v(��nti bH t- - 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual C. =9G„P E c Truss: AH 3 and Warnings before construction commences. building component.Applicability of design parameters and proper /f/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. > 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • DES. BY: EE 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 po ty P continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). `' ' �tr ' DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging r lateral bracing required where shown++ �� QREGON�� v/ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 71fd SEQ. : 603 7154 fasteners are complete and at no time should any loads greater then 5•Designed assumes im dry condition"a e tobeused In a non-corrosive environment, . 1 4 �O design loads be appled to any component 6•Design assumes full bearing at all supports shown.Shim or wedge if Q P TRANS I D: 406556 5.CompuTms has no control over and assumes no responsibility for the necessary. +}�q�[ Qf fabrication,handling,shipment and Installation of components, 7.Design umes adequate drainage is provided. -CL)t)I t t, 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - in I,copies of ch will be fumished upon ines coincide with 1111101 VIII VIII VIII VIII IIII IIII MiTek USA, ncs/CompuT 9ISoftw B 7.6.6(1 L)-Z request. 10.IFor basic co nectoroplate design values see ESR-1311,ESR-1988(MiTek) int center Ines. 9.Digits indicate size ofplate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2-11= -1431) 2572 3.11=( -152 192 15-10=(-182) 108 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3= -3025 992 11-12= -1288) 2429 1 4= 49 296 2x4 DF STAND A; LOADING 4- 4= -2875 987 12.3-13= -1034) 2330 4-4-12=( -445 367 2x4 KDDF k188TR B LL( 25.0)�OL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5= -2453 910 13-14=( -850) 2024 12- 5= -216 868 DL ON BOTTOM CHORD = 10.0 PSF 5- 6= 0 0 14.15=( -541 1259 12- 7= -443 150 TC LATERAL SUPPORT <= 12"0C. UON. 5. 7= -2076 878 7-13= -254 324 BC LATERAL SUPPORT <= 12'0C. UON. 8-TOTAL LOAD = 42.0 PSF 8= -2241 822 13- 8= -226 582 8- 9= -1563) 594 8-14= -966 497 LL = 25 PSF Ground Snow (Pg) 9-10= -141) 157 14- 9=( -329 1300 NOTE: 2x4 BRACING AT 24"OC VON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-15=(•2078 770 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -340/ 2071V -179/ 367H 5.50" 3.31 KDDF 625 43'- 6.3" -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625` Connector plate prefix designators: C,CN,CI8,CN18 for no prefix) = CompuTrus, Inc GOND D s'gn checked for net(•5 psf) uplift at 24 "ac *p ;nn I M,M20HS,M18HS, 16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 2: Heel to plate corner = 2.25' MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200° ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.165' @ 15'- 9.7" Allowed = 2.130" MAX TL CREEP DEFL= -0.296" @ 22'- 6.6' Allowed = 2.840" MAX HORIZ. LL DEFL = -0.080° @ 43'- 2.8' MAX HORIZ• TL DEFL = 0.114' @ 43'- 2.8" 0-0 15 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 15-11-11 27-06-09 Design conforms to main windforce-resisting Tf system and components and cladding criteria. 5-03-05 5-00 5-03-08 �� 6-06-14 6-11-13 6-11-13 7-00-01 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 15-09-12 load duration factor=l.6, Trssind lads I f inuthedplaneeofesigndfthewtrussoonly. 12M-5x6 M-5x6(S) 7' M-4x6 6 M-3x4 ( ) M-5x6(S) 7 ,°825" =M-9x4 M 110 x3 9! h a 0.25" tt V• O o M 1.5x31/ +' + +I B 4 0 + 01 0 \\I, u; 0 2' A t1 aj2 M-3x8 M-3x4 0.25" M-3x4 0"254 13* 8 M-5xS =M 4x4 y y y M-5x8(S) y M•5xa(s) y y 1, y 7-11 7-06 9-05-08 9-03-12 9-04 2-00 43-06-04 y JOB NAME: 5-A POLYGON NH - AH2 Scale. 0.1504 ?�� ' .",512z/17Y �Gf 2 z/ "Y pN ��s`rO WARNINGS: GENERAL NOTES,unless otherwise noted: (,V -17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual !4922 6 6 PE r Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer, DES. BY EE 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectvey unless braced throughout their length by �>rir DATE: 8/22/2014 the overall structure Is the responsibility of the buildingdesigner, continuous sheathing such es plywood required sheathing(TC)and/or drywall(BC). A�a""� P° y 9 3.2x Impact bridging or lateral bracing where shown** It 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6037155 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �" OREGON 1,,, design bads be applied to any component, end are for"dry condition"of use. L"�y� TRANS I D: 406556 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �O 7• 14 S- fabdcatlon,handling,shipment end installation of components. necessary. 6.This design is furnished subject to the limitation set forth by7.PlatesPshall be assumes caeduone drainagehcIs provided., n y�` 1111111111011111111 VTPIIVVTCA in BCSI,copies of which will be furnished upon request. 8 acoincide with joint center liness of truss,end placed so their center 1. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Digitsasic connectoate size r plf alate in inches. te design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1111141This LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 411R/DDF/Cq=1.00 TC: 2x6 KODF #18BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0 114 2.11=(-1639) 4875 11. 3=( 0) 300 9-16=(-4391) 1805 2x4 OF 2400F T1 2- 3=(-5879 1836 11-12= -1642) 4872 3.12= -366) 286 16.10=1 -342) 255 BC: 2x6 KDDF #18BTR LOADING 3- 4=(-5549 1990 12-13= -2387 5968 12- 4= -428 1623 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4. 5= 0 0 13.14= -2428 5968 12- 6= -1761 953 TC UNIF 4966 6-13. 0 419 2x4 KDDF #2 A; BC UNIF LL( 100.01+DLI 40.0,= 128.0 PLF 40.0 PLF 10'- 0.0" TO 43'- 6.3' V 7. 8= -5543 2225 15.16= -1257 2945 17.14= -967 5- 7= -4 19 2x4 DF STAND B 6 2x4 KDDF STUD 8- 9= -3514 1448 14- 8= -312) 1314 TC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 9-10= -100) 112 8-15= -2455 1086 BC LATERAL SUPPORT <= 12'OC. UON. 15- 9=I -684) 2397 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'OC UON. FOR THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED0'- 0.0" -1099/ 3690V -131/ 270H 5.50" 5.90 KDDF 625) 43'- 6.3' -1506/ 3729V 01 OH 5.50" 5.97 KDDF ( 625 OVERHANGS: 24.0" 0.0" IGOhD 2 Design hacked for net(�psf) upl ft at 24 "Sc spacing I Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL= -0.032" @ -2'- 0.0" Allowed = 0.200" M,M2OHS,MI8HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.039' @ -2'- 0.0' Allowed = 0.267" MAX LL DEFL = 0.290" @ 19'- 5.3" Allowed = 2.130" ** For hanger specs. - See approved plans MAX TL CREEP DEFL= -0.569" @ 19'- 5.3' Allowed = 2.840" MAX HORIZ. LL DEFL = -0.108" @ 43'- 0.8" MAX HORIZ. TL DEFL = 0.171' @ 43'- 0.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 11-11-1131-06-09 (A11 Heights), Enclosed Cat.2, Exp.6, MWFRS(Dir), load duration factor=1.6, T Truss designed for wind loads 5-11-14 5-05-02 0-0�6-10 5-10-05 6.05 6-05 6-05 6-05-04 in the plane of the truss only. 11-09-12 T f,),640# 12 M-7x8(S) 7.00I� M 5x10 5 =M-6x6 0.�5" =M-66x6 =M-10x10 M-3x610 a' 6 St y SW {1 M-3x4 -4- i r + + 0 + A o 0 A o 1.1. m o 20BM : o -1115x3 12 M-3x10 1�25" =M 4x4 0.25) M-4x10 =M-8x8(S) =M-10x10(S) 10(S) y y y > y 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 y y y 2-00 43-06-04 D PROreS JOB NAME: 5-A POLYGON NH - AH1 Scale: 0.1519 �`� GIN '�'/p WARNINGS: GENERAL NOTES,unless otherwise noted: i!�N�Zi ziT � 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 T920..P E. 1' and Warnings before construction commences. building component.Applicability of design parameters and proper T r u s s: AI-11 2.204 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary brad to insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at P rY ng 2'o.c.and at 10'o.c.respectivaty unless braced throughout their length by r „tAp*"' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywat(BC). r 1. DATE: 8/22/2014 the overs#structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ sl OREGON a �+y� SEO. : 6037156 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. -q fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 4. v, ^\ design loads be applied to any component. and are for"dry condition"of use. Q 1 1y TRANS I D: 406556 5.CompuTrus has no control over and onsumes no responsibility for the 8'Design assumes fug bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. +1 R I I- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedsize ofpplate on both faces of truss,and placed so their center ch will be furnished upon 111111 VIII VIII VIII VIII VIII VIII IIII IIII MiTek USA,lnc./CompuTrus TPI/WTCA In BCSI,copies of )Software 7.6 6(1 L)E request. In inches. 10 lines coincide with joint center hnes. F r basic te oconnector plate design values see ESR-1311,ESR-1988(MITele EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE 1.15 1- 2= 0) 114 2.11=(-1212) 3463 11- 3=( -236) 849 17. 8=("300) 336 BC: 2x4 KDDF N1&BTR; SPACED 24.0" O.C. WEBS: 2x4 KDDF6) 350 2x4 DF .(00F 8 3- 4= -3073, 1177 12.14=( -797) 2720 12-3-12 4.( 500) 348 2x4 DF STAND A LOADING 4- 5=1.2541 1132 13-15= 0 0 4.14= 567 259 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6= -2298 1240 14.15= •626 2374 5.14=) -288) 1055 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2207 1142 15-16= -261 1600 5-15= -1419 749 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2812 1243 16-17= -595 2048 15- 6= -558 995 LL =25 PSF Ground Snow P 8- 9= -2957 1138 17- 9= -836) 2403 6.16= -434 1178 OVERHANGS: 24.0" 24.0" ( g) 9-10= 0 114 16- 7=) -722) 578 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7.17=( -243) 599 Connector plate prefix desi nators: LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IS A MINIMUM OF 10 PSF. L C,CN,C18,CN18 (or no prefix)Q =CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD OCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,MI8HS,M16 = MiTek MT series 0'• 0.0" -379/ 2067V -323/ 323H 5.50" 3.31 KDDF 625) JT 9: Heel to plate corner = 2.25" 43'- 9.5' -378/ 2067V 0/ OH 5.50" 3.09 DF ( 670) ICON_ D Design h k d for net) 5 paY) uplift a_ t 2q Sc spa nn I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267' MAX LL DEFL = 0.211' @ 14'- 6.0" Allowed = 2.144" 21-10-12 21.10.12 MAX TL CREEP DEFL = -0.393" @ 14'- 6.0" Allowed = 2.858' MAX LL DEFL = •0.036' @ 45'- 9.5" Allowed = 0.200" 2-09 5-10-08 5-10-08 7-04-12 7-02-08 7-C2-08 7-05-13 MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267" ( MAX HORIZ. LL DEFL = 0.102" @ 43'- 4.0" 12 12 MAX HORIZ. TL DEFL = 0.166" @ 43'- 4.0° 7.00 V M-4x6 7.00 NOTE:Design assumes moisture content does 4.0" not exceed 19%at time of manufacture. 6 fi( i` Design conforms to main windforce-resisting M-6x8(S) M-5X8(S) system and components and cladding criteria. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 0.25" 0 25° load duratis),on Entorsed, Cat.2, Exp.B, MWFRS(Di 1 r), +,. "4Truss designed for wind loads n in the plane of the truss only. 0 o M-3x4 4- \M-1.5x3 ,- M-3x4 M-4x6 __ _ o .. : 12 ) 1, _ �7 M-5x6 M-3x4 0 1.. 15 )s :417 „'9 g o M-4x6+ 8M-5x10 0,25 M-3x4 M-3x8 0 .0 2.75 2.04 vM-4x10 M18HS-5x16(S) 12 12 y y y ), J, ), )- y g,-05-0 5-10-08 6-02 0-11-1g 10-04-12 8-11-15 8-11-01 y p, 27-05.04-05-08 12-00-08 1710-04 y y ,2-00 y2-OOy 14-06 29-03-08 2-00 43-09-08 2-00 JOB NAME: 5-A POLYGON NH - 63 . r. wRoFFo Scale: 0.1309 `cj ' ('j)N `r/0,,s WARNINGS: GENERAL NOTES,unless otherwise noted: 451v /2 i7fir "Y. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual 4' T.920 0 PE 1"" Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper t 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. y DES. BY: E E 3.Additional temporary2.Design assumes the top and bottom chords to be laterallybraced at ! bracing to insure stability during construction Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.such as unless braced throughout their length by , DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such es plywood required in ere s and/or drywell(BC). „r1r0rr , l'p ttY 9 3.2x Impact bridging or lateral bracing where shown++ It SE/1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. f,i Wcorrosive environment, {)REGONN TRANS I D: 406556 design loads be applied to any component end are for"dry condition"of use. 6.5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes LA bearing at all supports shown.Shim or wedge if Q 1 4 Cy, fabrication,handling,shipment and installation of components, necessary. V 6.This design is fumished subject to the limitations set forth 7.PlatesPassumes be el adequate on dthifaa is provided. r�n(.i TPI/WICA in BCSI,copies of which will be famished upon request. 8 necoincide with joint center enines faces of truss,end placed so their center C rt L 1111111111011111111 MiTek USA,Inc/CompuTrus Software 7.6.6(1 L>_E 10.Forbasic i onnecto rplate designh values see ESR-1311,ESR-1986(Wel() EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2.15=(-1177) 3199 15- 3=( -99 614 22.13.( -87) 221 SPACED 24.0" O.C. 2- 3= -3891) 1497 15.16=) -931I 2763 15- 4=�-277 430 13-14.(-2471 843 BC: 2x4 KDDF SND; 3. 4= -3508) 1481 16-18= -757 2413 4-16.(-342 253 WEBS: 2x4 KDDF STAND;ALOADING 4- 5= -2938 1219 17.19= 0 0 16- 5= -121 527 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388 1115 18.19= 556 2143 5.18= -543 368 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7= 0 0 19-20= -544 2087 18- 6= -405 964 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 6- 8= -2026 1048 20-21= -542 2142 18- 8= -92 159 8- 9= -2115 1045 21.22= -720 2182 19- 8.(-486 183 LL = 25 PSF Ground Snow (Pg) 9.11= -1914) 992 22-14=1 -818 2248 8.20=' -93 265 NOTE: 2x4 BRACING AT 24'OC UON. FOR10.11= 0) 0 20- 9=) -33 154 STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED 11.12= -2294 1043 9.21= -495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -2668 1116 11-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= -367 444 21-12= -434 341 12.22=) -68) 268 OVERHANGS: 24.0' 0.0" M-1.5x4 or equal at non-structuralBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES 0'- 0.0" -349/ 2064V -211/ 2246 5.50' 3.30 KODF ( 625) Connector plate prefix designators: 43'- 6.2" -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 . MiTek MT series IGO&D 2 Design checked for set) 5 pal uplift at 24 "uc spacing I ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-11-11 3-10-02 19-08-07MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200" MAX TL MAX LL DEFL = 0.174' @ 17'- 8.5' Allowed = 2.130' CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267' 4-02-11 4-04-07 1-08-13 �4-07-09 5-03-08 4-10-08 MAX TL CREEP DEFL . -0.335" @ 22'- 10.8" Allowed a 2.840" �� �� MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7" 2-07-0 4-04-07 0-04-15 5 05 12 0 04 15 5.01 08 f� ( ( MAX HORIZ. TL DEFL . 0,158" @ 43'- 0.7" 15-09-12 15.06-08 NOTE:Design assumes moisture content does f ff f not exceed 19% at time of manufacture. 12 M-3x4 12 Design conforms to main windforce-resisting 7.00(/ M-3x8 Q 7.00 system and components and cladding criteria. M-4x6M-4X6 M-5x6(S) Wind: 140 mpht h=23.9ft, TCDL=4.2,BCOL=8.0, ASCE 7-101 7 '1 A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dlr), 8 9 M 5X6(S) load duration factor=l.� 0.25" iTnuss thedplaneed offor thewind trussoads only. 0.25" I .2 o M-3x4 + /I/44 +r + �1-3x5 r M-1.5x3 / \ M-1.5x3 co0 M-4x6 0/ _ _ ,� f MN, 1Z. 2 M-5x10 M-3x4 0 17 19 20 22 1"* o - M-4x6+ o M-5x10 M-3x4 0.2�') M-3x4 M-4x6 0 a 2.75 1.89- M-4x8 M-5x8(5) 12y y J., y ), 11-90112 , y y 2-05-0$ 6-06-10 5-05-1411-Y08-(1? 5-07-14 5-05-12 7-06 7-07-12 y 2)-05-08 13-01-04 , 2-00 25-11-08 y 14-06 29-00-04 y 2-00 43-06-04 • (1 �RQ�k'SAN JOB NAME: 5-A POLYGON NH - BH3 Scale: 0.1286 .\.'" 1 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 V /Z l/ 11 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 r Truss: BH 3end Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ,.° 3.Additional temporarybracing to Insure stability during construction 2.Design assumes the top and bottom asschobrds to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .1, , DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'" DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ OREGON 1k w,/('r 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "n SEQ. : 603 715 8 fastener are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4+If '1/, N design loads be applied to any component. and are for"dry condition"of use. 1' 1 6.Design assumes full bearing at all supports shown.Shim or wedge if �A I TRANS I D: 406556 5.CompuTnn has no control over and assumes no responsibility for the necessary. � �[f y`� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r'7 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 INVTCA in BCSI,copies of ch wM be furnished upon ines 11111111111111111111 MTTPe USA,Inc./CompuTrus(Software 7.6.6(1 L)-Z request 1 O.(For basic coincide ecore size ofplate in inches. 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 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1. 2= 0) 114 2.15=(((-1177) 3199 15- 3=( -99) 614 22.13=( -87) 221 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3= -3891) 1497 15-16=I -931 2763 15- 4= -277) 430 13.14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3- 4= -3508 1481 16-18= -757) 2413 4-16= -342 253 2x4 DF STAND A LOADING 4- 5= -2938 1219 17.19= 0 0 16- 5= -121 527 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388) 1115 18.19= -556 2143 5-18= -543 368 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 19.20= -544 2087 18. 6= -405 964 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 6- 8= -2026 1048 20-21= -542 2142 18- 8=( -92 159 8- 9= -2115 1045 21-22= -720 2182 19- 8= -486 183 LL = 25 PSF Ground Snow (Pg) 9.11= -1914) 992 22.14=) -818 2248 8-20= -93 265 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10.11= 0 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2294) 1043 9-21= -495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY ISC 2012. 12.13= -2668 1116 11-21= -327 826 THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. 13.14= -367 444 21.12= -434 341 OVERHANGS: 24.0" 0.0" 12-22=( -68) 268 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES M,M2OHS,M18HS,M16 = Muck MT series 0'- 0.0" -349/ 2064V -211/ 224H 5.50" 3.30 KDDF ( 625` ** For hanger specs. - See approved plans 43'- 6.2" -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) ICOND- 2: Design checked far net( psf) uplift at 24 "oc ins VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.174" @ 17'- 8.5' Allowed = 2.130" 15-11-11 11-10-02 15-01111111116.: 5-08-07 MAX TL CREEP DEFL = -0.335" @ 22'- 10,8' Allowed = 2.840' MAX HORIZ, LL DEFL = 0.095" @ 43'- 0.7" 4-02-11 4-04-07 1-X08-13 4-07-09 5-03-08 4-10-08 MAX HORIZ. TL DEFL = 0,158" @ 43'• 0,7' 2-07-04 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 Not exceed assumes moisture content does not exceed 19%at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting 1' T 'f f system and components and cladding criteria. 12 M-5x6(S) M-4x6 7 M-3x8 M- x4 1 M-4x6 7.00�/ 1 12 Wind: 140 mph, h=23,9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 . o M-5x6(S) Q 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 0,25" Truss designed for wind loads 5 0.25 in the plane of the truss only. vM-3x4 +'m /+N\ o M-1.5x3 M-4x6 `/hk ttd o 1 y� 16 M ���T _ it 2 M-5x10 M-3x4 0 17 is 20 22 14• o M 4x6+ o M-5x10 M-3x4 0.25x' M-3x4 M-4x6 0 -.2.751.89=_M-4x8 M-5x8(S) y 12 y y 1-90 112 / )' J' y y -05-01 6-06-10 5-05-14 11108-02 5-07-14 5-05-12 7-06 7-07-12 y ,-05-08 13-01-04 , 2-00 25-11-08 y J, y 14-06 29-00-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH2 Scale: 0.1266 ��'�`` GJPN/ ss WARNINGS: GENERAL NOTES,unless otherwise noted: w� L/2 p/'. 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4 . !92 t•P E I- Truss: BH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be instated where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during constructor 2.Design assumes the top and bottom chords to be laterally braced at400010. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by DATE: 8/22/2014 ybuilding designer. continuous sheathing such as plywood required where shown and/or drywall(BC). the overall structure Is the responsibility of the 3.2x Impact bridging or lateral bracing where shown++ CC. SEQ. : 60371594.No bad should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a corrosive environment, �� 7, 1h ^V TRCedesign loads be applied to any component and are for"dry condition"of use. ,q fit .+L. +.� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at at supports shown.Shim or wedge If Qi 4 ` nfabrication,handling,shipment and Installation of components. "C i assumes adequate drainage Is provided. rid/ t 6.This design Is famished subject to the Imitations set forth by 8.Plates shall be locatedon both faces of truss,and placed so their center PR 11.. 1111 11111 11111 VIII ILII VIII 111 III TPOWTCA In M TB USA,lnc./CompuT I,copies of s whlSoftware 7.6.6(1 L)E requestch will be furnished upon joint pp 9.Digits indicate size of late In Inches. 10 For basic connector plate design values see ESR-1311,ESR-1988(Wet) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2.15=(-1844) 6771 15- 3=( -359) 1675 21-13=(-366) 278 2x6 KDDF 418BTR 72, T3 2- 3=4.8240 2291 15.16= -1727 6287 3-16=S -728) 178 13.22=) 0) 299 BC: 2x6 KDDF #1&BTR LOADING 3. 4= -6514) 2010 16-17= -1666) 5567 16- 4=( 0) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= -6058 2101 17-18= -2003 5967 4.17= -494 262 2x4 DF STAND A; TC UNIF LL 50.0)))+DL 14.0)- 64.0 PLF b'- 0.0" TO 12'- 0.0" V 5- 6= 0 0 18.19= -2095) 6120 17- 5= -631 2092 2x6 KDDF STAND B IC UNIF LLI 100.0)+DLI 28.0)= 128.0 PLF 12'- 0.0" TO 31'- 6,2" V 5- 7= -5197 1853 19.20= •2199)) 6298 17- 7= -1786 823 IC UNIF LL 50.0)+DL 14.0;= 64.0 PLF 31'- 6.2" TO 43'- 6.2" V 7- 8= -6026 2221 20-21= -2060 5951 7-18= -465 1243 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 6.2" V 8- 9= -5957 2233 21-22= -1418) 4762 18- 8= •19) 222 BC LATERAL SUPPORT <= 12"0C. VON. 9-10= -6194 2281 22-14= -1415 4765 19- 8= -779) 384 TC CONC I .0 +DL( 140.0)= 640.0 LBS @ 12'- 0.0" 10-12= -4749 1699 19- 9= -541 281 TC CONC LL500 +DL( 140.0)= 640.0 LBS @ 31'- 6.2" 11-12= 0 0 9-20= -282 337 NOTE: 2x4 BRACING AT 24'OC UON. FOR 12.13= -5572 1920 20-10= -89 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13-14= -5833 1764 10-21= •1904 912 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 12-21= -481) 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -1078/ 3764V -151/ 1648 5.50' 6.02 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 6.2' -994/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ** For hanger specs. - See approved plans (GOND 2 Design checked for net(�psf) uplift at 24 'oc spacing./ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.350' @ 21'- 11.8' Allowed = 2.130" MAX TL CREEP DEFL = -0.695" @ 21'- 11.8" Allowed = 2.840' MAX HORIZ. LL DEFL = 0.150" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.249" @ 43'- 0.7" 11-11-11 19-10-02 11-08-07 NOTE:Design assumes moisture content does 4-04 0-0610 2(-03-08 5-02-05 0-0�6-10 5-08-10 not exceed 19% at time of manufacture. 2-09 4-04 2-02-1$ 5-05-13 4-07-11 5-05-02 Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mphh=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-101 T �6401t 1V640# T 11-09-12 11-06-08 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 12 12 Truss designed for wind loads M-3x5 M-7x8(S) in the plane of the truss only. 7.00 1/ M-5 12 7 M-36x4 9 0.25" =M-4x4 11 M-5x10 Q 7.00 - S• VP- i s M 3x4 M-3x4 3 /V + c, M-3x8 co M18HS 3x18 a B 7x12 0 =M-8x8 M-3x4 M-4x8 =M 8x8 19 0.2? M-3x10M-1225x3 14* 0 M-4x6+ M-4x6+M18HS-7x14 =M-8x8(S) a 2.75 2.75 0 y12 y y ), y2 ) J' I . I -05-0$ 4-04 4-05-12 3-02-1112-00y 8-01 7-11-04 5-05-02 5-06-14 1 J, ,2-009-05-08 12-00-08 2-00 27-00-04 y 2-00 43-06-040 PROFS JOB NAME: 5-A POLYGON NH - BH1 Scale: 0.1366 \�� ltt��QQ�4N s�t�rp WARNINGS: GENERAL NOTES,unless otherwise noted: (,� V r�/2111 -Y L.1 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an Individual =7 `" G r Truss: 81 l 1 and Warnings before construction commences. building component.Applicadiiy of design parameters and proper 2.204 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracingto Insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at fir. Po ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by il�,Aa�^' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). -1114 ` DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ��" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -51 QREGION <t/ SEQ. : 6037160 fasteners are complete and at no time should any loads greater than 5.Design assumes'.russes are to be used Inc noncorrosive environment, L//��, 2 � design bads be eppled to any component and are for"dryfulbecondition"of use. „t 1 4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Decease assumes full bearing at all supports shown.Shim or wedge If {�� fabrication,handing,shipment end installation of components. necessary. 41 ��,,,,`+ P Po 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 TPI/WTCA In I,copies of will be upon wh ch IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIM Te USA,InCJCompuT us ISoftw a 7.6.6(1 L)E request. late in inches. 1lines coincide with joint center fines. 90.Foits Incate sizer basic connectrplate 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 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE 1.15 1- 2- 0 86 2- 8=(-104) 734 3- 8=(•401 388 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2- 3= -1004 236 8- 9= 48 481 8- 4.(-295 595 WEBS: 2x4 KDDF STAND3- 4=I -885 459 9- 6=) -74; 602 4. 9=(•294 595 TC LATERAL SUPPORT <= 12"OC. UON, LOADING 4- 5= -885 459 9- 5=(-401 388 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 5- 6=I-1004 236 �L ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 86 OVERHANGS: 12.0" 12.0" TOTAL LOAD 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -184/ 975V 360/ 360H 5.50" 1.56 KDDF 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 6.0" 184/ 975V 0/ OH 5.50' 1.56 KDDF 6251 ICOND. 2: Design checked for net(-5 Osfl uplift at 24 "oc spacing.) 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" 5-02 5-01 5-01 5-02 MAX LL DEFL = -0.024' @ 6'- 10.9" Allowed = 0.979" 12 MAX TL CREEP DEFL = -0.043" @ 6'- 10.9" Allowed = 1.306" M-4x6 12 MAX LL DEFL= -0.002" @ 21'- 6.0" Allowed = 0.100" 14.00/ \14.00 MAX TL CREEP DEFL = -0.003' @ 21'- 6.0" Allowed = 0.133" 44.0" MAX HORIZ. LL DEFL = 0.011" @ 20'- 0.5" V4 MAX HORIZ. TL DEFL = 0.015" @ 20'- 0.5" NOTE:Design assumes moisture content does e" not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads M•1.5x3 M 1.5x3 in the plane of the truss only. (O A\ /0 M 0 0 O r. Se ox =0 O M-3x4 80.25" M- Uocj 3x4 M-3x4 o M-5x6(S) 6-10-15 6-08-02 6-10-15 1-00 20-06 1-00 JOB NAME: 5-A POLYGON NH - C2 ° pROFe Scale: 0.2044 �oj� TZ 7fr_ i WARNINGS: GENERAL NOTES,unless otherwise noted: (,4 (]/�y l'' 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 Or' .92 4.. f c- Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper t`[ 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY' EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such es plywood required i where shown 9 3.2x Impact bridging or lateral bracing shown++ 4.No load shouldane be apped to any component until after all bracing and 4.Installation of truss is theare responsibility of the respective contractor.. �Q SEQ. : 6037161 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses to be used In a noncorrosNe environment, 3� OREGON TRANS I D: 406556 design bads be applied to any omponenL and are for"dry condition"of use. 6. G/ 7-AA 14 2Q� ( 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if _T fabrication,handing,shipment and installation of components, necessary. ,r `�y {�,,. 8.This design is furnished subject to the limitations set forth 7.DesignPlates shall be assumes adequatedodrainagecis provided. an +l t �.+ 1111111101111111111111 TPIMWTCA In BCSI,copies of which will be furnished upon request. quest 8. nes coincide with joinnt centetr Dries. of truss,end placed so their center t+ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.9.ogrits basicindicate connector of plate te design values see ESR-1311,ESR-1988(Weft) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IGDM1D 2 Des tin checked for netf�p f( nnttft at 24 'oc s acn inc TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 KDDFNOTE:Design assumes moisture content does BC: 2x4 /BTR; SPACED 24.0' O,C. not exceed 19% at time of manufacture. 2x4 N1&BTR B2 LOADING LL( 25.0)+DL( 7.0 ON TOP CHORD = 39.0 PSF Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"0C. UON. system and components and cladding criteria. BC LATERAL SUPPORT <= 12'OC. UON. DL ON) BOTTOM CHORD = 12,0 PSF TOTAL LOAD = 4?.0 PSF Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 CConnector plate prefix designators: (A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M1SHS (or no prefix) = riepuTrus, Inc LL = 25 PSF Ground Snow (Pg) load duration factor=l,6� M,M20HS,M18HS,M16 = MiTek MT series Truss designed for wind loads RIMITRD STORAGE DOES NOT APPLY DUE TO NOT BEINIAL in the plane of the truss only. AEOUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAC. 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. 10-03 10-03 12 14.00 N.AIM-4x4 12 3N \14.00 v to 0 co M-3x4 �,' !!! '4..,..,,,,,..411111111111 � ' o o ,.,,,,,,,,,,,„,,,,,,,,,,,,,,,,,,,,,,,,,,,,, -3x5(g).,,,,,, 0 /— M-3x4 I I I 6-10-15 13-07-01 I )' I I 1-00 20-06 1-00 �,i10 PROFes JOB NAME: 5-A POLYGON NH - Cl 3cale: D.2156 ��' ,r '” t9 GENERAL NOTES,unbss otherwise noted: 44 VyePE/2 11 WARNINGS:I� 1.Buckler and erection conbactar should be advised of all General Notes 1.This design Is basad onty upon the parameters shown end is for an Individual �Truss: C1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation oi component Is the responsibility of the building designer. 3.Additional temporarybracingto Insure stability during construction 2.Design assune�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: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing ouch as plywood sheathing(TC)and/or drywaa(BC). �t`� DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging o/lateral bracing required where shown++ OREGON <C 4.No load should be applied to any component until after all bracing and 4.Installation of toss isdie responsibility of the respective contractor. -}X SEQ. : 6037162 fasteners are complete and at no time should any loads greater than 5.Design assumss drosses are to be used in a noncorrosNe environment, L� �J �� design loads be applied to any component. and ere for"dry canc:t on"of use. d '.7 1 4 �. 6.Design assumes lull soaring at all supports shown.Shim or wedge If A�. �S, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. �f L b` V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. C f'1 1- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be'seated on both faces of truss,and placed so their center II VIII VIII 11111 VIII VIII VIII IImI IIIA TPINVTCA In BCSI,copies of which will be 7.6.ed upon request. 9.tincts indicate size ide with of plate inint Inches. lines.. II', MiTek USA,InC./CompUTruS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES'12/31/201.5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43-09-08 FROM'7.00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WRIDDF/C0-1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) I. 2=( 0 86 2- 9=(-1252 5318 2- 3= -8954) 2004 -820)12- 7= 282 BC: 2x8 KDDF #1&BTR 2- 3= -8954 2004 9.10= -1252 5318 9- 3= -102) 114 7-13= -474) 2142 WEBS: 2x4 KDDF STAND; LOADING 3- 4=) -8738 2060 10-11= -1284) 5552 3-10= -192) 616 7- B=(.10200 2302 2x6 KDDF #2 A LL =25 PSF Ground Snow (Pg) 4- 5= -6390 1640 11-12=)-1154 5472 10- 4= -900 3994 TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 0'-'D,0" TO 20'- 6.0" V 5. 6= -6390 1640 12.13= -1320 6044 4-11= -2838 804 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL 0.0 +DL( 20,0 = 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7= -8600 2028 13- 8= -1324) 6066 11- 5= -2388 9292 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL 522.4)+DL( 375.2= 897.6 PLF 7.' 0.0" TO 20'- 0.0" V 7- 8= -10200 2302 11. 6= -2680) 760 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0" TO 20'- 6.0" V 6-12= -842) 3752 OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 3751.0 LBS @ 6'- 0.0" 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" -1711/ 7507V -337/ 345H 5.50" 12.01 KEW 625) M,M2OHS,M18HS, 16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0" -2153/ 9494V 0/ OH 5.50" 15.19 KDDF ) 625) J,- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IOOND 2 Oecign checked for net(�pef)�ptift at 24 "oc soi9y J \/�/ 9" oc in 1 rows throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /XVX\ 5" oc in 2 row throughout 2x8 bottom chords, MAX LL DEFL = -0.001" @ -1'- 0.0' Allowed = 0.100" 9' oc in 1 row s throughout 2x4 webs, MAX TL CREEP DEFL = -0.001' @ -1'- 0.0" Allowed = 0.133° 9" oc in 2 row(s) throughout 2x6 webs. *** HANGER TO APPLY CONC. MAX LL DEFL = -0.069" @ 14'- 7.7° Allowed = 0.979" LOAD(S) EQUALLY TO ALL MEMBERS, MAX TL CREEP DEFL = -0.175' @ 10'- 3.0" Allowed = 1.306" 10-03 10-03 MAX HORIZ. LL DEFL = -0.016" @ 20'- 0.5" MAX HORIZ, TL DEFL = 0.034" @ 20'- 0.5' 3-02-04 2-11-08 4-01-04 4-01-04 2-09-12 3-04 NOTE:Design assumes moisture content does f f f f ' T T not exceed 19% at time of manufacture. 12 M-5x8 12 Design conforms to main windforce-resisting 14.00/ 14.00 system and components and cladding criteria. A- 65.0" Wind: 140 mphh=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� Truss designed for wind loads in the plane of the truss only. M-3x8 M-3x6 to 0 r M-4x12 M-5x12 ilk Ali ,., IM-5x16'Al O M-5x16 CD o ��,e�ee� MEW I;) o 9 1 1 5x3 M-7x12 0.25" 0.25" M-6 12 M-3X10 B 8 ***3751#-M-10�0(S) y y y y y > ,3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04 , 1-00 20-06 JOB NAME : 5-A POLYGON NH - C3 '<'`Scale: 0.1681 � IN OF�`V G WARNINGS: GENERAL NOTES,unless otherwise noted: 4,/!: /6/2Z//7' „ /�r� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Q' !9'y3 6 0�1 E rTruss: C3 and Warnings before onstruction 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.Additlonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c,respectively unless braced throughout their length by " is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). 'r DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ * 0' 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. : 6037163 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 4f b 1^V design loads be appied to any component. and are for"dry condition"of use. / ,e�r. �� 1•�... TRANS I D: 406556 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 `? `E" fabrication,handing,shipment and Installation of components. Desessary. r �{� 7.Design assumes adequate drainage is provided. f 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +l f-y t 1� I VIII)I III VIII VIII VIII VIII VIII)III)IIITPI/WfCA in BCSI,copies of which will be furnished upon request 9.lines coincide wild joint Doter Roes MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Elate in Inches. Digits basicii connector cate size of 10. 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 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0 86 2.6=(-24) 286 6.3=(0) 307 BC: 2x4 KDDF 41&BTR SPACED 24.0" 0.C. 2.3= -506) 111 6-4=(-24) 286 WEBS: 2x4 KDDF STAND 3.4= •506) 111 LOADING 4-5= 0) 86 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 0.0 PSF TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES LL = 25 PSF Ground Snow (PE) 0'- 0.0" -111/ 604V -210/ 210H 5.50" 0.97 KDDF( 625` Connector plate prefix designators: 11'- 8.0" -111/ 604V 0/ OH 5.50" 0.97 KDDF ( 625) C,CN,C18,CN16 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF L`o:TED STORAGE M,M20HS,M18hE,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINI:.IUM OF 10 PSF. ICOND. 2: Design checked for nett-5 psfl Uplift at 24 "oc soaeing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-10 5-10 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' 1' T 1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 12 MAX LL DEFL = -0.002" @ 12'- 8.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 12'- 8.0' Allowed = 0.133" 3 414.00/ N 14.00 MAX TC PANEL LL DEFL = 0.281" @ 8'- 6.5" Allowed = 0.557" "0" MAX TC PANEL TL DEFL = 0.497" @ 8'- 4.1" Allowed = 0.835" V.n y MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" M MAX HORIZ. TL DEFL = 0.004" @ I1'- 2.5' AIL NOTE:Design assumes moisture content does 4" not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. AillhL Wind: 140 mph h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads n the plane of the truss only. 0 Lo0 co o o -/7 us i s5 0 6 coco M-3x4 M-1.5x3 M-3x4 * - I 5-10 5-10 y I - I y 1-00 11-08 1-00 ¢t.0 P R ope. JOB NAME: 5-A POLYGON NH - D2 Scale: 0.3596 ``�� G((y"� `',. WARNINGS: GENERAL NOTES.anloss otherwise noted: �� rrr���� JF 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 4 . =92 6 6 f"E r Truss D2 and Warnings before construction commences. building component.Applicability of design parameters and proper ///' 2.2x4 compression web bracing must be installed where shown+, incorporation of comment Is the responsibility of the building designer. .7 3.Additional temporary bracing to Insure stability during construction 2.Design assumes.,c.in top and bottom chords to be laterally braced at DES. BY:- EE Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Amar. p ty continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ` �' �, DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !'" SEG. 60 7164 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. yG A. OREGON�� +y �{ fasteners are complete and A no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, if J q design loads be applied to any component and are for"dry condition"of use. 7 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design sa assumes Tull bearing at all supports shown.Shim or wedge if Q [� 14 �� fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. - 41C R R`O- 6.This design Is fumished subject to the imitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center IIIIIIVIII VIII III 1111 11111 11111111111 TPIANTCA in BCSI,copies of which will be fumished upon request. Digit coincidenitwith jointfcenterInches.9.Digits ndsize oplatein Ines. 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►III11110I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" �QQNO. 2: Desi n checked or n TO: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15p�ssumes moisture at 24 ontentcdonom BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. not exceed assumes mocontent does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d windforce-resistinglad plate prefix designators: UL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. C Connector8,CN18 (or no prefix = CompuTrus, Inc TOTAL LOAD= 42.0 PSF Wind: 140 mphh=22.6ft, 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. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T T 12 HM-4x412 - 14.00/ \14.00 * 0 u; 0 00 0 r� i1 �0 U O (i)/— _ D Lo M-3x4 M-3x40 , ), )- ), 1-00 11-08 1-00 JOB NAME: 5-A POLYGON NH - D1 PRo�� Scale: 0.3526 `c;\ 1GINy 4/ WARNINGS: GENERAL NOTES,unless otherwise noted: C{r� / G+ 'G'' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . !92®®P E r Truss: D1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /� Is the responsibility of the erector.Additional permanent bracing of 2c o.c,and at 10'o.c,ouch astivey unless braced throughout their length by �i�lillr" DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such plywood required sheathing(TC)and/or drywall(BC). WISP ,, a/lmsy�""" po t1' 9 3.2x Impact bridging or lateral bracing where shown++ 0 SE/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Ili W. : 6037165 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9 QREGON\o k TRANS I D: 406556 design loads be applied to any component. 6.Design for assumes NII bearin of at use. supports L *Z » 5.CompuTrus has no control over and assumes no responsibilityfor the9 pports shown.Shim or wedge if /O "4/t" 14 o -. fabrication,handling,shipment end installation of components. necessary. _ 6.This design is famished subject to the limitations set forth 7.Design assumes adequate drainage is provided.and L^tly A's y 1111111111111111111 Vby 8 Plates shad be located on both faces of truss, placed so their center +7 rl 4 V TPINVTCA In BCSi,copies of which will be furnished upon request, lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic9.Digits iconnesctoe rf desiglate In nches. values see ESR-1311,ESR-1988 plateg (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-08-00 GIRDER SUPPORTING 43-09-08 FROM J-0C-0O TO 4-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) I. 2= -5126) 1156 1- 7=)-684) 2978 7- 2=( -566) 2502 WE: 2x6 KDDF SANDR 3- 4= -3376) 838 8- 9= -372` 1990 8- 3.(-12 2954 2- 14 4854 0 424 WEBS: 2x4 ELF STAND;; FLGrIuG 208 DF SS A; LL = 25 PSF Ground Snow (Pg. 4- 5= -3446) 750 9- 5= -370) 1988 8- 4=) -156 306 2x6 KDDF #2 B IC UNIF LL 50.0'+DL 14.0)= 64.0 PLF 0 6.0" TO 11'- 8.0' V 5- 6= 0 86 4- 9= -176 84 BC UNIF LL 522.4+DL 375.2)= 897.6 PLF 0'- 0,0" TO 4'- 8.0" V TC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL 0.0)+DL 20.0)= 20.0 PLF 4'- 8.0" TO 11'- 8.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 3551.0 LBS @ 5'- 8.0" BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0' 12.0" 0'- 0.0" -1280/ 5692V -197/ 189H 5.50" 9.11 KDDF 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0" -688/ 3059V 0/ OH 5.50" 4.89 KDDF ) 625 Connector plate prefix des) nators: REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix =CompuTrus, Inc GOND 2 Design rhecked for net( ncfl uolift et 24 "oc s acg ins I M,M2OHS,M18HS,M16 = MiTek M series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.021' @ 3'- 1.3' Allowed = 0.537" 2 )t=e trusses required. MAX IL CREEP DEFL = -0.058" @ 3'- 1.3" Allowed = 0.717" sin 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.001" @ 12'- 8.0" Allowed= 0.100" nails staggered at: MAX TL CREEP DEFL = -0.001" @ 12'- 8.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 top chords, 5" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.005° @ 11'- 2.5" *** HANGER TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.011" @ 11'- 2.5" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 webs. NOTE:Design assumes moisture content does 5-10 5-10 not exceed 199s at time of manufacture. "( f T Design conforms to main win dforce-resisting T 3 03 T 2-07 1' 2-07 T 3-03 , systemand components and cladding criteria. 140 mph,12 12 Wind: ((All Heights),6Enclosed,4Cat.2, Exp. , ASMWFRS(Dir), M-4x6 14.00/ 14.00 load duration factor=l.6, Truss designed for wind loads 34.0" in the plane of the truss only. 1"M-3x5 M-3x5 0 c, m M-5x10 Al o _ IJ I: r �� �v Y �Imo® 801 M 3x8M-8x10M-195x3 M-5x10 *** I3551# J., 1, ♦y y y 3-01-04 2-08-12 2-08-12 3-01-04 1, ,1 y 11-08 WEDGE REQUIRED AT HEEL(S). 1-00 JOB. NAME: 5-A POLYGON NH - D3 Scale: 0.2557 `� GINqS/�h7,p /� WARNINGS: GENERAL NOTES,unless otherwise noted: ' ,. / 1 J 1 �q 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 '' T9200PE r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: D 3incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length try `s' 414""""... DES. BY:. EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatt(BC). !'" DATE: 8;22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ * OREGON �v,/'� SEQ. : 6037166 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y }- fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L� '�1, �4't ` design bads be applied to any component. and are for"dry condition"of use. .0 1 4 v.,4r TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.necessary.sigassumes fun bearing at all supports shown.Shim or wedge If fabrication,handling, (•ti IL�'" ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'I 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center I,copies of IIIIII VIII VIII VIII)till VIII VIII IIIb IIIb M Te USA,lncINVICA In ./CompuTrus(Software 7.6 6(1 L)E request. 1lines coincide with joint center hnes. 0.Digits basiciconnectorize opla platee in inches. designvalues see ESR-1311,ESR-1988(Wok) 11EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1,15 IBC 2012 MAX MEMBER FORCES 2-4=(OF/Cq=1.00 1.2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #18BTA SPACED 24.0" O.C. 2.3=(•217) 180 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. SPECIES TOTAL LOAD = 42.0 PSF 0'- 0,0" -32/ 399V -117/ 260H 5.50" 0.64 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" -164/ 198V 0/ OH 1.50" 0.32 KDDF ( 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0" 0/ 139V 0/ OH 5.50' 0.22 KDDF ( 625` M,M20HS,M18HS,M16 MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. �COND 2 Deign checked for net( F psi) upljft at 4 d aD C�_•I 5-10 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM F 10 PSF, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed= 0.133" /4 MAX TC PANEL LL DEFL = 0.300" @ 3'- 6.1' Allowet = 0.559" MAX TC PANEL TL DEFL = -0.260" @ 3'- 4.1" Allowed = 0.838" I MAX HORIZ. LL DEFL = -0.004" @ 5'- 9.2' MAX HORIZ. TL DEFL = -0.004" @ 5'- 9.2" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00/ Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mphh=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, u Truss designed for wind loads c in the plane of the truss only. T:-.1 0 u-, r: 0 co D r/- D/- Cs 4, M-3x4 J,-- J, y 1, 1-00 6-00 IPAOVIDF FU B AAIN tc• 4 I JOB NAME: 5-A POLYGON NH - J13 9,,t S.) PRo��s Scale: 0,4281 "'. GINS S/0 WARNINGS: GENERAL NOTES,unless otherwise noted; v !2Z/ 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 Ck• •92 S PE Truss: J13 and Warnings before construction commences, building component.Applicability of design parameters and proper 7G r 2.2x4 compression web bradng must be installed where shown+, incorporation of component ie the responsibility atlas building designer. I""'+'L 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterallybraced at DES. BY: EE p° " g ty assumes respectively un Is the responsibility of the erector.Additional permanent bracing of continuous sheathing o. such as ly less braced throughout their length by DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging !lateral bracingprequiredhwhe of sheathing(TC) .drywell(BC). rrrr „ +✓18r• '" . 4.No load should be applied to any component until after ell bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6037169 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, OREGON !t/ TRANS I D: 406556 design loads be appied to any component. and are for"dry condition"of use. �! CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If /6 ""T, 14 2c) �� 5. b. fabrication,handAng,shipment and installation of components. necessary. e.This design is furnished subject to the limitations set forth 7.Design assumed ndsquate drainage is provided. 4i . h`f { IIIIII VIII VIII VIII VIII VIII VIII IIII IIII8 Plates shall be located on both faces of truss,and placed so their center RIO - TPINVTCA In BCSI,copies of which will be furnished upon request. -E lines coincide w".tlh)eine center ken. MiTek USA,Inc./CompuTrus Software 7.6.6 1 L 9.Digits Indicate s:xa e?plate In inches. ( ) 10.For basic tonne-dor mate design values see ESR-1311,ESR-1888(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 H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-6=(0) 0 SPACED 24.0' 0.C. 2-3=(-5811 500 BC: 2x4 KDDF Al&BTR 3-4= -164 90 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4.5= -21 0 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 OVERHANGS: 12.0" 3.0" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -204/ 454H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -421/ 476V 0/ OH 1.50" 0.61 KDDF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -125/ 122V 0/ OH 1.50" 0.16 KDDF 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. /- IGONg 2 Design checked for net(-5 sp fl Ualift at 24 "oc soacina VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.000" @ 10'- 3.0" Allowed = 0.025" MAX TL CREEP DEFL = -0.000" @ 10'- 3.0' Allowed = 0.033" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8' Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012' @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.012" @ 9'- 11.2' NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. 12 Design conforms to main windforce-resisting 14.00/ system and components and cladding criteria. Wind: 140 mph h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, CV (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), U, oad duration factor=1.� c o Truss designed for wind loads N in the plane of the truss only. co c, r co a 7uk , -/ 0 6._. o M-3x4 1, ,J ), 1, 1-00 6-00 4-03 (PROVIDE FULL BEARING:Jts1 � �p PRIV. JOB NAME' 5-A POLYGON NH - J12 Scale: 0.2960 �� GINS�',p+ -0 GENERAL NOTES,unless otherwise noted: tld� � �z L"Il l 1 WARNINGS: 4. ' $PE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J 1 2and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 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 ,9,0, 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 _ .4a�"" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). t'" DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON}N *L SEQ. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "j' S E Q. : 6037170 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, , . Lf �Q\ design loads be appied to any component and are for"dry condition"of use. j 4., t.. 6.Design assumes full bearing at all supports shown.Shim or wedge If AI f).. •. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibilityts.for the necessary. til l L f`i �4JJ fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located size of pon both faces of truss,and placed so their center 11111111111111111111111111111111111110111111 lines coincide with joint center Ines. Mire USA,jncTPI/WTCA in ./CompuTrus I,copies of lSoftware 7.6.6)1 L Ech will be furnished n request. late in inches. 10.Digits rbasic iconnector 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: 204 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2= 0 86 2-6=(0) 0 BC: 2x4 ODE #16BTR SPACED 24.0" O.C. 2-3=(•636 500 TC LATERAL S;PPORT <= 12"OC. UON, 3-4= -243 97 BC LATERAL SUPPORT <= 12"OC. HON. LOADING 4-5=( -76 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF L ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 10.6" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES Connect8,CN18 or no prefix) = CompuTrus, Inc LL = 25 .SF Ground Snow (Pg) 0'- 0.0" 22/ 376V 213/ 495H 5.50' 0.60 KDDF ( 625` a M,M2OHS,M18HS,M16 = MiTek MT series 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KOOF 625 CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2' •415/ 473V 0/ OH 1.50" 0.61 KDDF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0' -210/ 207V 0/ OH 1.50° 0.27 KDDF 6251 BOTTOM THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. f-- 5 (GOND. 2: Design checked for net(-5 jL) uplift at 24 "oc spacing l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.002' @ 10'- 10.6" Allowed = 0.088" MAX TL CREEP DEFL = -0.002" @ 10'- 10.6" Allowed = 0.117' MAX TC PANEL LL DEFL = 0.144' @ 3'- 4.8' Allowed = 0.576' MAX TC PANEL TL DEFL = -0.145' @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.014' @ 9'- 11.2° MAX HORIZ. TL DEFL = -0.014" @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. / Wind: 140 mph, h=25.6ft, 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 oin the plane of the truss only. ..xi- •- r 0 Pw o _ _ 0 6.. M-3x4 J, y y 1-00 6-00 4-10-09 [PROVID FI RIN B A • Jtc• ' 2 3 6 4] JOB NAME : 5-A POLYGON NH - J11 Scale: 0.2753 `�' GPN � `r/O WARNINGS: GENERAL NOTES,unless otherwise noted: LVA /Z liiir - 1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual ' T 92 s•PE c Truss: J 1 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 ccmponent Is the responsibility of the building designer. - r^ DES. BY: E E 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood heathI where)and/or drywall(BC). ,,-- "!n 4.No bed should be a ly g 3.2x Impact bndgins or lateral bradng required shown++ , pe to any component until after all bracing and 4.Installation of tress is the responslbisty of the respective contractor. OREGON SEQ. : 6037171 fasteners are complete and at no time should any loads greater than 5.Design assume,trusses are to be used In a non-corrosive environment, 3' �` <tt design bads be applied to any component. and are for dry condition"of use. l"' "'7 �.. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes rue bearing at all supports shown.Shim or wedge if /^ _7 1 4 2.ON '" fabrication,handling,shipment and installation of components. necessary. L/A�` .,,,Vii, 6.This design is furnished subject to the Imitations set forth by7.Design assumes adequate drainage Is provided. 'Yl�� f t V 1�1E��111111111111111III111���11��11�X111 6.Plates be iccatad on both faces of truss,and placed so their center c L1. TPWVrCA In Bcopies of which will furnished upon request. lines coincide ecc feeds center lines. 9.Digits Indicate sls3 c4 plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connortor 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 9'- 11.6° IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF @18BTR LOAD DURATION INCREASE = 1.15 1.2=I 0) 86 2-5=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 97 3-4= -1391} 488 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 ISL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -22/ 375V -199/ 435H 5.50" 0.60 KDDF 625) 1 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -417/ 474V 0/ OH 1.50" 0.61 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6" -94/ 108V 0/ OH 1.50" 0.17 KDDF ( 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (GOND 2 Deign checked for net( psfl uplift at 24 "oC spacinm f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = •0.002" @ -1'- 0,0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.144' @ 3'- 4.8" Allowed= 0.576" MAX TC PANEL TL DEFL = -0.146" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.8" MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.8" 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. 12 Wind: 140 mph h=25ft, TCDL=4,2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00/ load duration factor=1.6 // Truss designed for wind loads o in the plane of the truss only, ..4- ,- o N � O f"9 O u� ii+ _� 5... O M-3x4 A- y y ), 1, 1-00 6-00 3-11-09 (PROVIDE FULL BEARING'Jts:2.5.3.41 v,t0 PR Ote,, JOB NAME: 5-A POLYGON NH - J10 Scale: 0,2937 44,/ I,�` lzz% /t?� WARNINGS: GENERAL NOTES,unless otherwise noted: l� I ACC 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 6. Truss: J 1 0 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 end bottom chords to be laterally braced et w DES. BY: EE is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,' i imams p ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -' �, DATE:: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ •pr� ,�QREC1t�N� SEQ. : 603 717 2 4.No load should be applied to any component until after all bracing and 4.Installation of toss Is the responsibility of the respective contractor. h �(/ fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, d A. design loads be applied to any component, and are for"dry condition"of use. /h '7 1 4 ,� �,'s TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8'oe�cesse saunas full bearing at all supports shaven.Shim or wedge if fabrication,handing,shipment and Installation of components. ry. {�iV/_�•.�t I.t," g P Po T.Design assumes adequate drainage Is provided. "` �"' 6.This design is famished subject to the irritations set forth by B.Plates shall be which located on both faces of truss,and placed so their center I,copies of WII be fumished upon IIIIII(III VIII 111111111111111111 MTe USA,lnc./CompuT S( Software 7.6.6(1 L)E request. late in Inches. 19.lines coincide with joint center lines. 0.FDits o basiciconnector indicate ppplate design values see ESR-1311,ESR-1985(MiTek) TPI/WTCA In EXPIRES:12/31/2015 i IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 11.6" IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0 86 2-5=(0) 0 BC: 2x4 KDDF #1dBTA SPACED 24.0" O.C. 2-3=(-483) 427 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3-4=(-111 48 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -24/ 378V -179/ 391H 5.50" 0.60 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 139V 0/ OH 5.50" 0.22 KDDF 625` M,M2OHS,M18HS,l�16 = MiTek MT series 5'- 11.2" -377/ 439V 0/ OH 1.50" 0.56 KDDF 625 BOTTOM CHORD CHECKED FOR A 20 PSF LIl:TED STORAGE 8'- 11.6' -50/ 55V 0/ OH 1.50" 0.09 KDDF ( 625` LIVE LOAD AT LOCATION(S) SPECIFIED IP IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIiai1M OF 10 PSF. /- �DDND 2• Design h k d for n t(�paf)�plift at 24 ori nn i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" /rl MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.153" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.156" @ 3'- 2.5" Allowed = 0.864" ' MAX HORIZ. LL DEFL = -0.009" @ 8'- 10.8" MAX HORIZ. TL DEFL = -0.009" @ 8'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ 0 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCOL=6.0, ASCE 7-101 (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. 0 0 0 N O I T/- o Cy- PrAIIIMMINIMMINIMmimmim o 5.� M-3x4 A- 1. y 1, 1, 1-00 6-00 2-11-09 (PROVIDE FULL_BFARING:Jts:2.5,3.4J P JOB NAME : 5-A POLYGON NH - J9 Scale: 0.3208 5� GIINa�F,p`�'iceA- WARNINGS: GENERAL NOTES,unless otherwise noted: (,4 1.'3V2,G/! / -v"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 "a-.. -92 0 0 P E r Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper L 2.204 compression web bracing must be installed where shown+. Incorporation o`component Is the responsibility of the building designer. �/° DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at !f f" is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byirarr. DATE: 8/22/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(B0). „r°:�r. . • ..mmra"�""''' 9 3.2x Impact bridging or lateral bracing where shown++ w• fy„ 4.No load should be applied to any component until after all bracing and 4. latlon of truss,is the responsibility of the respective contractor. SEQ. : 603 7173 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, S'` V OREGON\� 40 TRANS I D: 406556 design bads be applied to any component. end are ford condition"of use. �7�t 1. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assume a;iai bearing at all supports shown.Shim or wedge it '�© -'7 l ' 2,Q '"�•". fabrication,handing,shipment and installation of components. necessary. �p„ 6.This design is famished subject to the imitations set forth by7.Design assumes adequate drainage is provided. n`` t IIIIII I III VIII VIII VIII VIII VIII IIII IIII 8.Plates shell be i rift. jcln on both faces of truss,and placed so their center C+l rt L1• TPINVECA In BCS(,copies of which will be famished upon request. lines coincide w:f:•�1dr�t center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late In inches. 10.Digits9. rrbasicicate s;z0 onnada relate 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'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 86 2.5=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2.3=(-417) 361 3-4=(-107 44 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT<= 12"0C. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 12.0 PSF OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'• 0.0" -24/ 378V -159/ 3488 5.50" 0.60 KDDF 625 Connector plate prefix designators: LL= 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -359/ 432V 0/ OH 1.50" 0.55 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6" -20/ 11V 0/ OH 1.50" 0.02 KDDF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IGO&D 2 Design checked for nett 5 Daft uotift at 24 "oc spacing I /- VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' /14.00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.197" @ 2'- 11.6' Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178' @ 2'- 11.6" Allowed = 0.864' MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007' @ 5'- 11.2' 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 mphl h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-tOt (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loadsin the plane of the truss onl .vo a0r0 0 r��O�a. ) ), ), 1, 1-00 6-00 1-11-09 (PROVIDE FULL BEAMING Jts 2 5 3 4 0 PROFESS JOB NAME: 5-A POLYGON NH - J8 Scale: 0.3559 ••5 ! ��" i0 WARNINGS: GENERAL NOTES,unless otherwise noted: 451 v f121/ 9 0 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 f�2 6®pr-E Truss: J8 and Warnings before construction commences. building component.Applicabtlity of design parameters and proper 2.254 compression web bracing must be installed where show,+, incorporation of component is the responsibility of the building designer. 3.Additional temporal,/bract to Insure stabiti dud construction 2.Design assumes the top and bottom chords to be laterallybraced at mpo ry n9 ty n9 T o.c.and at 10'o.c.respectively unless braced throughout their Length by " + .�" " DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE' 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required wherepshown++ QI E�. � C 4.No load should be appied to any component until ager all bracingand 4.Installation of truss is the responsibilityof the respective contractor. v SEQ. : 6037174 fasteners are complete and et no time should any loads greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment, Limit �QR Ix � design loads be appied to any component. and are for"dry condition"of use. Q -.7 j,� q"..‘-'". 8.Design assumes toll bearing at all supports shown.Shim or wedge if t1, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4z. D`i V fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 4 F L 8.This design is furnished subject to the imitations set forth by 8.Plates shell be located ��on both faces of truss,and placed so their center s coincide with joint center Ines. 1111111111111111111 Mire USA,Inc.fCompuTfus TPI/VVTCA In BCSI,copies of (Software 7.6.6(1 L)E request. late In inches. 10 Digitsosiciconnecztooroplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES 12/31/2015 IIIIIIIlIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/CQ=1 00 IC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=( 83-334) 185 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-4= 0 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6L ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6' TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -34/ 393V -133/ 325H 5.50" 0.63 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0" -288/ 272V 0/ OH 1.50' 0.35 KDDF M,M2OHS,M18HS,M16 = MiTek Mseries ( 625) BOTTOM CHORD CHECKED FORA 20 PSF LIMITED STORAGE TIEE LOAD AT ORDADIAD(L) DPISIAIMD EY IBO 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 100PSF. ICOND. 2: Design checked for net(-5 gsf) uplift at 24 "oc saacing,l A- 4 - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.002" @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed . 0.128" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3' Allowed= 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.864" y) MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 14.00/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 N o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 o Truss designed for wind loads in the plane of the truss only. coco o' 0) 0 Lo �� MIIIMIMIIMIIMimmmm o/- 5 0 ►� ►� M-3x4 A- ), ) y ), 1-00 6-00 0-11-09 [PROVIDE FULL BEARINCx:Jts:2.5.31 JOB NAME : 5-A POLYGON NH - J7 ,s� �� PRo��s Scale: 0.3882 cJ ! GIN lr- WARNINGS: GENERAL NOTES,Jnless otherwise noted: �•Ij�� V �&(+ IP 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t' `9 i PE r Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation or component Is the responsibility of the building designer. .r 3.Additional ' onal temporary bracing to Insure stability during construction 2•Design assumes.'ie top and bottom chords to be laterally braced at !' DES. BY: EE is the responsibility of the erector.Additional permanent bracingof 2o.c.and at 10'¢A.respectivey unless braced throughout their length by */ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,_.0,NOW DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibigty of the respective contractor. OREGON to SEQ. : 6037175fasteners re complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosNe environment, 7! An A. TRANS I D: 406556 design loads be appied to any component end are for"dry condition"of us ei R 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at an supports shown.Shim or wedge if D 1 4 Q �y T fabrication,handing,shipment and installation of components. necessary. `b '"{' 7.Design assumes adequate drainage Is provided. '"/ w- VV 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIIIII III VIII VIII VIII VIII IIII IIII TPIAABOA in BCCI,copies which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. 10. (M C + CC MiTek USA,Inc./Corn ulcus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-223) 184 TC LATERAL SUPPORT <= 12°OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA L ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -119/ 265H 5.50" 0.64 KOUF ( 625) 5'- 9.2' 0/ 145V 0/ OH 5.50" 0.23 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -164/ 201V 0/ OH 1.50" 0.32 KDDF ( 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE t ,. ,r spacing. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 5-11-09 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" / -V MAX TC PANEL LL DEFL = 0.333" @ 3'- 7.0' Allowed = 0.572" MAX TC PANEL TL DEFL = -0.285' @ 3'- 4.9" Allowed = 0.858' P1 MAX HORIZ. LL DEFL = -0.004' @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00/ Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads CV in the plane of the truss only. a 0 -s- o N- C') a co a us �� o� �� 4 si- 0 M-3x4 k 1, y 1-00 6-00 (PROVIDE FULL BEARINGylts:2.4.3) JOB NAME: 5-A POLYGON NH - J6 ,<((., � �ROF�$0 scale: 0.4179 6 4., WARNINGS: GENERAL NOTES,unless otherwise noted: !]!.3f pp CC 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 ` 7G,®F G. Truss: J 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown*. incorporation of component Is the responsibility of the building designee 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at AilleAtii ,.rr T o.c.and at 10'o.c.respectively unless braced throughout their length by 1 #„aa..-- DES. BY: E E is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). >/ DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ti Q SE VI. 6037176 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibitty of the respective contractor. 7 A OREGON ��/ fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, . Y \ th c design bads be applied to any component. and are for"dry full bearing of use. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design esumes tot beefing et all supports shown.Shim or wedge if 1 4 �¢ fabrication,handing,shipment and installation of components. Decessary. provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be locaten assumes gdppon both fees of trss, nd placed so their center y TPIANTCA in I,copies of 111111111111111111 VM Te USA,Inc./CompuTrus us iSoflw a 7.6 6(1 L)E request. 10.linesFobasic connector oplate design values see ESR-1311,ESR-1988(MiTek) int center Ines. 9.Digits indicate size of late In Inches. EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2-4=(0) 0 BC: 2x4 KDDF #i&BTA SPACED 24.0° O.C. 2.3=(-180) 157 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 375V -100/ 227H 5.50" 0.60 KDDF ( 625` Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 10,8" -166/ 179V 0/ OH 1.50" 0.29 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc6'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF 625` M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, LCOND 2 Design deck d far n t(•5 p;IfJJlntift at 24 "oc s0acinB l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' -/ MAX TLMCREEP DEFL= 0.000" @ 0'- 0.0" Allowed = 0,039" MAX TC PANEL LL DEFL = 0.140' @ 2'- 10,1" Allowed = 0.470" MAX TC PANEL TL DEFL = -0.132" @ 2'- 10.3" Allowed = 0.705" MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" MAX HORIZ. TL DEFL = -0.003" @ 4'- 10.8" 12 NOTE:Design assumes moisture content does 14,00/ not exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph h=22.1ft, TCOL=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 v o in the plane of the truss only. . to0- a f` 0 r/- pliin o/- o _- 11"="114 M-3x4 A- J.' y y 1-00 6-00 [PROVIDE FI B ARIN••I+a•2,2, j JOB NAME : 5-A POLYGON NH - J5 Scale: 0.4549 �5< \CGItuR©�et5'si WARNINGS: GENERAL NOTES,unless otherwise noted: 41,./ �„ ( 1" 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for an Individual CC' .92e s PE 1" Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bracing must be instalied where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at >� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o•c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure is the responsibilityof the designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rar las building g 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. OREGON S E Qcorrosive environment, pL A_ \ A. TRANS I D: 406556 design loads be applied to any component. and are for"dry condition'of use. t+ 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if /h '7 J 14 2°<�1� fabrication,handing,shipment and installation of components. necessary. V ''`' 6.This design is famished subject to the lndtatons set forth by7.Design assumes adequate drainage is provided. "`+l `t { I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located on both faces of truss,and placed so their center C 1 by TPI/WrCA in SCSI,copies of which will be famished upon request. Tines coincide with jointe size of ppt e center lofts. M iTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E In inches. 10.9.F rr�baisicc icoonnector pla etdesign values see EBR-1311,ESR-1988(MITelq EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=S 0 86 2.4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. 2-3=(.132) 131 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -10/ 346V -81/ 189H 5.50" 0.55 KDDF ( 625` OVERHANGS: 12.0" 0.0" 3'- 10.8' -165/ 160V 0/ OH 1.50' 0.26 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TC THE SPATIAL GOM1D 2 Des gn checked for nett 5 o<f) uplift at 24 "Sc spacing REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL.L/240, TL=I/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" 3-11-09 AND BOTTOM CHORD LIVEMAX LOADS ACT NON-CONCURRENTLY. MAX TLELL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079° MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.054" @ 2'- 2.1' Allowed = 0.367' MAX BC PANEL TL DEFL = -0.037' @ 3'- 1.4' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8° kl MAX HORIZ. TL DEFL = -0.002" @ 3'- 10.8" 12 NOTE:Design assumes moisture content does 14.00/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, N All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. v N O t0 O to cp o� �� --"O4 -/ M-3x4 ' y ), )' 1-00 6-00 (PROVIDE FULL BEARING;.t6:2.3.41 ,< c 0 PR OF�rss JOB NAME: 5-A POLYGON NH - J4 Scale: 0.5091 `5 !_`\y(GIN 1..� WARNINGS: GENERAL NOTES,unless otherwise noted. 4d� �.(p]fn2 1/PU 4' 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 =9 P E i'' Truss 4and 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. ,,.�` ir 3.Additional temporary bracing to Insure stabill during construction 2.Design assumes the lop and bottom chords to be laterally braced et P ry N 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON Vit! 4.No bad should be applied to any component until after a9 bracing and 4.Installation of truss Is the responsibility of the respective contractor. "}r fasteners are complete and at no time should anyloadsgreater then 5.Design assumes trusses are to be used Inc non-corrosive environment, j"+ V sk.a SEQ. : 6037178 p and ere for"dry Condit on"of use. .1...0 d 2 � ' design bads be no en to any component. 6.Design assumes full bearing at as supports shown.Shim or wedge if /� -7 1'+ 0�, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. 1lq_ ,y b f t V fabrication,handling,shipment and installation of components. 7.Design unres adequate drainage is provided. P r-1 1 t. 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 lines coincide with Joint center fines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIch will be fumished upon MiTPe USA,InINVTCA In c./CompuTrus 1s I,copies of whiSoftware 7.6 6(1 L)-E request 9.Digits basicindicate connector plate ot 0.Fordesign values see ESR-1311,ESR-1988(Weld EXPIRES:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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 86 2. BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-81; 4=106 (0) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SM,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -5/ 318V -62/ 153H 5.50" 0.51 KDDF ( 625` 2'- 10.8" -160/ 141V 0/ OH 1.50" 0.23 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, ICOND. 2: Design checked for net( pcf)�plift at 24 "ac spacial VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 2-11-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" MAX BC PANEL LL DEFL = -0.009" @ 2'- 8.6' Allowed = 0.254" '1' , MAX TC PANEL TL DEFL = -0.016" @ 1'- 8.2" Allowed = 0.398" MAX BC PANEL TL DEFL = -0.030" @ 3'- 1.4" Allowed = 0.339' 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" MAX HORIZ. TL DEFL = 0.001" @ 2'- 10.8" 14.00 NOTE:Dess ign fcturoes noteceed1 %attiofmanuae. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m hl h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (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. ex 0 0 u, o/ In ill 0 1110' 4 M-3x4 y y y 1-00 (PROVIDE FULL BEARING t : 4) 6-00 00 JOB NAME : 5-A POLYGON NH - J3 Scale: 0.5712 '''' SIN �F�64/ WARNINGS: GENERAL NOTES,unless otherwise noted: �✓� /2Z/f/ fly 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 '• `99+" 'P E I' Truss: J3 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. - r^ 3Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erecto. r.Additional permanent bracing of 2'o.c.and at 10•o.c.respectively unless braced throughout their length by DATE: 8/22/2014 responsibilitybuilding designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). - the overall structure Is the of the 3.2x Impact bridging or lateral bradng where shown++ It 4.No bad shoski be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. =7 OREGON li- SEQ. : 6037179 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, W design bads be applied to any component, and are for"dry condition"of use. ,<� 4�1X TRANS I D: 406556 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 O 1 4 4 fabrication,handing,shipment and installation of components. necessary. ` es 7.Design assumes adequate drainage Is provided. f p t 4 V 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +:7f-i 14 I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIASrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9.Digits indicate size of plate in inches. 10. vv MiTek USA,)nC./Compulrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.'E 1-2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF#1&8TR SPACED 24.0" O.C. 2.3=(-62) 83 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES OVERHANGS: 12.0" 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0" -34/ 295V -44/ 117H 5.50" 0.47 KDDF ( 625 1'- 10.8" -139/ 127V 0/ OH 1.50" 0.20 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (:'g) 6'- 0.0' 0/ 50V 0/ OH 5.50' 0.08 KDDF ( 625 C,CN,C18,CNIE (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IGOND 2 De4ign checked for net( psfl mtift at 24 "oc spacing.! REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.004" @ 0'- 12.0" Allowed = 0.163" 1-11-09 MAX TC PANEL TL DEFL = -0.005' @ 1'- 1.4" Allowed = 0.244' MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed a 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ I'- 10.8" 14.00/ MAX HORIZ. TL DEFL = 0.000° @ 1'- 10.8' /- -V NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6 Truss designed for wind loads o in the plane of the truss only. N O M OA LOO VA O#-- jl►� ��4 M-3x4 A- y 1- i- 1-00 1-00 •;r t.' 6-00 �� c0 PROFe�,� JOB NAME: 5-A POLYGON NH - J2 Scale: 0.6380 �cj ! GIN �© WARNINGS: GENERAL NOTES,unless otherwise noted: vryry�2c- 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 CC' a .P E r rf and Warnings before construction commences. building component.Applicability of design parameters and proper T r u S S: J 2 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at .ate. 3.Additional temporary bracing to insure stability during construction y'a.c.and at 10'o.c.respectively unless braced throughout their length b'1 ,4ma 000. DES, BY EE s the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). WIMP, DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ * �- SEQ. : 603?180 4.No bad should be appied to any component until after all bracing end 4.Installation of truss is the responsibiity of the respective contractor. 'y OREGON e, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4' �d �v.b` A., and are for"dry condition"of use. -7}� t�',4 design beds be appied to any component. i P TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8'and are assumes full bearing at all supports shown.Shim or wedge if O J} 14 fabrication,handing,shipment and installation of components. ry. 1"c . y.`,`,,, g P Po 7.Design assumes adequate drainage is provided.s,and This design Is fumished subject to the Imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center 11111111111111110411111 VTPIANlCA in SCSI,copies of which will be furnished upon request. lines coincidewithizjoint In ices. 9.Digits indicate size oplate to lichee. M ITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXP)RES:12131/2 1.5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DIF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-99) 174 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 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0" -170/ 327V -26/ 82H 5.50" 0.52 KDDF ( 625` Connector plate prefix designators: 0'- 10.8" -74/ 166V 0/ OH 1.50" 0.27 KDDF 625 C,CN,C18,CN18 (or no prefix = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50° 0.08 KDDF f 625` M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND 2 Design the k d far n t(�psf)yn fft t 4 o c a inr I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059" MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" MAX BC PANEL LL DEFL = 0.007' @ 2'- 8.6" Allowed = 0.254° 0-11-09 MAX BC PANEL TL DEFL = -0.020' @ 3'- 3.8' Allowed = 0.339" I I MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8° 12 NOTE:Design assumes moisture content does 14.00/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting ANCHOR TO RESIST UPLIFT system and components and cladding criteria. Wind: 140 mphh=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. I/ o r; ✓ c.„_ o co to0,-.. T o 0 N 8/- -3x4 1, 1, y 1-00 1PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME : 5-A POLYGON NH - J1 Scale: 0.6505 �'s,c coNPRt1FEs'S WARNINGS: GENERAL NOTES,unless otherwise noted: Llj� /Z Ziry „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 �• (2 1 0 r[- r Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper y F I 2.2u4 compression web bradng must be installed where shown. incorporation.of component is the responsibility of the building designer. ^/ DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�Imi. DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuouszImactsheathing such l b aywgoe sheathing(TC)where s shownor drywell(BC). / l I�a� 4.No load should be e g 3.2x Impact bridging or lateral bracing required ++ ' it applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. !1 4,. SEQ. : 6037181 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, C)REGt7N�� TRANS I D: 406556 design loads be applied to any component and are for"dry condition"of use. L �1 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full beating at all supports shown.Shim or wedge if �� 7}' -Q {�,... fabrication,handling,shipment and Installation of components. necessary. �`- 6.This design is furnished subject to the imitations set forth 7.DesignPlatesshalassl be el caeduona drainagecIs truss,a. t:•"� ` ` I IIIIII I III Alli VIII VIII VIII VIII IIII IIII TPINVrCA In BCSI,copies of which will be furnished uponquest 8 necoincide with joint�n err faces of truss,and placed so their center G Y4 MiTek USA,InC./CornpuTru3 Software 7.6.6(1 L)-E late In Inches. 10.9.ogrits basicindicate connectorf plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-50) 53 8- 7=( 0) 18 SPACED 24.0" O.C. 2- 3=(-446) 269 7. 9=(-80) 63 7- 3=( 0) 52 BC: 2x4 KDDF StANDR 3- 4=(-411) 287 3- 9=(-77) 73 WEBS: 2x4 KDDF STAND LOADING 4- 5.(-237) 93 IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5- 6=' -83) 0 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 11.6" 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' 0/ 287V -133/ 325H 5.50' 0.46 KDDF ( 625) C,CN,C';8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8" -159/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 5'- 8.8" 0/ 65V 0/ OH 5.50" 0.10 KDDF 5'- 11.6' -209/ 221V 0/ OH 1.50' 0.28 KDDF (625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2; Design checked for net(-5 osfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.190" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.003" @ 6'- 11.6" Allowed = 0.096" 6-11-09 MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" T MAX TC PANEL LL DEFL = 0.007' @ 1'- 2.4' Allowed = 0.196" /' --;• MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" MAX TC PANEL LL DEFL = 0.011" @ 4'- 8.8" Allowed = 0.290' MAX TC PANEL TL DEFL = -0.012' @ 4'- 7.5' Allowed = 0.434" MAX HORIZ. LL DEFL = -0.006' @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.006" @ 5'- 10.8" NOTE:Design assumes moisture content does 12 not exceed 19`b at time of manu^,acture. 14.00/ Design conforms to main windforce-resisting o system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCOL=8.0, ASCE 7-10, C.; (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, °D Truss designed for wind loads o M 4x6 in the plane of the truss only. cn CD M o oM-1.5X34 M-3x4 s- y y ), 2-03-12 3-08-04 J, 1, y y 1-00> 2-05-08 4-06-01 , 1, 6-00 0-11-09 (PROVIDE FULL BEARING;Jts:2,4,9,5I � 4c'0 PR OFA JOB NAME : 5-A POLYGON NH - J7C Scale: 0.2881 �� GINa `9/L� WARNINGS: GENERAL NOTES,unless otherwise noted; /zz/p/c- 29 ! 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual '- 7920 O E r Truss: v 7 C 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. Art 3.Additional temporary bract to Insure stability dodo construction 2.Design assumes the top and bottom chords to be laterally braced at P rY n9 h 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length byAAlaa"'"' DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !�" DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 40 SEQ4.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 ^V S E Q. : 6037182 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used in a non-corrosive environment, j.. u design beds be applied to any component. and ere for"dry condieon"of use. 3' 1 4 1)-7 . - necessary. Design assumes full bearing at all supports shown.Shim or wedge if r, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. 1t V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R J:a..�- 6.This design is furnished subject to the hndtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of wh ines IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTe USA,IncIANICA In ./CompuTrus ISoftware ch will be a+7 6 6(1 L)-Eequest 19.0. ide with joint center lines. lFF rDigts basicconnectorindicate 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2-7. -32) 52 7-6= 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0, 2-3=(-372) 267 6.8=(-39) 62 6.3=( 0) 522 WEBS: 2x4 KDDF STAND 3.4=(-338) 286 3.8=(-76) 48 LOADING 4.5=(-112) 82 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 2'- 10.8" -205/ 274V 0/ OH 1.50' 0.35 KDDF ( 625) C,CN,C18,CN18 (or n MiTek MT) series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6' -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.6" Allowed = 0.196' MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" 5-11-09 MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5" Allowed = 0.290" T 1' MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434' MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. /M-4X6 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (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. raao0 ��c�O A- 2-03-12 3-08-04 y y y y 1-00 , 2.05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING:Jts:2.4.8451 JOB NAME: 5-A POLYGON NH - J6C � PR 0�F Scale: 0.3244 t*al ' `�/ WARNINGS: GENERAL NOTES,unless otherwise noted: 77 w /11, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4t 7920 0'P E c' Truss: J 6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng 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: EE Is the responsibility of the erector.Additional permanent bracing of 2o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 building designer. continuous sheathing such as plywood sheet when C)and/or drywall(BC). the overall structure Is the responsibility of the 3.2x Impact bridging or lateral bracing required where shown++ sw C- 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6037183 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, Tk W design bads be applied to any component. and are for dry condition"of use. ,t� � �. TRANS I D: 406556 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ' 1 4 2 fabrication,handing,shipment and installation of components. necessary. i_j' 8.This design is famished subject to the imitations set forth 7.Design assumes el adequate drainage is provided. 'j9 (�p t 1111011111111111111 9 1 by 8.Plates shag be located on both faces of truss,and placed so their center a f}V L TPIMffCA in BC51,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E f plate In Inches. 10.Digits rrbasici connectorcate sizo pfate design values see ESR-1311,ESR-1988(Mk) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.7=(-32) 52 7-6=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2-3=(-372) 267 6-B=(-39) 62 6.3=( 0 52 WEBS: 2x4 KDDF STAND LOADING 3:5_5.118) 286) 8 3-8=(-76) 48 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -1191 265H 5.50" 0.43 KDDF ( 625 Connector plate prefix designators: 2'- 10.8" -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (GOND 2 Design checked for net) psfl uuplift at 24 "Ox spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295° MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5" Allowed = 0.290" 5-11 09 MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" MAX HORIZ. IL DEFL = -0.004" @ 5'- 10.8° o NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v M-4x6 rn C Cl CO iiiiikh4444b 0 Ai...m- 8_„. _../ ._ 1,, ��m L 0 7 0 M-1.5x3 0 M-3x4 M-3x4 0 M-3x4 A- 2-03-12 3-08-04 ; ), ), y 1-00). 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING:Jts:2,4,8,51 . '" EPR OFE',� JOB NAME : 5-A POLYGON NH - J5C Scale: 0.3224 �� tic)GiNE P �O 'TrusWARNINGS: GENERAL NOTES,unless otherwise noted: 'l& "p/21/ *� 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®PE 1- Truss s• J 5 C and Warnings before construction commences. building component.Applicability of design parameters and proper ' 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Ima� pon ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,O-" q. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ OREGON SEQ. : 6037184 4.No load should be applied to any component until alter all bracing and 4.installation of truss is the responsibility of the respective contractor. -y 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+ N A. design bads be applied to any component and ere for"dry condition"of use. / 'I P 1 a Q 4., TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Designsna assumes full bearing at an supports shown.Shim or wedge if s �� fabrication,handling,shipment and installation of components. ry C.{�C)I.�„� 9 P Po 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center wh ch I,copies of will be furnished upon 111111111111111111 M Te USA,lncTPINVTCA In .fCompuT s(Software+7.6 6(1 L)-Eequest 10.Forlines coincide with joint center fines. 9. ts basic connte ectorplate ize of ppte in inches. des values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1 111E011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 86 2-7=(•58) 82 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3= -150) 0 6-B=�-70) 98 6.3=( 6) 52 WEBS: 2x4 KDDF STAND 3.4=) -14) 44 3.8=(-119) 86 TC LATERAL SUPPORT <= 12"OC, UON. LOADING 4-5= 0) 0 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 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 317V -63/ 154H 5.50" 0.51 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8" -101/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 825) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Design checked for Hell-5 psfl uplift at 24 "oc soacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed = 0.196" 3-11-09 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4" Allowed = 0.201' MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8" MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8" NOTE:Design assumes moisture content dyes 12 not exceed 19% at time of manufacture. 14.00/ Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 0o Wind: 140 mph, h=21.5ft, TCDL=4,2,BCDL=6,0, ASCE 7.10 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6 4 i Truss designed for wind loads v in the plane of the truss only. N O to a 1111111111111111111111111 us �,e!?11�91�i '1,1'6 a.,� _ N q M-1.5x3 O MZ3x4 c M-3x4 M-3x4 1- ), ), 2-03-12 3-08-04 ,I ) y y 1-00 y 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING:lts:2,4,81 JOB NAME: 5-A POLYGON NH - J4C Scale: 0.4172 ,e,,, ss WARNINGS: GENERAL NOTES,unless otherwise noted: 4451 'C''16/2Z/PTY 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 4t' ±(92 a*PE17 Truss: J4C and Warnings before construction commences. building compons'rt.Applicability of design parameters and proper ,.M` 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. ,01 3.Additional temporary bracing to Insure stability during construction 2.Design assumes.he top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2 o c.and at 10' raspectivey unless braced throughout their length by � . continuous sheazh.n-such as plywood ing(TC)and/or drywell(BC). �""^" DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bddg aq or lateral bracing required where shown++ 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsldYty of the respective contractor. fit SEQ. : 6037185 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, A�OREGON,ix A. TRANS i D: 406556 design loads be applied to any component, and are for"dry;�ncltlon"of use. ie. -7 5.CompuTrus hes no control over end assumes no responsibility for the 8.Design assumes All bearing at all supports shown.Shim or wedge If /� D - fabrication,handing,shipment and installation of components, necessary. f 8.This design is furnished subject to the Imitations set forth by7.Designlatesassume adequane drainage Is ptruss,aill n'�` V I VIII(VIII(IIII VIII VIII VIII VIII IIII IIII 8.Plates shall be sated on both faces of truss,and placed so their center �T rl TPI/VYfCA In BCS(,copies of which will be furnished upon request. lines coincide w t joint center tines. 9. MiTek USA,IHC./CompuTrus Software+7,6.6(1 L)-E f olate in Inches. 10.Digitsbasic tonne -tcate prplatedesign 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.6=(-58) 82 6.5=( 0) 18 BC: 2x4 KODF #18BTR SPACED 24.0" O.C. 2.3= -150 0 5.7=(-70) 98 5.3= 0 52 WEBS: 2x4 KDDF STAND 3.4= -14 44 3-7.(-119 86 LOADING TC LATERAL SUPPORT <= 12"OC. 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 SO"IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 317V -62/ 153H 5.50" 0.51 KDDF 625) LL = 25 PSF Ground Snow (Pg) 2'- 10.8' -108/ 72V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0' 0/ 88V 0/ OH 5.50' 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,1116 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND. 2: Des'gn checked for net(-5 psfl uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' 2-11-09 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' T MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4' Allowed = 0,196' /12 MAX BC PANEL TL DEFL = -0.008' @ 3'- 9.4" Allowed = 0.201' MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8' MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8" NOTE:Design assumes moisture content does not exceed 19'b at time of manufacture. oDesignconformstomain windforce-resisting system and components and cladding criteria. 0 Wind: 140 mpph h=2lft, TCDL=4"2,BCDL=6.0, ASCE 7.10, M (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), vloaddurationfactor=1.6,Truss designed for wind boa s oin the plane of the truss only. o . 4ao.,-0M-1.5x3 o� y ), y 2-03-12 3-08-04 y y ), y 1-00 1, 2-05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING:Jts:2,4,7' scale: O.s570 \������ PROfi�cS JOB NAME : 5-A POLYGON NH - J3C G("ryE' s/ WARNINGS: GENERAL NOTES,unless otherwise noted: �C /2 4.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 = ®$F E. Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang must be Installed where shown+, incorporation of component Is the responsiNlity of the building designer. 3.Additional temporary bracingto insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y mpo rYg 2'o.c.and at 10'o.c.respectively unless braced throughout their length by yr' Ala^01 DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). . DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON b f� SEQ. : 6037186 1 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. W fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. ZON A, design loads be applied to any component and are for"dry condition"of use. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design4*1 eassumes full bearing at all supports shown.Shim or wedge if Q ry. 14 i �� fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. ill R 1 yy 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 IIII VIII VIII IIII VIII(IIII IIII IIIITPI/WTCA in BCSI,copies of USA,Inc./CompuTrus(Software 7.6.6(1 L)Z request.ch will be fumished upon MiTekint center Rnes. 10.For basic its indicate s de with o 9.Digits design values see ESR-1311,ESR-1988(MiTek) size of plate In inches. EXPIRES:122/31/2015 111 41 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.Q0 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-6=(-30) 39 6-5= 0) 8 BC: 2x4.KDDF M1&BTR SPACED 24.0" 0.C. 2-3=(-98l 35 5-7.(-43) 53 5.3=I-501 45 49 WEBS: 2x4'KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 281V -44/ 117H 5.50" 0.45 KDDF 625 LL = 25 PSF Ground Snow (Pg) 1'- 10.8' -144/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) Connector plate prefix designators: 6'- 0.0' 0/ 62V 0/ OH 5.50" 0.10 625)KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIV'I LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.001" @ 1'- 4.2" Allowed = 0.069" 12 MAX LL OEFL = 0.000' @ 5'- 4.7" Allowed = 0.179" MAX TC PANEL TL DEFL = 0.004' @ 0'- 10.4" Allowed = 0.140' 14.00/ MAX BC PANEL TL DEFL = -0.013' @ 3'- 4.2" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.002" @ 5'- 4.7" M-4x6 MAX HORIZ. TL DEFL = 0.002' @ 5'- 4.7" 44 NOTE:Desi n assumes moisture content does not exceed 19% at time of manufacture. 44,.. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=20,4ft, TCDL=4,2,BCDL=6,0, ASCE 7-101 w (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. IIIIIIIIIIIIII..- C., co o,,L _ DIS �� �' M 3x4 o a 7 , M-1.5x3 o �1 6 0 M-3x4 M-3x4 y y ), ), 1-03-12 4-00-15 0-07-05 ,1 1, ), 1, 1-00 y 1-05-08 4-06-08 y 1PROVIDE FULL BEARING;Jts:2,4,71 6-00 JOB NAME : 5-A POLYGON NH - J2C ,c, '�0 �Ro�`- s Scale: 0.6194 cj 0,1 N1E')�,,,, 1 WARNINGS: GENERAL NOTES,unless otherwise noted: � 1 z z !! ��-)y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4 . .92.11 P E r Truss: J2C and Warnings before construction commences. building comp,,rest.Applicability of design parameters and proper le, 2.2x4 compression web bracing must be installed where shown+. Incorporation o'component Is the responsibility of the building designer. A" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'c.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous shec:hng such as plywood sheathing(TC)and/or drywall(BC). ' , DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bddg:r.or[eteral bracing required where shown+a se (r- �1 4.No load should be applied to any component until after all bracing and 4.Installation of tr.,r,s Is the responsibility of the respective contractor. 7 OREGON � TRANS I D: 40655640 S E Q m s cusses are to be used In a non-corrosive environment, til design bads be applied to any component. and are for dry g:mditlon"of use. 5.CompuTrus has no control over and assumes no responsibility lily for the 6.Design assume,,till bearing at all shown.Shim or wedge if �� �� 14 2��Q 1- fabrication,handling,shipment and installation of components. necessary. provided.s t-f { 6.This design is famished subject to the limitations set forth by 8.Platesshallbe locates on both faces drainage lu truss,,and placed so their center R R 1 Ly 111111111111111111111101111110.TPIMRCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center 9.Digits indicate sza of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDOF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-159) 91 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. SPECIES OVERHANGS: 24.0' 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0" -82/ 513V -57/ 192H 5.50" 0.82 KDDF ( 625` 1'- 9.2" -113/ 294V 0/ OH 5.50' 0.47 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.8' -101/ 192V 0/ OH 1.50" 0.31 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 r , • 1. „ ,. sgacing.l 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 = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267" MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1' Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1' Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.1" MAX HORIZ. TL DEFL = -0.001' @ 7'- 11.1" NOTE:Design assumes moisture content does ' r) not exceed 19% at time of manufacture. 12 Design conforms to main windfarce-resisting system and components and cladding criteria. 7.00 Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (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. co co 0 to 0 to 0 Q /- 2r_� 4�- M-3x4 1 A- ,i, y y y 2-00 2-00 5-11.13 (PROVIDE FULL BEARING;Jts:2,4,3[ JOB NAME : 5-A POLYGON NH - SJ2 4(,..,- co, , 0 �RpF9� Scale: 0.4859 r? (ZZ�17` /Q WARNINGS: GENERAL NOTES,unless otherwise noted: {G J-�7` I. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual G' .92*S f E SJ2 2 and Warnings before construction commences. building component.Applicability of design parameters and proper . /{/ Truss: SJ 2 Incorporation of component Is the responsibility of the building designer. 2.ac4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2 o.c.and at 10'o.c.respectively unless braced throughout their length by 4601111. DES. BY: EE s the responsibility of the erector.Additional permanent-bracing of continuous sheathingsuch asplywood sheathing(TC)C end/or d lI BC. in9R ) rY�( ) ; �, DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1/ SEQ 4.No load should be applied to any component unfit after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -j7 OREGON 41, S E Q" : 6037188 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4 "j fit, lc TRANS I D: 406556 design loads be applied to any component and are for"dry condition"of use. /5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports sho Nn.Shim or wedge if if '71- 14 so_ *- `1 necessary. [+. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. '4; y`„ 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center IIIIII VIII VIII VIII VIII IIII VIII IIII IIIITPIIWfCA in BCSI,copies of which will be furnished upon request. lines coincidenwith joint centerteIinches. nche. 9.Dieits nicdtsize of pcoe. MITek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2= 0) 114 2-4= 0 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-90 48 ( ) TC LATERAL SUPPORT <= 12'00. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORE J 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'. 0.0" -160/ 578V -30/ 119H 5.50" 0.92 KDDF ( 625 1'• 9.2' -123/ 62V 0/ OH 5.50" 0.10 KDDF Connector plate prefix desi nators: 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.8' -44/ 94V 0/ OH 1.50° 0.15 KDDF C,CN,C18,C 18 (or no prefix = CompuTrus, Inc625) M,M2OHS,M18HS,M16 = MiTek M series LIMITED STORAGE DOES NOT APPLY CJU TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, IQQND. 2: Design checked for net(.g p�f)solift at 24 "gcjegacino•I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043• @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.003• @ 1'- 0.1" Allowed = 0.054" 12MAX TO PANEL TL DEFL = 0.007' @ 1'- 5.1" Allowed = 0.407• 7.00 MAX HORIZ. LL DEFL = •0.000' @ 3'- 11.1" -, MAX HORIZ. TL DEFL = -0.000' @ 3'- 11.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), o oad duration factor=1.b�, Truss designed for wind loads o in the plane of the truss only. • N a) O co La O ,� o/- 2 pla+- 11 4� M-3x4 1 y 1, y y 2-00 2-00 1-11-13 (PROVIDE FULL BEARING;Jts:2,4,3J JOB NAME: 5-A POLYGON NH - SJ1 xc � PRpF 40 Scale: 0.6869 s, /':„ Glryq /�+/p� 0 4. WARNINGS: GENERAL NOTES,anless otherwise noted: CZ /Z Z/ ! -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 4 . `92 0 O P E t ' Truss: SJ 1 and Warnings before construction commences. building compersnt.Applicability of design parameters and proper r/ 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes:he top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,. rAlln - DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. y I 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "7/., 4 OREGON 1t. SEQ. : 6037189 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, `V TRANS I D• 406556 design bads be applied to any component. 8.Desland an assumre for es ulldbeedn fel all supports �� • 5.CompuTrus hes no control over end assumes no responsibility for the 9 9 shown.Shim or wedge if Q 1 4. 2• h. fabrication,handling,shipment and installation of components. necessary. M ‘i,'C) - 7.Design assumes adequate drainage Is provided. �y ry s V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center rT rl.�.b lin s de with 1111111111111111111 MiTTPINV7CA in e USA,lnCJCotnpuTru3 Software 7.6.6(1 L)E request. 10.For basic connectoroplate design values see ESR-1311,ESR-1986(MiTek) int center Ines. 9.Digits indicate size of late in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1.2=I0) 72 2.5=(-37) 50 3.5=(-178) 140 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3= -821` 64 WEBS: 2x4 KDDF STAND 3-4= -7 3 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: 24.0" 0.0" 0'- 0.0" -128/ 546V -22/ 80H 5.50" 0.87 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.5' -27/ 235V 0/ OH 5.50" 0.38 KDDF ( 625 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IGOND 2 Design checked for net psfl up ift at 24 "ox soacin9 I M,M2OHS,M18HS,M16 = MiTek MT series 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 = 0.040' @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.059" @ 3'- 1.6" Allowed = 0.318" 5-05-12 0-03-12 MAX TC PANEL TL DEFL = -0.072" @ 2'- 11.4" Allowed = 0.476" f f f MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.8" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.8" 4.001 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting / 3 4 system and components and cladding criteria. Wind: 140 mph h=20.1ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed Cat,2, Exp-B, Dir), load duration Enclosed, Truss designed for wind loads N in the plane of the truss only. 0 C') v o N O N N co o•,_ 2 1111.- _111 s _, 0 1 M-3x4 M-1"5x3 5-05-12 0-03-12 y J. y 2-00 5-09-08 ��00 PR0,r��� JOB NAME: POLYGON PLAN 5A NH - H2 Scale: 0.6156 ���C3 `.1%311 WARNINGS: GENERAL NOTES,unless othenNse noted: , �nlr� t�E 1,... 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual .941•P and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: I H I 2 G incorporation of component is the responsibility of the building designer. 2.2x4 compression web bradng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 40 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` ' .. DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required 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. •'jY OREGON +y SEQ. : 6048198 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, �, 4/OREGON design beds be applied to any component and are for"dry condition"of use. //� "7}f GO 4.. TRANS I D: 40731 1 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if cJ 1 4 �p fabrication,handling,shipment and installation of components. DesignDeassumes [. P Po 7. lates adequate face i oftru ,provided. C;{�RIO, 6.This design is furnished subject to the limitations set forth by 8.Plates shell be locatedonboth feces of truss,and placed so their center TPIAAITCA in I,copies of ch will be furnished ines ide with int center Ones. 11110111111111111 M Te USA,Inc./CompuT us(Software 7.6.6(1 L En request. 10.lForr basiccconnectoroplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0" TC: 2x4 KDDF N18BTA IBC 2012 MAX MEMBER FORCES 2W4/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 BC: 1-3=( 0) 72 2.4=(0) 0 2x4 KDDF Il188TR SPACED 24.0" O.C. 2.3=(-57) 13 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: 24.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -144/ 476V 0/ 48H 31.00' 0.78 KDDF ( 625) 2'- 6.2" -29/ 61V 0/ OH 1.50" 0.10 KDDF 625 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 2'- 7.0" -70/ 22V 0/ OH 0.00" 0.00 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net( p,fjJtpttft at 4 "c a inn I BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.26767" 12 4.00 2 MAX HORIZ. LL DEFL = -0.000' @ 2'- 6.2" MAX HORIZ, TL DEFL = -0.000" @ 2'- 6.2' 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 3 Trussload ddesigned uration ffor owind�loads in the plane of the truss only. O cu O O ,-/ r liarda O _ M-3x4 4 J, y 2-00 2-07 JOB NAME: POLYGON PLAN 5A NH - H1 �Eo1NE Scale: 0.7786 ed 7131/ ' /� WARNINGS: GENERAL NOTES,unless otherwise noted: t,(✓ 'lyf/ /// /� y' '..*:‘-'1 00 H1 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 'f ' !92$$PE r Truss: H 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. 2.Design assumes the top and bottom chords to be laterallybraced at 3.Additional temporary bracing to Insure stability during construction DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by DATE: 9/3/2014 responsibility g designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Irr�A1n . the overall structure is the of the building 3.2x Impact bridging or lateral bracing required where shown++ -...".1.1.111',..,10 ,� �. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 40 SEQ. 6048199 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, 3�G 1k design bads be espied to any component. and are for"dry condition"of use. N & TRANS I D: 40731 1 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge if a 42.� fabrication,handing,shipment and Installation of components. necessary. M� { ry 6.This design is furnished subject to the Imitations set forth by7.Design assumes adequate drainage is provided. fy bry t -- V 8.Plates shall be located on both faces of truss,and placed so their center R r-1 L IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIM iTek USA,lnC/CompUTrus Software 7.6.6(1 L)En requestlines basconn ctorplate design values see ESR-1311,ESR-1989(MiTek) 1TPI/WTCA in BCSI,copies of which will be furnished coincide joint 9.Digits indicate size of plate In inches. 10.For EXPIRES:12/31/2015