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t 1ict1Ct S,U Q_(\ St mi 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 Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Rip PROPFs eGINFE� i0, e 2PE ,LA0 OREGON et? 4./ OS, A NEMA 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. ...., lilt MiTek. MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 489_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. 1ONIO 1t 0% r,' W 4 r � Com ' Pr O . 4A. � 49b39 � -- G,I, -v S ONAL ; /►I✓ ',. 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. Job Truss Truss Type Qty Ply 5A R41832507 PL14-89_UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 S Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:54 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-U5L6y415vXMDrSQ6LFhTXUOBVnApewMJpiAlyjzOQU? I 2-6-0 I I 2-2-9 11 1-2-0 I I 2-4-11 Scale=1:28.6 1.5x3 II 3x5= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 e 4444444144444144404 e / e 0 0 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 1011'1 111-3-1 I, 16-4-12 I 9-11-9 0-i-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): '10:0-1-8,Edgel,'11:0-1-8,Edge1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud 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 Incr 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. VON10 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 Of'0' 'W 'It 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 C..i0 art a NOTES (tY k 1, t%5 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. is 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. // 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 11 49639 /t be attached to walls at their outer ends or restrained by other means. (j .40/STE L LOAD CASE(S) Standard �'10N . 'eti0 PR()p4. N. ONGIN�FR /0 -K' 87022P, r." - , i . 7 -c>c ti,':'OR GON cv 4zti 0 $ER4k EXPIRES:06/30/2015 April 22,2014 m if ®WARM 2 S.Verrfpde_sign raranlegErn and READ IVIES OS4THUAM MCIMED M€7€i,SEFE'AEfKE ME HI1.7413 mg.I/23/20111 EFOif USE l Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding MITe fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPI1 Quatly Crtieda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 it tauthern Pin*$SP)lumber is specified,the deuignvetsees are theta edfantiveo6/03/201.3 byALSC Job Truss Truss Type Qty Ply 5A R41832508 PL14-89 UP F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Twos Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:55 2014 Page 1 ID:j7axn4OsHnThyaUAczwOszX1 UY-NHuVAQIjggU4Tb7IvyCi3ixLvBX_NPgT1 MwJUAzOQU_ I 2-6-0 I I 2-0-11 I I 1-2-0 I I 1-69 I Scale=1:25.3 1.5x3 I I 3x4= 1.5x3 11 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 e _ e _ o o e 0 e e e e e 1. 12 11e 10 9 3x4= 3x6 = 3x4= 3x4= 3x4 =- 10-6-3 10-6-3 11-2-11 I 9-9-11 9-1113 111-1-3 I I 14-10-12 I 9-9-11 0-1-8 0-7-0 3-8-1 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edgel,111:0-1-8,Edee) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud 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/TPI2007 (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. JjONIO lit 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 O� OV'WAS. .. 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 C! Avg' 4' II,' fwdi;,: G NOTES �- • »+ 1` � 1)Unbalanced floor live loads have been considered for this design. r� 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. ii :;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 id 1) A,,49639 'k` be attached to walls at their outer ends or restrained by other means. QG151 LOAD CASE(S) Standardr ONV0 AL ci�� V" '151 °�� 87022PE / U> cv F 0^0T °REGO �o 4!V °5��,q:41 EB ‘� Pio .9 A. HERS EXPIRES:06/30/2015. April 22,2014 4 J A WARMING-4'esify dtxi7a parameters uxr REAR P/3 ITS CN THIS AND I/K3J/CED MIRK REFERENCE PAGE MII-7473 mt.1/29/212th BE-MEPUSE Design valid for use only with M7ek connectors.This design is based onlyupon parameters shown,ands for an individual building component. Y Applicability of design parameters and proper incorporation of component B responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mitek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,defvery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 €f Southern.Piste(S{P)tears to spent:Fud,,the design values are:these affective 0502/2€31.3 by MSC Job Truss Truss Type Qty Ply 5A R41832509 PL14-89_UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:56 2014 Page 1 ID:j7axn40sHnThIyaUAczw0szX1 UY-rUStNmJLR8cx51ZUTfxcvUWYbsw6pZcG0fs?czOQTz I 2-6-0 I I 2-5-1 I I 1-2-0 I I 2-4-11 I 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 _ e ` e o / V . N \ _ e e O ' 1� 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= '. 10-10-9 11-7-1 I 10-2-1 10)3f9 111-5-9 1 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,f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (roc) I/deft 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 Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. gSONTO 44, 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 c� O't w tit WEBS 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 (, i' C' ' NOTES Z r t• 1. tr 1)Unbalanced floor live loads have been considered for this design. /( _ N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1a 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 I, be attached to walls at their outer ends or restrained by other means. , 49639 LOAD CASE(S) Standard 0,,t, GISI 'ZONAL - �EU �� PROFfir, 0.0 812PE j 7. ‘1‘ -/OREGO (1, zo `s A. HeR EXPIRES:06/30/2015 April 22,2014 i 4 ®viA J/7M3.Vuity design rarame€srs and READ PZTES ON THIS AND MIMED MIMIC REFERENCE PAGE M11-7 473 fan1/29/2914 EAFOREUSE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mill is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek"erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern.Pima[SPI lumber is specified,€ie design valuer are thesis d¢dfectia 06IOSf2O1.3 bydvJSG 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:j7axn40sHnThtyaUAczwOszX1UY-Jg0Fb6K CRkoiv8h1NEA970dL?9TrGQIVgPPX2zOQTy I 2-3-0 I I 1-4-11 II 1-2-0 I I 1-0-9 I 2-6-0 Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 I I 1.5x3 II 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 N _ _ _ e_ /_ e e_ //`_ eo _ N i\\! 7 15—' 15 14 13 12 11 3x4= 3x8= 3x5= 3x4 = 404 = 3x4= 14-3-11 f-- - _ _13-1-11 13-8-11I 1 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): f12:0-1-8,Edpe],f13:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 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/TP12007 (Matrix) • Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(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 ONIO 1.4. - TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-34.46/0,6-7=-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 $ 0- VWA$'j)" t 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, 1 6-13=-860/0 •" J - :"r 0A Ti .{ y k, rt ++ NOTES Il 1)Unbalanced floor live loads have been considered for this design. \ 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Ki 49639 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to Q ,'VGISToe be attached to walls at their outer ends or restrained by other means. 4'10NAL - LOAD CASE(S) Standard ca L�NGINE /04. 4t' 87022P, r- - " i 04 - -< OR GON rim qkt ,pC_ ' BER .r\ EXPIRES:06/30/2015 April 22,2014 I, t A{WPM-Ver.'tydesl a paromesrs and REAP AO TES ON Pd.°SA06 MIMED M17EK REFERENCE PAGE/477.7 473 et x 1129/2014BECA !}3 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 IMf�iT �i�� 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/1P11 Qualtiy Crileda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 &t suuti a Isc)1.4.is ecnlsa,the. srgn values are those 0001/2013 try AtSC 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:j7axn4OsHnThIyaUAczwOszX1 UY-nsadoSLczlsfk3jta4mPhKZrvOXsafyvjK8z4VzOQTx 1-3-0 I 1-1-1 I I 1-2-0 II 2-4-15 I 2-6-0 Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 N I/ \ a I e, N u/ , \ - /'• y 1N -p- e FitO O B e. t • 25 24 23 22 21 20 19 18 j- 3x4 = 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6= 3x5= 3x5 WB= 15-7-9 I 14-5-9 15-0-9I I 20-9-8 14-5-9 7-0 b-7-0 5-1-15 Plate Offsets(X,Y): I12:0-1-8,Edgef,f18:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft 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 Incr 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.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. 1iONIO N, 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, 0C, �V WAS�j, 1314=-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, Cr{ ,4 #y, 19-20=0/3519,18-19=0/3519,17-18=0/1990 k'k=> �co , y 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, 1a 12-20=0/1057 44, NOTES % p 9639 4r 1)Unbalanced floor live loads have been considered for this design. • �' IST�S 2)All plates are 1.5x3 MT20 unless otherwise indicated. SuoNAj..- CS 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 ANSUTPI 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. `C�('k ) P R Opt LOAD CASE(S) Standard �`CO GIN�F. l0 <41 —51 870 2PE ,<' 7 '°,) OREGO rid 111 90 <'''14 13ER4\ �4 ©S & Her' N EXPIRES:06/30/2015 April 22,2014 9 A mac-Verfydes/sgaparamelerxted READI MESOtfT IS AND rp.CUZED tillEK REFEPENCE PAGE Mil 7473ret 1/251201$A 4E(GEl Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPil Qualfly Crieda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pisxe tSP}launf.,r is spocifled,tine rie_uiga values are those offfectivre re/9k$/2r#.1 s toy ALSC Job Truss Truss Type Qty Ply 5A R41832512 PL14-89_UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:59 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-F38??oLEj3_WyD138oHeEY678o1 UJJY2y_uWcxzOQTw 1-4-0 I 2-8-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 LI II IIII 1E11111111 .111: eN WV 5 Fri-/ 4 3x4= 3x4= 9-1-8 4-1-0 I 1-8j 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. oliOr rO p NOTES �Yu� 1)Refer to girder(s)for truss to truss connections. (} O WASj<jj 'y 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. {.i 4 y, tJ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4k0 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to r. w, 1.., N be attached to walls at their outer ends or restrained by other means. j LOAD CASE(S) Standard ,$r 49639 S'I0NAL � �� 13 P ROppss mac...- C�'N'�INE�9 -- 87o22P17 E r• cki F `�A�,ORE o �t©Q A. NESP EXPIRES:06130/2015 April 22,2014 AINARN a-Ver:tydesignparameters and READ 82 SIS SN THIS AM)IfKWSEI)Ml EKEFETEMIPAGE MI17413ret 129f214DED4Et 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 a the responsibillity of the ■�'�ek• 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,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Sauthem Mae lumber is specified,thefts/al:velatis seethes*effective 06/01/201.3 icy MSC Job Truss Truss Type Qty Ply 5A R41832513 PL14-89_UP F07 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn40sHnThyaUAczwOszX1 UY-BRGmQTNUFgFDB WSSGDJ6JzBLXcYXn3SLQINdhpzOQTu 1 1-7-12 1 1 1-8-15 1 1 1-2-0 I I 1-4-9 I 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3x8 3 4 5 6 7 8 9 10 11 e N \YI XR e` e 19 6 17 16 15 14 13 i 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= 1 1-10-12 2- 17-5-4 I 1-10-12 0.-8 15-5-0 Plate Offsets(X,Y): 12:0-3-0,Edgel,18:0-1-8,Edael.113:0-1-8,Edael,I19:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid 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 IBC2012/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 (Ib/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) 1 0N10 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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, WAA DC7 O, s 7-8=-2379/0,8-9=-1741/0,9-10=-1741/0 {j 'fj. BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, Y #!y, '' '16 12-13=0/909 i 4 ,Z til 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, N 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 NOTES r 49639 c 1)Unbalanced floor live loads have been considered for this design. 9 tots,I 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. -...ss. -ta 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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. p P R Opt, Ss The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). `Ca EN�'iN�k- /— LOAD CASE(S) Standard 8i02c591 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 , Uniform Loads(plf) Vert:12-19=-8,1-11=-80 Concentrated Loads(Ib) (J1 Cu Vert 1=-304(F) y C, - 1'° tv 7 'O)), OREGO (f)©jU '90 aEA \�A�., A. He EXPIRES:06/30/2015 April 22,2014 a t AWA`RNINS-%t fty deligia pram terssod/ .0 MR'S ONTB7;AND MIMED MIT£YREFERENCE M.C. 1411-7473rex,1,128f2414DEM Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 It Southern Pine(SF)!aunties in&ps-acified the tteaige clues are thoseeNective 00131/2013 byA1SC Job Truss Truss Type Qty Ply 5A R41832514 PL14-89_UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-BRGmQTNUFgFDBWSSGDJ6JzBSbchgnApLQINdhpzOQTu I 2-6-0 1 0-5-10 1 1 1-2-0 1 I 1-4-14 1 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4 6 _._ 0 e e e e 10 9 e e 8 3x4= 3x4= 3x4= 3x4= I 3-1-2 3110 3-9-10 f 4-4-10 416? 8-6-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edgel,f9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 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 I BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E I 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. lONIO TOP CHORD 2-3=732/0,3-4=-732/0,4-5=-732/0 c� BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 007 O' W�,Aa4J.1>, �Y WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 C 4k' {J NOTES .i 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)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. t 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 ,P 49639 be attached to walls at their outer ends or restrained by other means. QRZ LOAD CASE(S) Standard5101YAL G .iikrca_P Rope. C\ 4 GtNEF9 f�.p 8 • 2PE t 1` y 5. ��j, OREGO tiP <0 A. Hep EXPIRES:06/30/2015 April 22,2014 4 l ®MANIAC-Vcrtffrfesigopu=arzxmrsandREAD 1CTESOttTifrSAle MINED NITEK REFERENCE PAHIT 7473rec1/18/2017 ilEtiSE 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 ony.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/T911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 €f Sautherb.Pine(SP)lumber it a d:R d,the 4eaige nuts mother,*tffecttve 06/01/2013 byALSC Job Truss Truss Type Qty Ply 5A R41832515 PL14-89_UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 5 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn4OsHnThyaUAczwOszX1UY-feg8epO60_N4pglepwg1 AjdNO2oWFDVey6ADGzOQTt I 2-6-0 I 0-5-6 I I 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4= 31.5x3 II 4 3x4= 51.5x3 II • O 4 „.: V N 1.-- O 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 -2- 3-9-6 1 4-4-6 i 6-2-8 I 3-0-14 1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edgel,(8:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud 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 Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/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. yONIO TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 fl%SOV*AS4,4 WEBS 2-9=-456/0,4-6=-424/0 NOTES lr ky 1)Unbalanced floor live loads have been considered for this design. J' j N 2)Refer to girder(s)for truss to truss connections. tw, 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. t?r 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 ' 496 be attached to walls at their outer ends or restrained by other means. IS TE IQAt � Cr 'zt' 870 2PE { y 4Ni,ORM N (1,91u 0 18ER A\ ds A. H ¢\AP EXPIRES:06/30/2015 April 22,2014 it it A WAR,F37f -Verity des#Za pram 5rrs and REAP 07€S Off 7M:SAND MIMED€D M77£Y R€€ETcT t3I PAGE MU 7 473 rec 1;2Wj2014BEr alt FUSE . �' 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 fabricafion,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quaky Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610. if SairthE916 Pin*tSPjluartwei:rpect ed,the dnaign uei'os are.These effective WOE/20l 3 by MSC Job Truss Truss Type Qty Ply 5A R41832516 PL14-89_UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-feg8ep060_N4pglepwgLrAjc201vWd Vey6ADGzOQTt I 2-6-0 10-5-10 I I 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 11 1 2 3 4 5 6 _\:.. -8,- -.4.- 0 0 I e ee e [ ) 9 e 803x4= 10 3x4= 3x4= 3x4=- I I 3-1-2 31-10 3-9-10 1 4-410 4t612 8-8-8 j 3-1-2 0-1-8 0-7-0 0-7-0 0-1-b 4-2-6 Plate Offsets(X,Y): f8:0-1-8,Edael,19:0-1-8,Edgel LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud 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 OF 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 (lb)-Max,Comp./Max.Ten.-All forces 250(Ib)or less except when shown. yrtONIO 14. 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 ( -i WASti WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 S iT Lie NOTES40 r k x, , N 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)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 87 I` 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 to411 4 4963 -` be attached to walls at their outer ends or restrained by other means. flfiL .4''0IST� � LOAD CASE(S) Standard rte 11i -0 ��@) PRQpeso 8 • 2PE yr- 7 `�A) OREGO ti:'o44` ,S' .. N 4� EXPIRES:06/30/2015 April 22,2014 4hiCf U4; _ i FtAkfrT.� ® 1a"-Ye.^.'17 desigrs,:a;aREAD AO ter€and READ G}17H:S;�P� E➢NITER REFERENCE ter.1;'f9fZL'S88FFcSA£k Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �M 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 sMI'''. �i7 • erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding iYl fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7PI1 Quality Criteria,DSB-89 and BCSI Budding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Struthers Pine 01;11xmlixer is ap.eslfiea4.the'defier trakws are tisane eta stiue 06/01/5013 by AL8C 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 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:03 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-8gNWr9PknHVxQgcqNdLaOOGj6PFoF VetcsklizOQTs I 2-6-0 I I 2-3-5 ii 1-2-0 I I 2-4-11 I 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 / _ � �_� a e _ -1 e e 19 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-1113 11-3-131 I 16-5-8 I 10-0-5 0.yy-8 0.7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(KY): 110:0-1-8,Edgel,f11:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid 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/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=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. yONIO TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 � �WASj� 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 Ci P� / 0 NOTES 4. "" �1, 1)Unbalanced floor live loads have been considered for this design. f £" 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. tee 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 11d' ,4963(9 4r be attached to walls at their outer ends or restrained by other means. 94' 4big LOAD CASE(S) Standard 4'10 '5t4 90 PROP i 870; 2PE y `"cj,.OREGO ti 4 S A. HO; EXPIRES:06/30/2015 April 22,2014 1 ®ttAINdIMM-Ifes:'ydesr/a pastime tern an:/9.E.141I h14 TS CM THIS AM S%2L/OES MIMIC REFEAEM E PAGE Mf77-7 413 reg.1125/20158E alEUUE ... Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component." Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown R� 18R is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the tY1� ' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 B�. fabrication,quality control.storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. CiWs Heights,CA,95610 rt Southern Pine(SF)is(Sin iumborhspecirrod.,the design vellum are there eftnrzave 05/01/3:013 by AMC Job Truss Truss Type Qty Ply 5A R41032510 PL14-89_UP F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn4OsHnThyaUAczwOszX1UYcOxu3VPNYbdo2_B1xLspxbpq?pYt_Q1n6GbHH8zOQTr I 2-3-0 I 1 1-411 II 1-2-0 ii 1-2-5 I 2-6-0 1 Scale:3/8"=1' 1.5x3 I I 3x6= 1.5x3 H 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 e. e o_/ �.o \ e 0 0 N N ee ee 1 15 14 13 12 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 ¶4-8-111 I 18-3-0 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): f12:0-1-8,Edgel,f13:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud 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 Ina YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. 1ONIO TOP CHORD 2-3=2664/0,3-4=-2664/0,45=-3503/0,5-6=-3503/0,6-7=-2556/0,7-8=-2556/0,8-9=-2556/0 4, s, BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 0$ OV WAS VP' 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, C..i AS). I, "rte ', 6-13=-853/0 :{ F NOTES N 1)Unbalanced floor live loads have been considered for this design. 1 *.i 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 7 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '4' 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 (} 1 be attached to walls at their outer ends or restrained by other means. � �'tSI LOAD CASE(S) Standard G ,9 PROP4 410NAL `r 87022P, r" 7 ' jORGONr. 0 BER i CJS v1/4\4,1?* A. He v1/4\4,1?* EXPIRES:06/30/2015 April 22,2014 ai a AWARNThO-Ver/fydesign parameters ucdREAD PE7ESONMSAND MIMED MIRK REFERENCE ACE t41T•7473sex 1/29/20. 9ER78ES/SE �' Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. '£ Applicability of design parameters and proper incorporation of componentisresponsibility 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 fabrication,quality control,storage,defrvery,erection and bracing,consult ANSI/T911 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 if SeUttletil Pill.*I'SP)lumber in specified,the design,slues arethese effectiveoe/on/zos.s lay Atsc Job Truss Truss Type Qty Ply 5A R41832519 PL14-89_UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-cOxu3VPNYbdo2_B1xLspxbpv4peR_UOn6GbHH8zOQTr 2-0-0 I I 1-10-11 1 1-2-0 1 1 2-5-3 I Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 e 0 N s ° a e t 11 10 98k 3x4= 3x5= 3x4= 1.5x3 I I 3x4= I 8-2-9 1 8-9-9 1 9-4-9 1 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edgel,(10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft 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 Incr 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. o'TONIO 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 ccj 1 WAS.t. 4 WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 r, h NOTES t a �,Y L 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)12,8. f 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. bd 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 be attached to walls at their outer ends or restrained by other means. °A' bISfiER LOAD CASE(S) Standard s7OIVAL ��ptiD49639 PRQp c0.0 � �cNGIN ''F9 10 �-9 4t' 870 2PE Aj,OREGO (f) 1v C) '�$ER 1\ EXPIRES:06/3012015 April 22,2014 At&8JWIMS.Verity design;arsewers;Ad READ NIfl ONTHIS ANL EIC11€D/47TEKREFERENCE PAGE Kir1413rnx1/29/2014BfUSE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the e erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.Far general guidance regarding MI ek` fabrication,quality control,storage,defivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern.FinP)furrdeaa it wedged,rim amigo celurr are there effwstisse 06/01/2013 by MSC 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:j7axn4OsHnThIyaUAczwOszX1 UY-YP3fTBRd4CtWHIKP2mvH00uKrdQGRS_4Za4OM1zOQTp 1 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 0 N 7 - ' ,,, A 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid 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/TP12007 (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=-309/0,2-5=-304/0 Iy' ONIO 4.47 NOTES Qc7 O1 Zi1AS lei,1)Refer to girder(s)for truss to truss connections. C r4' 'firfry 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 't' " `'r . j 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 co , k"" 1 N be attached to walls at their outer ends or restrained by other means. 1 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. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,i=1 49639 O •tGIST 31 LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 5.". 'ONAL Cs Uniform Loads(plf) /-. Vert:4-5=-10,1-3=100 Concentrated Loads(Ib) Vert:2=-188(F) ,t,N',O PR(Fess kJ 17 87022P;. 7 -j,OR GOO ti3 0 ISER �� '© EXPIRES:06/30/2015 April 22,2014 4 4 Ai tJW7!S-Yerdesi*aparametersaadRSMMf4"g`IESCM11/15AM)/7/17 50MITEKREFERENCE PAGEMITT7473set 1,/15120148UC78Ft/SE _EI Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and isfor an individual building component. lin t 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,qualify control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Cdteda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ifs trersrPine(SP)maceris apeirified,,tire-design,naru aye thole effectiveoG./411JJO15f retic Job Truss Truss Type Qty Ply 5A R41832521 PL14-89_UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:05 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-4CVHGrQ?Jvifg8IDV202TpL6KD22izQxKwLrgbzOQTq I 1-6-0 1-5-10 j i 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 I I 1.5x3 I I 1.5x3 II 1 23x4= 11 3 4 53x4 6 — IP 4 p o N N 1 e 3x4= a9 S/ \ 3x4= 3x4= 3x4= I 3-2-10 1 3-9-10 I 4-4-10 I 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): (8:0-1-8,Edge),(9:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 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 (Ib/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �y'ONTO fi{ 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 d o' WAS l 4 WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 {0Q ' s{ NOTES r fk" Q>y, 1)Unbalanced floor live loads have been considered for this design. 1 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. II 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i 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 ''b 439 be attached to walls at their outer ends or restrained by other means. Q tS'1: 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. �SONALG 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 PR0 Uniform Verta7(%-8,1-6=80 �Co tI,GINF F`S�/0 Concentrated Loads(Ib) �, Vert:11=-169(B) 87022PE (. / y fi'0j,.OREGO ti4 ZU .Pe, ''OBER .0 4) 'IDSA H�Vk P EXPIRES:06/30/2015 April 22,2014 E ® Af m-Veaydegga parameters and READ Mrs ON THIS AM MIMED 14ITEKREFERE PAGE HIT 773nrr.:tr/c9/2(r38BEMUSE IMIll s,Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7P11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citms Heights,CA,95610 tf5aavhersn FirM(SP)14.17ibtfin SP.rjrted,the design.vmtsxecare,r - 05/01/5053 by Also_ Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions (Drawings shownnot into ft-inscale-sixteenths) Da FailWreMage or to Follow Personal CouldInjCauseury Property 4 I offsets are indicated. rm� Dimensions are in ft-in-sixteenths. im Apply plates to both sides of truss1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS 1 � cl-2 c2-3 2. Tress bracing must be designed by an engineer.For o'/16. L\11Pyirr it wipe truss spacing,individual lateral braces themselves mhy require bracing,or alternative Tor I I p bracing should be considered. F O ip 3. N.ver exceed the design loading shown and never gt•ck materials on inadequately braced trusses. 0 O 4. IPr•vid copies of this truss design to the building For 4 x 2 orientation,locate c2-a csr cse d-signIer,erection supervisor,property owner and plates 0 "i from outside BOTTOM CHORDS Oil other interested parties. edge of truss. 8 7 6 5 5. C t members to bear tightly against each other. 6. IPloce plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joi t and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO Ib atidns are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. D.sign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT tih:enVironment in accord with ANSI/TPI 1. `Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. kl less Dtherwise noted,moisture content of lumber ill•II not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. U less 6xpressy noted,this design is not applicable for ICC-ES Reports: us.with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.C•mberis a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 re pon ibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 c•mb r for dead load deflection. the length parallel to slots. 11.(Mate t pe,size,orientation and location dimensions inica ed are minimum plating requirements. LATERAL BRACING LOCATION 12.qu b r used shall be of the species and size,and Southern Pine lumber designations are as follows: in•II r spects,equal to or better than that ,,i• Indicated by symbol shown and/or SYP values as published �p cifi d. bytext in the bracingsection of the representsbAWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.To•chards must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 ;pacing indicated on design. If indicated. 14.$•ttorn chords require lateral bracing at 10 ff.spacing, BEARING Or less,if no ceiling is installed,unless otherwise noted. 15.C•nnections not shown are the responsibility of others. Indicates location where bearings 16.D.not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved a•proval of an engineer. •�� reaction section indicates joint number where bearings occur. 17.In tall and load vertically unless indicated otherwise. Min size shown is for crushing only. MINN 1 18.Usje of green or treated lumber may pose unacceptable ► environmental,health or performance risks.Consult with Industry Standards: prpject engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Rviev all portions of this design)front,back,words Plate Connected Wood Truss Construction. a d pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracin is hot sufficient. 9 9• iTek e I BCSI: Building Component Safety Information, 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' f r e e a --- — J1 41 J2 - J2C 13 J3C J5 - q 7:12 J6 J6C J7 �� J7C, v J8 J8 al J10 / J10 N J11 • J11 IT Ee km m J10 4 J9 1te:1Y • J8 1 1 , , \ 14:12 _ J7 7 12J6 , I , , , / • - .4 / J12(10) r J13 (5) HGI rie 14: 2 ! tiY. u rte. C312) • •' 2 J13 e1 Cil 191 00. 12 9i - -a in )� CONFORMS TO DESIGN CONCEPT GARAGE LEFT ❑ CONFORMS TO DESIGN CONCEPT WITH 11��SIONS AS S�Ot�JN ®CONFORMS TO DESIGN CONCEPT ❑ N CONFORMI G-REVISE AND RESUBMIT ©COEwNsFOloMSNTOrDSIGN CONCEPT WITH 20 THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORM-.NCE 0 NONCONFORMING REVSE&RESUBMIT J HI'1 THEDESIGN CONCEPT Oh:Y AAD ODES NOT FELIEIE THE 40' FABRICATOR/VENDOR Or RESPOSIBIL:TY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SFECIIICATIONS ALL CF WHICH HAVE PRIORITY ..{' /9 k',WA:,IIRVOVER THIS SHOP DRARING. CONTRACTOR SHALL VERIFY,ALL DIMENSIONS. Rv Al Fukui_......._......Date 9/22(14.... MIERRANDT ARCHITECTS By: Todd R. Eaton �Date: September 19, 2014 CT ENGINEERING©f�uIVG ghtCompuTrusInc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL COFFER D IGNER/S FOR NGINEE L FURNON TCR paa umber PLAN 5-A INFORMATION.BUILDING F'-',1•i!,,, DESIGNER/ENGINEER OF RECORD PLAN. DRAWN BY JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5-A / A-A CHECKED BY. DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL T 'Ay';£ COMPANY- DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. lT... 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. I 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). t10r ft. ` c, . i Ara 90, zea „ .2 Q INN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WB/DDF/C =1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.10=(-799) 2686 3-10=(-300) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3= -3018 1136 10.11=(-562 2250 10- 4=(-235 629 WEBS: 2x4 KDDF STAND; 3- 4= -2885` 1241 11.12=).258) 1671 4-11=(-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=(-46O) 1077 IC 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" 1 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 BAG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SM,IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD 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" ICOND. 2: Design checked for net(-5 oaf) 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 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1212 Design conforms to main windforce-resisting 7.00 1.---. M-4x6 v 7 00 system and components and cladding criteria. 4.0' Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 5 -IX (All Heights), Enclosed, Cat.2, Exp.B, MWFAS)Dsr), *lasload duration factor=l.6, M-5X8($) Truss designed for wind loads in the plane of the truss only. 0.25" M-5x8(S) 0.25" g"- do u, o M + o M-1.5x3 /\4r,M-1.5x3 v ... 0 A - -.- \ A /.•/ >. / °-1.5x3 M 3x8 M 3x4 0.25" 0.251 M 3x4 M 3x8 6 o M-5x8(S) M-5x8(S) y 1, ,i 4, y 4 y 8-11-01 8-11,15 7-11-08 8-11-15 8-11-01 y 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S), 2-00 PR opE, JOB NAME: 5-A POLYGON NH - B2' �` � lN- Scale: 0.1445 INE /0 WARNINGS: I GENERAL NOTES,unless otherwise noted: tiJ 'C''15/2i/[77 ' w 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' r `PE 1-- Truss: B2 and Warnings before cogstru or)commences, building component.Applicability of design parameters and proper 2.2x4 compression web br(sdng ugt be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,y` DATE: 8/22/2014 3.Additional temporary bracing t 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 ere r.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by �� continuous sheathing such as plywood sheething(TC)end/or drywall(BC). /" Atmr', the overall structure is the res rwIbllity of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ { CC 4.No load should be tippled to a y component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 1t! SEQ. : 60371 52 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- 'l ,,N, A, TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. / k. ('� 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 �Q necessary. j�,� {" fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. -"'r 'R RIO-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 1111111111111111111 TPINVECA in BCS(,copies of which will be furnished upon request. lines coincide with joint center nInes. val 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXFI RES:12131;2015 idIIIIIHI 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 til&BTR LOAD DURATION INCREASE = 1,15 1- 2- 0) 114 2- 9=(-843) 2654 3- 9=(-300) 335 7- 8=(-2357) 628 BC: 2x4 KDDF STANTR SPACED 24.0" O.C. 3- 4. -2865) 1232 10-11=(-267) 1637 4.10=�•737� 574 WEBS: 2x4 KDDF STAND; 630 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 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 12- 7=(-240) 354 Connector plate prefix designators: 20 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIIVEOLOADOATT LOCATION(S) SPECIFIED PSF LBYIIBC STORAGETED 1 . LOCATIONS0'- 0.0" -380/AC2064V -302/TIONS ACT3116H 5IONS .50" 3.30ZE KDDIFP( 625 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 ( 625I JT 2: Heel to plate corner = 2.25" ** For hanger specs, - See approved plans �COND. 2: Design checked far net( p,f) uplift at 24 'ac s aR cintl VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200" MAX IL CREEP DEFL = -0"043" @ -2'- 0.0' Allowed = 0.267" MAX LL DEFL = -0.163" @ 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 HORIZ, TL DEFL = 0.117' @ 43'- 0.7" NOTE:Design assumes moisture content does 21-10-12 21-07-08 not exceed 19% at time of manufacture. T T 'I 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. T T T f f Wind: 140 mph h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4X6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 \I 7.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 44( in the plane of the truss only. M-5x8(5) M-5x8(S) 000 0.25" 0.25" \1/\ /pet;, 41,1,414.O C')c. M-1.5xsM-3x5 M -1.5x3 O co Ao v.. n 0 1 2 g 10 '/ T 11 12 8** O M-3x8 M-3x4 0.25" 0.25' M-3x4 M-4x6 O M-5x8(S) M-5x8(S) ), i' y y y 1 ) 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 ,<�t0 RQ4- 6s Scale: 0.1411 �J �y2 kie(eEA,.p /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4,,5` Vt 2/11{7 .4y 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 47C T C3?0®PE 1" Truss B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• Incorporation of component is the responsibility of the building designer. ."" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 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 sheaths C and/or drywall(BC).overall structure is the responsibility of the buildingdesigner. sheathing(TC) DATE: 8/22/2014 Po ty 9 3.Zx Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6037153 ' _ IX ik TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '13'5.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 f 14 2-° Q fabrication,handing,shipment and installation of components. necessary. I14 6.This design Is famished subject to the imitations set forth by7.Design assumes adequate drainage is provided. 'A'/ �y t IIIIII I III IIID I III VIII VIII VIII IIII III 9 J 8.Plates shall be located on both faces of buss,and placed so their center �1 4 TPI/VYfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. 10. t MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12I311201 1111111 III IIIIIIII 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 #1&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. 2- 3= -3025 992 11-12= -1288 2429 11- 4= -49 296 WEBS: 2x4 KDDF STAND; 3. 4=I.2875) 987 12- 13= -1034) 2330 4.12=) -445 367 2x4 DF STAND A; LOADING 4- 5= -2453 910 13-14= -850 2024 12. 5= -216 868 2x4 KDDF #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=S-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 BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.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 ICOND 2 Deign checked for set( psf) uplift at 24 "oc soacin6. vertical members (uon), 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 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" @ 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 1 1,r not exceed 19e at time of manufacture. 19-11-11 , 23-06-09 Design conforms to main windforce-resisting 5-03-05 5-00 5-03-08 I 6-06-14 - 6-11-13 6-11-13 7-00-01 T system and components and cladding criteria. T 1 '1' TT 1 1 1 1 Wind: 140 m ht h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 15 09-12 load duration factor=1.6, T T Truss designed for wind loads 12 in the plane of the truss only. 7.00 P M-4X6 M-5x6(S) 6 M-3x4 0 25" =M-4x4 M-1.5x3D M-5x6(S) r k\A s a -/ /ii 4 0.25" et v 0 NI- ,- M-1.5x3 c + rn 0 o II v, 2' 11 1 'f 13 T �4 15* M-3x8 M-3x4 • 0.25„ M-3x4 0.25 =M-4x4 M-5x8(S) M-5x8(S) ), ), y y y y y y 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 po P R QFe JOB NAME: 5-A POLYGON NH - AH3 .5' c1N 0? Scale: 0.1504 4 { 1ZZ fir? * WARNINGS: G. hRAe NOTES,uness upon otherwise noted: . ,1-.. 1.Builder and erection corjtrector should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual AH3 3 and Warnings before a:instruction commences. building component.Applicability of design parameters and proper Truss: AH 3incorporation of component is the responsibility of the building designer. + 2.2x4 compression web blaring must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to assure stability during construction 2'o.c.end et 10'o.c.respectively unless braced throughout their length by 4� DES. BY: EE s the respons bility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •Ia." DATE• 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I'�" SEQ. : 6037154 4.No bad should be applied to ny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - q_OREGON +�tri fasteners are complete and ohne time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, '� 4.0/ 1 4 '� �'' , design bads be appI d l any component. and ere for"dry condition"of use. /� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If Q ^��' �i. necessary. '�/� S fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. C{ `�t. 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 IIIIII VIII VIII VIII IIII VIII VIII IIII IIIITPI WfCA in BCSI,copies of which will be furnished upon request. 9.dings coincide with Jofnppt center lines.USA,Inc./CompuTrus Software 7.6.6(1 L)-ZDigits plate( 0.For basic connector design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 HIHAI IIIIII 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 #1&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 N1&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= -445) 367 2x4 DF STAND A; LOADING 4. 5= -2453 910 13-14=( -850 2024 12. 5= -216 868 2x4 KDOF N1&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 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) 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 KDOF ( 625) Connector plate prefix designators:) = CsICOND. 2: Desi n checked for net 5 sf) uplift at 24 "oc acing.) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Q l- P $P _- M,M2OHS,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" MAX TL CREEP DEFL= -0.043" @ -2'- 0.0" Allowed = 0.267" ** For hanger specs. - See approved plans 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" NOTE:Design assumes moisture content does 0-04-15 not exceed 19% at time of manufacture, 15-11-11 27-06-09 Design conforms to main windforce-resisting T f , 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 T T TT T 1 T 1 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load15-09-12 Trussduration designedffor owind=1.�loads T T in the plane of the truss only. 12 M-5x6(S) M-4x6 7.00 V. 0 25"5s M-3x4 =M-4x4 M-1.5x3 7 1M-5x6(S) 0.25" cr O 4 + a g o M-1.5x3 o 0 A st a 1 2� 11 12� T 13 '�ja 13* M-3x8 M-3x4 0.25° M-3x4 0.25' =M-4x4 M-5x8(S) M-5x8(S) 1, y y /, /, 1, y y 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - AH2 ,, PRt�fi�6� Scale: 0.1504 �'+,GJ �`�IZzl1 4(1 WARNINGS: GENERAL NOTES,unless otherwise noted: w (Q?J //X 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 tt' 79240PE r Truss: AH 2 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 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). ,/^ DATE• 8/22/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ iA !t, ' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. q OREGON W SEQ. : 60371 55 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, ,.. tf rY \bt design bads be applied to any component. and are for"dry condition"of use. / +��. P� ..1... TRANS I D: 406556 S CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing et all supports shown.Shim or wedge if 0 j 4 Fr ��[ fabrication,handling,shipment and installation of components. necessary. ` 7.Design assumes adequateod hdrainageciso sed. � 11.. 6.This design is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPINVECA In SCSI,copies of which will be famished upon request. git coincidedtwith joint ate in che. 9.Digits indicate size of plate in inches. n9 �1 MiTek USA,IDC./COfnpulru3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1989(MiTek) EXPIRES:12/31/+201.5 IIIIIIIa This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x6 KDDF #1&BTR; 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=1 -366) 286 16-10=) -342) 255 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5549 1990 12.13=(-2387) 5968 12- 4=( -428) 1623 WEBS: 2x4 KDDF STAND; 1 LL = 25 PSF Ground Snow (Pg) 4. 5= 0 0 13-14=(((-2428 5968 12. 6= -1761 953 2x6 KDOF #2 TC 2x4 KDDF STUD'6 BC UNIIF LLI 50.01+DLI 40.0). 40.0 PLF 0'- 0.0" TO 43'- 6.3" V 7- 8= -5543 2225 14-15=(-2062I 4966 -14= -967 519 3= 0 419 2x4 OF STAND B' TC UNIF LL 100.0 +DL 28.0). 128.0 PLF 12'- 0.0 TO 43'- 6.3" V 6- 7= -6028 2379 15-16= -1257 2945 13- 7= -4 166 8- 9.(-3514 1448 14- 8= -312 1314 IC LATERAL SUPPORT <= 12'OC. UON. 7C 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=( -684) 2397 BOTTO HORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE D AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR TIDE B T1OM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED I 0'- 0.0" -1099/ 3690V -131/ 270H 5.50' 5.90 KDDF ( 625) I 43'- 8.3" -1506/ 3729V 0/ OH 5.50" 5.97 KDDF ( 625 OVERHANGS: 24.0" 0.0" ICONO. 2: Desi n checked for net 5 sfl uplift at 24 "ac s acing.I 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,M18HS,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 7-10, 11-11-11 31-06-09 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, T T Truss designed for wind loads 5-11-14 5-05-02 0-06-101 5-10-05 6.05 6-05 6.05 6.05.04 in the plane of the truss only. T T TT T T T T T 11-09-12 12 f�640# 1 M-7x8(S) M-5x10 7.00 5 I =M-6x6 045" =M-66x6 =M-10x10 M-3x6 9E MB _ IX I M-3x4 0 V\ C A o cp ♦ Nosiss. A o co o 1• 2 M-4x12 M-1115x3 M-3x10 1210.25" =M 4x4 0.2 14 lc55 M-4x10mw °* =M-8x8(S) =M-10x10(S) 5-10-02 5-05-02 $-02 8-00-04 8-00-04 8-00-08 y y y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - AH1 , pRQ,rFs,� Scale: 0.1519 ���J /22� �� WARNINGS: GENERAL NOTES,unless otherwise noted: 44 17C' `-' 1.Builder and erection contractor hould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' 921®P E r Truss: AH1 and Warnings before constructi n commences. building component.Applicability of design parameters and proper 2.2x4 compression web brdang ust be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing t 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 ere r,Additionalpermanent bracingof 2'o.c,and at 10'c.c.respectively unless braced throughout their length by P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rrr DATE: 8/22/2014 the overall structure is the res nkibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ rt (Z 4.No load should be applied to a y component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. -74./ OREGON 4(/ SEQ. : 60371 56 fasteners are complete and at o time should any loads greater than 5.Design assumes trusses are Io be used In a noncorrosive environment, �� ��� A. design loads be appled r any onenL and ere for"dry condition"of use. �. .s._ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 14 v., necessary.necessary. fabrication,handing,shipment installation of components. 7.Design assumes adequate drainage is provided. }L�" 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 VIII VIII VIII I I I IIII VIII I II IIII IIIITPINVECA in BCSI,copies of which will be furnished upon request. Digitssgit coincidenwith joint center lines. 9. indicate size of platetin inches. MiTek USA,Inc./CompuTrus Software 7,6.6(11_)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111 11111 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 ODE #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 #1&BTR; SPACED 24.0" O.C. 2- 3=)-4062) 1544 11-12=(-1139) 3226 3-12=( -506 350 2x4 DF 2400E BS 3- 4= -3073) 1177 12-14=) -797) 2720 12- 4=( 0) 348 WEBS: 2x4 KDDF STAND; LOADING 4. 5= -2541 1132 13.15= 0) 0 4-14= -567 259 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= -2298) 1240 14-15= -626) 2374 5-14=) -288 1055 DL ON BOTTOM CHORD = 10.0 PSF 6. 7= -2207 1142 15-16= -261) 1600 5-15= -1419 749 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2812 1243 16-17= -595 2048 15- 6= -558 995 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9= -2957) 1138 17- 9= -836) 2403 6.16=S -434) 1178 LL = 25 PSF Ground Snow (Pg) 9-10= 0 11 16- 7=( -722 578 OERHANGS: 24.0" 24.0' 7-17=( -243) 599 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CIB,CN18 (or no prefix = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M20HS,M18HS,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) (GOND 2' Design checked for net( pot) uplift at 24 "oc s ap cina 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" MAX TL CREEP DEFL = -0.393" @ 14'- 6.0' Allowed = 2.858" 21-10-12 21-10-12 MAX LL•DEFL = -0.036" @ 45'- 9.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267' 2-09 5-10-08 5-10-08 7-04-12 7-02-08 7-02-08 7-05-13 MAX HORIZ. LL DEFL = 0.102" @ 43'- 4.0° 12 12 MAX HORIZ. TL DEFL = 0.166" @ 43'- 4.0" 7.00 1/ M-4x6 7.00 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 6As Design conforms to main windforce-resisting M-5x8(S) M-5x8(S) system and components and cladding criteria. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" 0,25" load duration factor=1.6, r Truss designed for wind loads in the plane of the truss only. 0 o M-3x4 � ,,,N :M-1.5x3 li\li M-3x4 3 M-4x6 o 1/ �M 5x6 M 3x4 12 cp 1 15 16 " 17 19 g n o M-5x10 0.25" o M-4x6+ M-3x4 M-3x8 0 .-2.75 2.04 oM-4x10 M18HS-5x16(S) 12 12 )" y )" yy y y J' 2,-05-0 5-10-08 6-02 0-,1.1 10-04-12 8-11-15 8-11-01 y y , y-05-08 12-00-08 1710-04 27-05-04 ,2-00 J, 14-06 29-03-08 y , 2-00 43-09-08 2-00 JOB NAME: 5-A POLYGON NH - B3 ' �Rox�{s Scale: 0.1309 Oj r; Gl1ry(ryN /1y1,p,, Ufa WARNINGS: GENERAL NOTES,unless otherwise noted: <C1 G t y.G�/t t .yy D 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 .C.�2 4 4 P E 1'"• Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. J` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 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 drywall(BC). , fry = E DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ of r. 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6037157 fastenersare complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, "5'� >h jC/ design bads 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.Design assumes full bearing at all supports shown.Shim or wedge if �V 14 - fabrication,handling,shipment and installation of components. necessary. 41�." R ` .3 7.Design assumes adequate drainage is provided. a' V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII HO 11111 VIII VIII IIIII VIII IIIIIII TPINVTCA In BCSI,copies of which will be furnished upon request coincide with Joint center lines. 9.Digits indicate size of plate in inches. 9 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: �f31/201 IIIIIIIIIIIII 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 H1&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 N1&BTA SPACED 24.0" O,C. 2- 3=1-3891) 1497 15.16=( -931) 2763 15- 4= -277 430 13.14=(-2471) 843 WEBS: 2x4 KODF 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=) -556j 2143 5.18= -543 368 TC LATERAL SUPPORT <= 12'OC. 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 21-22.1 -720) 2182 19- 8.1-486 183 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 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 OVERHANGS: 24.0" 0.0' 12-22=) -68) 268 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA I vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES 0'- 0.0" -349/ 2064V .211/ 224H 5.50" 3.30 KDDF ( 625 Connector plate prefix designators: 1 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 1 (GOND 2' Design checked for net( 5 psf) uplift at 24 "oc s acg ing.i ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-11-11 , 3-10-02 19-08-07 MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200" MAX TLMAX ELL DEFL = 0.174" @ 17'- 8.5" Allowed = 2.130" (4-02-11 4-04-07 1-08- � $ 4-07-09 5-03-08 4-10-08 MAX TL CREEP DEFL = -0.335' @ 22'- 10.8" Allowed = 2.840' 2-07-04 4-04-07 0-04-15� 1 5-05-12 0-04-15 5-01-08 MAX HORIZ. LL DEFL = 0.095^ P 43'- 0.7" 1' ( (� T MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 15-09-1215-06-08 NOTE:Design assumes moisture content does 1 1 not exceed 19%at time of manufacture. 12 M < 8 • M-3x4 12 Design conforms to main windforce-resisting 7.00 / Q 7.00 system and components and cladding criteria. I M-4X6 8; 9 "M-4X6 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M-5X6(S) B ` M-5x6(S) (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Ddr), load duration factor=l.6 0.25" Truss designed for wind loads 0.25" in the plane of the truss only. s2 o M-3x4 c\\\\\x\ r +' + , +1 -3x5 M-1.5x3 M-1.5x3 M-4x6 / co co o 1 2 M 5x10 M 3x4 co 17.1''J 20 ) 22 a 1- 14* � M-4x6+ o M-5x10 M-3x4 0.2 M-3x4 M 4x6 0 -a 2.75 1.89 - M-^x8 M-5x8(S) 12 12 y y y 1 Q012 1' 1• 1" .1 2-05-01 6-06-10 5-05-14 11-08-I 5-07-14 5-05-12 7-06 7-07-12 y Y-05-08 13-01-04 , 2-01 25-11-08 y y y 14-06 29-00-04 y 2-00 1 43-06-04 ist,0 PR OAre,, JOB NAME : 5-A POLYGON NH - BH3 Bnale: D.,2B6 ��'� G(1("I fog_ WARNINGS: GENERAL NOTES,unless otherwise noted: 17 `17 BH3 1.Builder and erection co tract should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4. T /P C� 1'� Truss: BI 13 and Warnings before c nstru do commences. building component.Applicability of design parameters and proper 2.2o4 compression web ting frust be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary br ting Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of a ere dr.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by } ' #�wr.^+ p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J , DATE: 8/22/2014 the overall structure is a res sibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # �' 4.No load should be app to n'component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,t OREGON CO SEQ. : 6037158 fasteners are complete nd a n0 time should any loads greater than 5.Design assumes trusses are to be used In a non<orrosive environment, �G/ 'YJ �4N�`�, design loads be applied to an component end era for"dry condition"of use. h TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e•Design assumes full bearing at all supports shown.Shim or wedge if d 1 4 { fabrication,handling,shipment and installation of components. necessary, "'c„ R10,.. P 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III VIII VIII VIII VIII IIIIIIIIIIIIITPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide with jointcenterinches.tries. 9.DigitsIndicatecsize ofplatein tries MiTek USA,IGC./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES+12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C=1,00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-15=(-1177) 3199 15- 3=( -99 614 22-13=) -87) 221 BC: 2x4 KDDF #18,BTR WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2-3- 4=(-3508) 1481 16-18=1497 ( -757) 2431) 13 15- 13 .14=(-2471) 843 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"OC. 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=( -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 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 OVERHANGS: 24.0" 0.0' 12.22=( -68 268 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0' -349/ 2064V -211/ 224H 5.50" 3.30 KOOF ( 625) 43'- 6.2" -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) ** For hanger specs, - See approved plans ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -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 15-08-07 MAX TL CREEP DEFL= -0.335" @ 22'- 10.8" Allowed = 2.840" 1X08-13 4-07-09 5-03-08 4-10-08 '1 MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7" 4-02-11 4-04-07 T f 1- f f ff f f MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" ff 2-07-04 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 NOTE:Design assumes moisture content does T T T T 1f T - 1`'I T f not exceed 19% at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting T f ' - system and components and cladding criteria. 12 M-4x6 M-4x6 12 7.00�/ M-5x6(5) 7 M- XB M- X4 1r1 Wind: 140 mph+ h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t M-5X6(5) Q 7,00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Toad duration factor=1.6 0.25" Truss designed for wind loads / 0.25" in the plane of the truss only. M-3x4 ch 1-1 //I_kk T\\Ah3x5M1. 3 . o 2 M-3x4 0 17 19 20 ) 22 14* c M 5x10 o M-5x10 M 3x4 0.2 M-3x4 M-4x6 0 M-4x6+ a 2.75 1.89,__M-4x8 -5x8S M-4x8 M-5x8(S) 1y2 y y 1-90�$2 i )' ; )' )' 2y-05-0 6-06-10 5-05-14 11 y 08-02 5-07-14 5-05-12 7-06 7-07-12 2-05-08 13-01-04 , 2-0011 25-11-08 y 14-06 29-00-04 J, y y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH2 Scale: 0.1286 ,5�`` �j_ pN//��7jfiss, WARNINGS: GENERAL NOTES,unless otherwise noted: ./ U/L 1+ , 151 1.Builder and erection contractor should be advised of all General Notes 1.ThIs design is based only upon the parameters shown and is for an individual r' .921 IPE c- T r u s s: BH2 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. f 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 DATE: 8/22/2014 responsibilitybuilding g continuous sheathing such as plywood sheat Ing(TC)and/or drywall(BC). ✓"w the overall structure is the of the designer. 3.2x Impact bridging or lateral bracing required where shown++ M lt ,, 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibifty of the respective contractor. wp OREGON W' SEQ. : 6037159fasteners are complete and nt nO time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. 'il w./ A, TRANS I D: 406556 / design loads be appfed to any component. and are for"dry condition"of use. / -g k. .2.o_5.CompuTrus has no control over and assumes no responsibility the 6.Design assumes full beadng at all supports shown.Shim or wedge If 1 4 �1y fabrication,handing,shipment and installation of components. necessary. f 7.Designlaesassumes adequatendrd befurnishedlocated faces of truss,and placed so their center MI III(IIII(IIII VIII(IIII I III II IIII TPINVTCA In BCSI,copies of which will be furnished upon request. Digit coincidewith jointacenter nche. 9.Digits indicate ofplateceIn inches, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-l311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIII I III 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/C =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 M1&BTR 72, T3 2- 3= -8240) 2291 15-16= -1727) 6287 3-16=( -728) 178 13.22=) 0) 299 BC: 2x6 KDDF N1&BTR I 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 UN F LL( 50.0 +DL( 14.0 = 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 5- 6= 0 0 18-19= -2095 6120 17- 5= -631 2092 2x6 KDOF STAND B TC UN F LL( 100.0 +DL 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 TO UN F LL( 50.0(+DL( 14,01= 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'OC. UON. BF UN F;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"OC. UON. 9-10= -6194 2281 22-14= -1415) 4765 19. 8= -779 384 TC CONC IC CONC LL( 500.0)+ DL(140.0)= 640.0 LBS @ 31'- 6.2' 11-12=•47400 169919- 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 BOTTO CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13-14= -5833 1764 10-21= -1904 912 LIVE OAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-21=) -481) 1760 THE BITIOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0" 0.0" I 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/ 164H 5.50" 6.02 KDDF 625) C, CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 43'- 6.2" -994/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series ** For hanger specs. - See approved plans 10060. 2: Deslglt checked far nett-5 osfl uplift at 24 "oc spacina.l 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' 1 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 T T 1 , T NOTE:Design assumes moisture content does 4-04 0-06-10 2(-03-08 5-02-05 0-06-10 5-08-10 not exceed 19+1 at time of manufacture. 2-09 4-04 ' -021-19 5-05-13 4-07-11 '' 5-05-02 Design conforms to main windforce•resisting T T T T T T system and components and cladding criteria. 11-09-1211-06-08 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, j64 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ff j�40H T load duration tactor=l.6 12 . 12 Truss designed for wind 0loads -3x6 M-7x8(S) in the plane of the truss only. 7.00 1/ M-5 12 4-3x4 0.25" =M-4x4 11M-5x10 Q 7.00 5 * 7 ' 8 9_ ), 10 . /1\ M-3x4 M-3x4 0 M-3x8 IF tO M18HS 3x18 -_ M 7x12 0 �/� ate 16 t7 m e` - B . n 1 2 =M-8x8 M-3x4 M-4x8 =M-Bx4 t9 O.255P M-3x10 M-1225x3 14* o - 2.75 6+ 2.1 -r--- HS-7x14 ( ) =M 8x8 S 12 12 , -05-0a 4-04 4-05-12 3-02.11,2.00> 8-01 7-11-04 5-05-02 5-06-14 , ,2-00, 05-08 12-00-08 2.00 27-00-04 y 2-00 43-06-04 PRo pe JOB NAME : 5-A POLYGON NH - BH1 Scale: 0.1366 ,��`` �(fNf s'r� WARNINGS: GENERAL NOTES,unless otherwise noted Q✓� a �'•^I "7. 1.Builder and erection contactor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual -92 4 0 P E c'" Truss: B H 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web brdng must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bra'ng to Ir6ure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: EE is the responsibility of th erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , 4001111° P h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the resporbibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ (C' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "7 OREGON 4' SEQ. : 6037160 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L• N1h A, design bads be applied to any component, and are for"dry condition"of use. <0 4/'' 2. tet.-.... TRANS I D: 406556 5.CompuTrus has no control oval end assume no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if c/ 14 iw . �t;y, fabrication,handtn,shipment and installation of components. necessary. 9 P Po 7.Designlaesassumes coed one dr/201provided.feces of truss,and placed so their center 1111111111111111111 TPIANiCA In BCSI,copies of which will be furnished upon request git coincide ctwith joint ate in nche. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 EMI' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" 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- 8=(-104) 734 3- 8=(-401) 388 BC; 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3.(-1004 236 8- 9=( -48) 481 8- 4= -295))) 595 WEBS: 2x4 KDDF STAND 3- 4=) -885 459 9- 6=) -74 602 4- 9='-294) 595 LOADING 4- 5=( -885 459 9- 5=(-401 388 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1004 236 BC LATERAL SUPPORT <= 12"0C, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (P9) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 975V -360/ 360H 5.50" 1.56 KDDF625 M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 6.0" -184/ 975V 0/ OH 5.50" 1.56 KDDF ( 625 ` THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 gsf) uplift at 24 'on saucing,) 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T T >( MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" 5-02 5-01 5-01 5-02 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.024" @ 6'- 10.9" Allowed = 0.979" MAX TL CREEP DEFL = -0.043" @ 6'- 10.9" Allowed = 1.306' 12 12 MAX LL DEFL = -0.002" @ 21'- 6.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003' @ 21'- 6.0" Allowed = 0.133" 14.00 V \14,00 44.0" MAX HORIZ. LL DEFL = 0.011" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0,015" @ 20'- 0.5" 0 i 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=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-1.5x3 M-1.5x3 v u; ' Allik.' 0 c, 0 0 ig ► illT 4" T o M-3x4 80.25" M-3x4 M-3x4 0 f- M-5x6(S) y 1' y y 6-10-15 6-08-02 6-10-15 1-00 20-06 1-00 JOB NAME : 5-A POLYGON NH - C2 Scale: 0.2044 `5� c\},GIN ��nOT"�`'�/ WARNINGS: GENERAL NOTES,unless othervbse noted: f,(✓,'.N (J{4 Z /J' 'f.' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual '4 . 14 9210 PE ;r Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at -� DES. BY: E E 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 � l► continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ,,.. "s�llr! DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,qa 4'7 i 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. OREGON SEQ. : 603 1 6 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, t„design loads be applied to any component. and ere for"dry condition"of use. ./ n� ,. 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 14 2 necessary. *� fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. (�p i 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 r l 7 L Milli I III(IIII I III IIII VIII VIII I II IIIITPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 IMIIIW IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6,0" GOND 2' Design checked for net) psf) uplift at 24 "oc s acp ina TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE C 1.15 NOTE:Design assumes moisture content does BC: 2x4 KD F #18,8 SPACED 24.0" O.C. not exceed 19k at time of manufacture. 2x4 KDDF N1&BTR B2 LOADING Design conforms to main windforce-resisting TO LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+Dl( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mpht h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 CConnector plate prefix designators:= Co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18IS (16 = MiTek prefix) = riepuTrus, Inc LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, M,M20HS,M18HS,M16 MT series RIMIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL Truss designed for wind loadsin the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall URN. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 10-03 10-03 12 1114-4x4 12 14.00 V' 3 N 14.00 .\\••1 v 1 <O 0 CO M-3x4 0 0 u7 r, t RO u7 o ci o M-3x5(S) o / M-3x4 1, 1, * 6-10-15 13-07-01 1-00 20-06 1-00 � , U PROpr. JOB NAME: 5-A POLYGON NH - Cl Scale: • 0.2158 �� f �"/ry' (���jJ{'}� /o WARNINGS; GENERAL NOTES,unless otherwise noted: V''. 1/ '''f� 1.Builder and erection coMractcr ehould be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �' T 921 0 L"E r" Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper ,+�f/F 2.2x4 compression web grating must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary b ting o Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by #,4aa..^... DES. BY: EE is the responsibility of the ere trip.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor 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++ * CC 40 SEQ. . 60371 6Z 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. �9 OREGON fasteners ate complete and a no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, lj/. 'f�1' n�\d` �t design bads be appled to any component and are for"dry condition"of use. V/� F 4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at at supports shown.Shim or wedge if / J� 1 4 t<1 fabrication,handing,shipment and installation of components. "'L }.I \-'3 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 IIIIII IIII VIII I III VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copes of which w Il be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in Inches. MITekUSA,Inc./COmpuTru9Software7.6.6(1 L)-E 10.For basic connector pieta design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 IIIIIIII 11111 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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 86 2- 9=(-1252) 5318 2- 3= -8954) 2004 12- 7=( -820) 282 BC: 2x8 KDDF #1&BTR 2- 3=( -8954) 2004 9.10=)-1252) 5318 9- 3=) -102) 11 7-13=) -474) 2142 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -8738) 2060 10-11.(-1284) 5552 3-10= -192) 616 7- 8.(-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'- 0.0" 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 LLI O.OI+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 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek M series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 20'- 6.0" -2153/ 9494V 0/ OH 5.50' 15.19 KDDF ( 625 "- 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND. 2: Design checked for net(-5 psfl uplift at 24 'ac spacing.) nails staggered at: g P VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row's) throughout 2x4 to chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 5" oc in 2 rows throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001° @ -1'- 0.0" Allowed = 0.133' 9" oc in 1 rows throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. *0* 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 T T f f f T T not exceed 19% at time of manufacture. 12 M-5x8 12 Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. 5.0" N 14.00 5 Wind: 1140 mph, h.-25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, ( ig) , losed , Cat.2, Exp.B, MWFRS(Dir), .6, All HehtsfEncTruss designed for wind loads in the plane of the truss only. 4Ik 0 M-4x10M-5x16 6O, o o M-1.5x3 M-79 x12 10.25" M-6x10 M-3x10 B o ***13751#-M-101 10(S) y y y y fr A y y 3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04 , 1-00 20-06 00 PR OPe JOB NAME : 5-A POLYGON NH - C3 Scale: 0.1661 .c.; G�INE,,,,p„66>„, WARNINGS: GENERAL NOTES,unless otherwise noted: /G G/! 7 . 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4t. e 92 0•PE 1"' Truss: C3 and Warnings before construction commences. building component Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. .+^ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /' DES. BY: 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 , continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). +,w!- 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 until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 3L w OREGON ft S E Q. : 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, `. design loads be applied to any component and are for"dry condition"of use. / �� TRANS I 0: 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 �}A� 4 2.4 -4, fabrication,handling,shipment and installation of components. necessary. 'Y! " ��`. 7.Design assumes adequate drainage is provided. Fj p 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 +l r-1 L. 111111 11111 VIII 010 III VIII 11111 III III TPI/WTCA in BCS),copies of which will be furnished upon request 9. sicconnector coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E or baiiicto ze rpla 10.For design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111101111 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 TC: 2x4 KDDF 41&BTA 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" O.C. 2.3=I-506) 111 6-4.(-24) 286 WEBS: 2x4 KDDF STAND 3-4= -506) 111 LOADING 4.5= 0) 86 TO LATERAL SUPPORT <= 12"DC. 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -111/ 604V -210/ 210H 5.50° 0.97 ODE ( 625 Connector plate prefix designators: 11'- 8.0° -111/ 604V 0/ OH 5.50" 0.97 KDDF ( 625) C,CN,C18,C1418 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATIONS)AD IS A MINIMUM OF 10 PSF.SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LICOND. 2: Design checked for net(-5 gsfl uplift at 24 'oc soacina 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-10 5-10 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f T '' MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 12'- 8.0" Allowed = 0.100" 12 M-4x6 12 MAX TL CREEP DEFL = -0.003° @ 12'- 8.0" Allowed = 0.133° 14.00/ \14.00 MAX TC PANEL LL DEFL = 0.281" @ 8'- 6.5" Allowed = 0.557" 34.0" MAX TC PANEL TL DEFL = 0.497" @ 8'- 4.1" Allowed = 0.835" /- kg /II - MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" MAX HORIZ. TL DEFL = 0.004" @ 11'- 2.5" NOTE:Design assumes moisture content does C" not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Neights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factorl �, Truss designed for wind loads in the plane of the truss only. 0 U 0 co o o U� 11111111141.3x4s� o o� _� 6 o M-1.5x3 M-3x4 1, ), y 5.10 5-10 y y )' ), 1-00 11-08 1-00 ° ��Y 1 0 PROs iN _ 5 G E' JOB NAME : 5 A POLYGON NH D2 Scale: 0.3596 4C ,,,..led n4- WARNINGS: 1GENERAL NOTES,unless otherwise notedCC.: 1.Builder and erection contractors,ould be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual '' ^; p c�4�L.. r Truss: D2 and Warnings before cdnstructidn commences. building component.Applicability of design parameters and proper fr- 2.2x4 compression web btacing 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 +✓ po ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .iaa�""" DES. BY: EE Is the responsibility of the ere a.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` DATE: 8/22/2014 the overall structure is the res sibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n 44, SEQ. : 60371 64 4.No load should be applied to ny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -yL 4`OREGON b,, � fasteners are complete and a no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, -moi 4 � 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 8•Design assumes full bearing at all supports shown.Shim or wedge if iv 5 �7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C 't..t� 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 IMO 11111111111111111111111 IIIIIIIVIIIVIIIVIIIIIIIIIII TPIIVYTCA in BCSI,copies of which will be furnished upon request. Digit coincidenitwith Joint center hnes. 9.Digits ndsize of tplate in inches. pp p 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: FI31I207 J 111110IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" 10 • r' 'rr I. r r. - ' , , ',r TC: 2x4 KDDF #188TR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #188TH SPACED 24.0" O.C. not exceed 19% at time of manufacture. IC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= t2"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and claddingcriteria. DL ON BOTTOM CHORD = 10.0 PSF y p Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,C1418 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=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. f 1 12H M-4x4 12 /- 14.00 r3 \J 14.00 �I' 0 N O CO O O ul AOilliiillikle' u" i i i i i i M-3x4 M-3x4 ,- ,i' ), ), ), 1-00 11-08 1-00 JOB NAME : 5-A POLYGON NH - D1o' � PRQxs Scale: 0.3526 t IZG ' �.0, WARNINGS: GENERAL NOTES,unless otherwise noted: 4.1,xI! -57 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$+PE f" Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. " ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 809111 DES. BY: EE 2'o.c.and et 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheething(TC)and/or drywell(BC). ,,.✓,rl., DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ali Cr' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -ly OREGON AO SEQ. : 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, L \1X design loads be applied to any component. and are for"dry condition"of use. / 41. Q 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, 2• Os fabrication,handling,shipment and installation of components. necessary. q I 6.This design is furnished subject to the limitations set forth by7.Designlatesassumes adequate onne both drainagecis provided. a. 'f'/ h ry t t `r IIIIII IN VIII I I III IIII 1111 III IIII III g 1 9.Plates shall be located faces of truss,and placed so their center +'1 rt t 1. TPIMRCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 1111101111111 IIDII (IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-08-00 GIRDER SUPPORTING 43-09-08 FROM 0-00-00 TO 4-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) I. 2= -5126) 1156 1- 7=(-684) 2978 7- 2=( -566) 2502 BC: 2x6 KDDF #1&BTR 1 2- 3= -3372) 842 7- 8=(-680) 2954 2- 8=(-1360) 424 WEBS: 2x4 KDDF STAND; LOADING 3- 4= -3376 838 8- 9=(-372) 1990 8- 3=(-1214) 4854 2x8 DF SS A; 1 LL = 25 PSF Ground Snow (Pg) 4- 5= -3446 750 9- 5=(-370) 1988 8- 4= -156) 306 2x6 KDDF #2 B TC UN F LL 50.0)+DL 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 8.0" V 5- 6= 0) 86 4- 9=) -176) 84 BC UN F LL 522.4)+DL 375.2). 897.6 PLF 0'- 0.0" TO 4'- 8.0" V TC LATERAL SUPPORT <= 12"OC. UON. BC UN'F LL 0.0)+DL 20,Oi= 20.0 PLF 4'- 8.0" TO 11'- 8.0" V BC LATERAL SUPPORT <= 12"OC. UON. 1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA I ADDL: BC CONC LL+DL= 3551.0 LBS @ 5'- 8.0' LOCATIONS REACTIONS REACTIONS SIZE N.M. (SPECIES) OVERHANGS: 0.0" 12.0" ! 0'- 0.0' -1280/ 5692V -197/ 189H 5.50' 9.11 KDDF625 LIMIT 0 STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0' -688/ 3059V 0/ OH 5.50" 4.89 KDDF ( 625` Connector plate prefix designators: REQUI' ENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix = CompuTrus, Inc GOND. 2: Design checked far net(-5 psf)Jdnlift at 24 "oc s acn inn. M,M20HS,M18HS,M16 = MiTek MT series OTTO CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ND Br7TOM 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" C 2 ) complete trusses required. MAX TL CREEP DEFL = -0.058" @ 3'- 1.3" Allowed = 0.717" Join together 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 19% at time of manufacture. Design conforms to main windforce-resisting T 3-03 T 2-07 P 07 T 3-03 T system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00/ 14.00 load duration factor=1.6, 3 4.0" Truss designed for wind loads f- „ in the plane of the truss only. i M-3x5M-3x5 ZS dao B nA L S M-5x10 0 0 �� q CD 1 a M-3x8 M- 8x10, M-1.5x3 M-5x1uti 01 0 ***4,355 # y i J' j y y 3-01-04 2-08-12 2r08-12 3-01-04 y /, ,i 11-08 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME: 5-A POLYGON NH - D3 eco PROS, Scale: 0.2557 41- G'(N -fA_ WARNINGS: GENERAL NOTES,unless otherwise noted: 44 /Z GIrrY r� �_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 en Individual 4t' .92 0$P E. 1f and Warnings before construct on commences. building component.Applicability design parameters and proper Truss: D3 Incorporation of component is the responsibility of the building designer. 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at ' 011,01,1 I 3.Additional temporary bracing is insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by �` " DES. BY: EE is the responsibility ofth�araC on Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d wall BC. r- ingnalr ) ry ( ) `.. I DATE: 8/22/2014 the overall structure is Me responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i C 4.No load should be applied to a rycomponent until after all bracing and 4.Installation of truss Is the responsibilty of the respective contractor. -vOREGON ((J SEQ. : 6037166 fasteners are complete and at to time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,G. if Nb A," , design loads be applied to any component. and are for"dry condition"of use. /h -7)r .2-°- ..4r TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If 4r 140"necessary. t-� fabrication,handling,shipment'and installation of components. 7.Design assumes adequate drainage is provided. }�n y t-k-. 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 TPICA in I,copies of ch will be furnished upon lines coincide with 1IIHI I III IIIII(III(III IIIII IIIII(III(III M Tai SA,lnt./CompuTrus(Software 7.6.6(1 L)E request 10.For basic connectoroplate design values see ESR-1311,ESR-1988(MiTek) int center lines. 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 ill111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1,00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0 86 2-4=(0) BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2.3= -27) 180 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 399V -117/ 260H 5.50" 0.64 KDDF ( 625) no ix designators: 5'- 9.2' -164/ 198V 0/ OH 1.50" 0.32 KDDF 625 C,CN,C18,CN18 or no g LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 139V 0/ OH 5.50' 0.22 KDDF ( 625` Connector plate ( prefix) = ormpuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. IDQND. 2: Design checked for net( p<f)�nlift at 24 "ac s a ina 5-10 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" MAX TC PANEL LL DEFL = 0.300" @ 3'- 6.1" Allowed = 0.559' MAX TC PANEL TL DEFL = -0.260" @ 3'- 4.1" Allowed = 0.838" 1±14.0017 (1 MAX HORIZ. LL DEFL = -0.004" @ 5'- 9.2" MAX HORIZ. TL DEFL = -0.004' @ 5'- 9.2° 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=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, nTruss designed for wind loads o in the plane of the truss only. 00 t0 co 0 o�o 1, 1, ), 1-00 6-00 (PROVIDE FULL BEARING;Jts:2.4,3) 9,0 JOB NAME : 5-A POLYGON NH - J13 scale: 0.4281 �CJ� GAIN p �/0 WARNINGS: GENERAL NOTES,unless otherwise noted: ,(44 1 4G+f f l''''It. 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- 79201017'E r Truss: J13 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 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 � ►.' DATE 8/22/2014 responsibility 9 9 continuous sheathing such as plywood required sheathing(TC)endfor drywell(BC). r r,. the overall structure is the of the building designer. 3.Zr Impact bridging or lateral bracing where shown++ 4t. 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. .}yOREGON f, 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, ^V design loads be applied to any component and are for"dry condition"of use. �'"/ �qY O\1X TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if {� 14 'y `f- fabrication,handing,shipment and installation of components. necessary. A„ . e, 7.Design assumes adequate drainage is provided. `Y! �j A 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 RAW"' f-1{L (VIIIII I III IIII VIII VIII IIII IIIITPIM/TCA in BCSI,copies of which will be furnished upon request. 9.lines coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E Dicate size gits plf atet 10 .Forrbasicconnecto design values see ESR-1311,ESR-1988 (MiTek) EXPIRES:12/31/2015 1E1111 IIII1 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 N1&BTR I LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.6=(0) 0 BC: 2x4 KDDF HI&BTR I SPACED 24.0" O.C. 2-3= -581) 500 I 3.4= -164) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5= -21) 0 BC LATERAL SUPPORT <= 12'0C. UON. 1 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 SQ.IN. (SPECIES Connector plate prefix designators: I LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 375V -204/ 454H 5.50" 0.60 KDOF ( 625 C,CN,CIB,018 (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 KDOF 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. ICOND. 2: Design checked for nett-5 Psfl uplift at 24 'oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0 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" I 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 199;at time of manufacture. 12 / Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. o N Wind: 140 mph, h=25.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10{ CD (All Heights), Enclosed, Cat.2, Exp.B, WWFRS(Dir), v LC) load duration factor=1.6 CD Truss designed for wind loads coN in the plane of the truss only. o T co 0 M-3x4ri' -/ /1-00 y Ji y 6-00 4-03 (PROVIDE FILL BEARING:Jts:2.6.3.4I JOB NAME: 5-A POLYGON NH - J 1!2 �� IN p�o��6 Scale: 0.2960 ti5� IZ �/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 451 ./T rf 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:t 7,92$•r-E r Truss: J 1 2 and Warnings before cdnsirucllon commences. building component.Applicability of design parameters and proper "0000 2.2x4 compression web bradng Must be installed where shown+, incorporation of component Is the responsibility of the building designer. e 3.Additional temporary bracing tb Insure stability during construction ctlon 2.Design assumes the top and bottom chords to be laterally braced at o.c.and at 10'o.c.respectively unless braced throughout their length by All DES. BY: EE is the responsibility of the eredtor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywail(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++ CC / ' S c.C o 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiIty of the respective contractor. :'!� �y.,11 �OREGONb‘ �+y SEQ.. : 60371 70 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - and are for"dry condition"of use. 3- 1� cnndesign loadTrus e no con to aver and assumes / .���T".. TRANS I D: 406556 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If Li 14 S. necessary. fabdwtion,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. { �`,- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPINVTCA In BCS(,copies of which will be famished upon request. 9.Digit coincidentwith joint ate in inches. inr Ines. MiTek USA,InC./COfnpUTrus Software 7.6.6(1 L)-E 10.FFor basicconnectordesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIII� II���I This design prepared from computer input by II PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2. 0) 86 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3= -636) 500 3-4= -243 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5= -76) 0 BC LATERAL SUPPORT <= 12"OC. UON. 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 BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 376V -213/ 495H 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" -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 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5 ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc cing spa 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 system and components and cladding criteria. 14.00 V Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads o in the plane of the truss only. 0 .,- -4- .,-- a 0 u1 Pa 6 - o M-3x4 A- 1. .i y ,1 1-00 6-00 4-10-09 IPROVIDE_FULL BEARING;Jts:2.6.3.41 JOB NAME : 5-A POLYGON NH - J 11c\ o PPQpe Scale: 0.2753 G(N ��/ WARNINGS: GENERAL NOTES,unless otherwise noted: 4/1.` e,121117' 1- v -? 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 CT.92011PE 1-- and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 1 1 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additionalpermanent bracingof T o.c.and at 10'o.c.respectively unless braced throughout their length by " P ty continuous sheathing such as plywood sheathing(TC)and/or drywail(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++ ,! /C, ' p 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON W SEQ. : 60371 71 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, \fl I( design bads be applied to any component. and are for"dry full bearing g use. / 1 y Y Q 4.. 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 fJ 14 necessary. Q" fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. ` . * `.ice 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 IIIIII I III VIII VIII VIII VIII IIII IIII IIIITPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. r+ M iTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate in Inches, 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201.rJ IIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'• 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&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=(-562) 497 3.4=(-139) 88 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 L 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 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( / _, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" It 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,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.007 load duration factor=l.6 Truss designed for wind loads o in the plane of the truss only. ,r 0 N cm I V7 -O M-3x4 y y , 1 )' 1-00 6-00 I 3-11-09 (PROVIDE FULL BEARING;Jta:2,5,3,41 Iyk JOB NAME : 5-A POLYGON NH - J 1 O .. t� PRo �s Scale: 0.2937 'CJ r 12zE <0 WARNINGS: GENERAL NOTES,unless otherwise noted: //X'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 t . .920 0 P E "c,,, Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing react 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 2'Sc..and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector Additional permanent bracing of continuous sheathingsuch as sheathing(TC)) ry ( ) a plywood sheaths C and/or d well BC. are,- 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 ary component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ,I, SEQ. : 6037172 fasteners are complete and at ro time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,.. �j N. ,` design loads be applied to any component, and are for"dry condition"of use. / � Q TRANS I D: 406556 5.CompuTrus has no control oven and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 �{t},� fabrication,handling,shipment end Installation of components, necessary. 4f 7.Design assumes adequate drainage is provided. 'f -Fib Itl„ 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 fl Illill III VIII III I'll VIII(III III(IIITPI VYfCA in BCS(,copies of which w 11 be famished upon request lines coincide with Jofnpp 19.0.Frrbasict centin inches. er nche. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E iiconnectorplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 1-3=( 0) 86 2.5=(0) 0 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15q BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-483) 427 3-4=(-111 TC LATERAL SUPPORT <= 12"OC, CON, LOADING 48 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -24/ 378V -179/ 391H 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" -377/ 439V 0/ OH 1.50" 0.56 KDDF ( 625 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6' -50/ 55V 0/ OH 1.50" 0.09 KDDF ( 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for set) psf) uplift at 24 "oc s bili Gina /- -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX IC PANEL LL DEFL = 0.153" @ 3'- 4.8" Allowed = 0.576" MAX IC 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/ ;l Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir(, load duration factor=1.6, N Truss designed for wind loads a in the plane of the truss only. v O o N O 7-/- Lo VAN C3 ` 5.z -/ M-3x4 7- )' ) ., y 1-00 6-00 2-11-09 [PROVIDE FLILL BEARING'Jto:2 5 3 4) JOB NAME: 5-A POLYGON NH - J9 Scale: 0.3208 `,\�� G � Ms's c. WARNINGS: GENERAL NOTES,unless otherwise noted: 'Et,rt 4 G7 1 !C 171.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' 7t92 6,i PE p"" Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper411 y 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. , /.I 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'c.c.respectively unless braced throughout their length by DATE: 8/22/2014 responsibilitybuilding designer. continuous sheathing such as plywood required ing(TC)and/or drywall(BC). w- the overall structure Is the res nsibili of the 3.2x Impact bridging or lateral bracing where shown++ r^t 1r 440 SEQ. : 6037173 .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 corrosive environment, '„ If G, A. TRANS I D: 406556 design bads be applied to any component. and are for"dry condition"of use. ,f1 �� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non5.CompuTrus has no control over end assumes no respons b li y for the 6.Design assumes full bearing et all suppo is shown.Shim or wedge if 6 14 `2 to.;‘" fabrication,handling,shipment and installation of components. ecessary. A {,moi- 7.Designlaesassumes atedadequate dtae isprovided.truss, ,�! hry t V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center FI rl b I IIIIII III VIII VIII VIII VIII IIII IIII IIIITPI/WTCA In BCSI,copies of which will be famished upon request. lines coincide with joint center lines 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201.J` ellillIW 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 kt&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 23.4=5.1 ) 361 07 44 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 L 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' -24/ 378V -159/ 348H 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,C18,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 I 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. ICOND. 2: Design checked for net)-5 pal) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" i 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. 12 ' it Design conforms to main windforce-resisting 14.00/ system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, CM Truss designed for wind loads vo in the plane of the truss only. 0 rn 0 0 rn 1411 o� 0 _ 5, --/ M-3x4 I) y )' y 1-00 6-00 1-11-09 (PROVIDE FULL BEARING.,Jts:2,5,3,41 0 PRQp- JOB NAME : 5-A POLYGON NH - J$ Scale: 0.3559 ����` t'�tQ��(�' `�o WARNINGS: GENERAL NOTES,unless otherwise noted: ,,ff_��� � r T. rTrus1.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 (` - 0 P E 1-- Truss: s: J8 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 stabil) during construction 2.Design assumes the top and bottom chords to be laterally braced et e1✓ P rY stability 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)end/or drywall(BC). rA�S DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � " S E Q. : 6037174 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. 7L/ A_OREGONY. A. fasteners are complete and at ne time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, •4, design loads be applied to any component and are for"dry condition"of use. ft TRANS I D: 406556 5.CompuTrus has no control over end assumes no responsibility for the e'Design assumes full bearing at all supports shown.Shim or wedge if d 1 �!. 4 { fabrication,handing,shipment and installation of components. ry. `'t„ F`j„�.. g P co 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 ch TPIANTCA SCSI,copies of wh will be furnished upon int center lines. AM Ell VIII VIII VIII VIII VIII IIII IIII M Te SA�Inc./CofnpuT S ISoftwar 7.6.6(1 L)E request 10.For basic connector oplate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size ofplate in Inches. EXPIRES:12/31/2015 11111111111 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 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-334)) 86 2-5- (0) 0 185 3-4= 83 0 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL 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 SQ.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" 0.35 625)KDDF M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ( LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.10PSF. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 ICOND, 2: Design checked for nett-5 psfl uplift at 24 "9c spacing.) /- 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LLDEFL = -0.002" 0 -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" j( 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 mph, h=23.3ft, TCOL=4.2,BCDL=6.0, ASCE 7-101 o (All Heights), Enclosed, Cat.2, Exp.B, MWFOS(Dir), load duration factor=1.6, .1- o Truss designed for wind loads in the plane of the truss only. co co 0 orn 0 T/- in �� o 5►m 0 M-3x4 k y ) )- 1-00 6-00 0-11-09 [PROVIDE FULL BEARING;Jts:2 5.31 JOB NAME: 5-A POLYGON NH - J7 <(,, � INPRt5;; Scale: 0.3882 ? C/�I}Nry / WARNINGS: GENERAL NOTES,unless otherwise noted: 4�1 v !4GI/ -� 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 ' T92,S PE 1-' 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 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 DATE 8/22/2014 responsibilitybuilding designer. continuous sheathing such as pyw000dq sheathing(TC)and/or drywall(BC). rwl n,= ' the overall structure Is the of the 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -p OREGON �4. SEQ. : 6037175 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, p ^V A design loads be applied to any component. and ere far"dry condition"of use. TRANS I D. T 06556 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 4 2� �"1 fabrication,handling,shipment and installation of components, necessary. i % 19- 7.Design assumes adequate drainage Is provided. R 11.. V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch will be furnished upon lin s de with int III VIII IIID 011101111111[III[III M TeUSA,I f1C.SI,copies of/COfI1puT us[Software 7.6.6(1 L)E request. 10.For basic co nectoroplateedesign values see ESR-1311,ESR-1988(MiTek) nter lines. 9.Digits Indicate size of plate In inches. EXPIRES:12/31/2015 11141 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 M1&BTR I 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. 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: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'. 0.0" -34/ 402V -119/ 265H 5.50" 0.64 KDDF ( 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,MIBHS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE IGOND 2 Design checked for net(3psf) uplift at 24 "oc spacing.) LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. 5-11-p9 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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" 0 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°s at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 Wind: 140 mpht h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads N in the plane of the truss only, 0 Lo .4- / o r; a O O 4 o /M3x4 1-00 6-0p r r Rte» vc.a PR or JOB NAME. 5-A POLYGON NH - J6 Scale; 0.4179 r5 GINI �/0 WARNINGS: GENERAL NOTES,unless othenNse noted: t�`'t✓ �SI21/t-fTc- '"p1,,,, 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 S F'G and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 6 Incorporation of component is the responsibility of the building designer. Ailirotle,er 2.2a4 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 tb Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0 DES. BY: EE s the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A,' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.ar Impact bridging or lateral bracing + l 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. 'y. A OREGONtoSEQ. : 60371 76 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, L. '4f` Nb A. design bads be applied to any component. and ere for"dry conditiong use. 6.De //y '�'/ 2� 4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the sign assumes fug bearing at all suppo is shown.Shim or wedge If V 1 t) necessary. ! +. { 6 K fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. " '� .'t„ Fi"•,1,. 6.This design is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center wh ch TPINVTCA in CSI,copies of will be fumished upon ines coincide with int center Ines. IIIIII VIII VIII VIII IIII VIII VIII IIII IIII M Te USA,Inc./Co rlpuT s(Software 7.6 6(1 L)E request 10.(For basic co nectoroplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of late In Inches. EXPIRES:12/31/2015 11111111111 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 ODE N1&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=(•180) 157 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12,0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0,0" -22/ 375V -100/ 22711 5.50' 0.60 KDDF ( 625` 4'- 10.8" -166/ 179V 0/ OH 1.50' 0.29 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 70V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 ac s eco ing�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 = -0.002" @ -1'- 0.0' Allowed = 0.100" 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0,029" /-- MAX TL CREEP 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" 0 MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8' MAX HORIZ. TL DEFL = -0.003" @ 4'- 10.8' 1P NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22,1ft, TCDL=4.2,SCDL=6.0, ASCE 7-10f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), csi0 load duration factor=1.6, Truss designed for wind loads M in the plane of the truss only. v 0 •.:1- 0 n 0 ui pm o� "�� r=te 4 -/ M-3x4 / y y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2.3.4I JOB NAME 5-A POLYGON NH - J5 � �'��GINE +,s's Scale: 0.4549 t.1 /pi) 1 �0�... WARNINGS: GENERAL NOTES,unless otherwise noted: VfL/ (1�tt�--.F 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 Q• `92$6 P E c" Truss: J 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+• Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 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 sheathingsuch as sheathing(TC)) rywa( ) " 460101W the overall structure is the responsibility of the buildingdesigner. plywood w C and/or d II BC. DATE: 8/22/2014 Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ t0 {�� 4.No load should be appled to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. `)7 OREGON W' non-corrosiveSEQ. : 6037177fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a f environment, , \t' rk. / TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. / +�, 20 1.. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if Q 14 �� fabrication,handing,shipment end installation of components. necessary. 7.Design assumes adequate drainage is provided. Cs i 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 s `�~ 11111111111111111111111111101 TPI/WrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines.9.Digits Indicate size of plate In Inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIR'ES:12/31/2015 1111111111 IIII VIII 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=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-132) 131 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL 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" -10/ 346V -81/ 189H 5.50" 0.55 KDDF ( 625) 3'- 10.8" -165/ 160V 0/ OH 1.50" 0.26 KDDF ( 625 Connector plate prefix designators: 1LL = 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 TO THE SPATIAL (GOND 2 Design checked for net(-5 psf) uplift at 24 "ac s acn inc,i 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' 3-1 -09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079' T MAX TL CREEP DEFL = 0.000" @ 0'. 0.0" Allowed = 0.105" -/ MAX IC PANEL LL DEFL = 0.054" @ 2'- 2.1" Allowed = 0.367" MAX BC PANEL TL DEFL = -0.037' @ 3'- 1.4" Allowed = 0.339" 1) MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8" 12 MAX HORIZ. TL DEFLgg= -0.002' @ 3'- 10.8" NOTdoes 14.00 V not Eexceed n19%s atetime s lofumanufacture re. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=21.5ft, 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 C7. in the plane of the truss only. v N O I i O .-,z-- Lr) /- -/�I _�4 00001441il O M-3x4 1-00 6-00 WITINIIMPOUZMUMWMWMO JOB NAME: 5-A POLYGON NH - J4 (c.• GINE PRpx�s Scale: 0,5091 \• t.15 /' �0 WARNINGS: GENERAL NOTES,unless otherwise noted: �✓ -7 1.Builder and erection con ctor sfloulo be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual • >92$S P E Tr its S J4 and Warnings before co stru on commences. building component.Applicability of design parameters and proper f 2.204 compression web br dng t be installed where shown+, incorporation of component is the responsibility of the building designer. / l,'/' 3.Additional temporary bre Ing t irjsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��s�. 2'o.c.and at 10'o.c.respedlvely unless braced throughout their length by 440, DES. BY: E E is the responsibility of th ere rI Additional permanent bracing of continuous sheathingsuch as wood sheethin C and/or d ali(BC. //, DATE: 8/22/2014 ply sheathing(TC)s ) � the overall structure is t res n�ibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ ! (:C' SEQ. 4.No load should be appti to a y omponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ,((f S E Q" : 6037178 fasteners are complete at o Mme should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ‘-'/61.'e4}, \h design loads be applied o any anponent. and are for"dry condition"of use. r 0 -}-- TRANS I D: 406556 5.CompuTrus has no control ove and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if 14 �{(} necessary. ('�n t{ t fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. r'7!'S 1{+� 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II I VIII I II I'll VIII VIII IIII III) TPINVTCA in BCSI,copies of which will be furnished upon request. 9.Digit ci dicat with Jofn�t ate in Ili nche. 10.FForbasic connector M iTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E l � oplatedesign values see ESR-1311,ESR-1988(iiTek) EXPIRES:12/31/2015 111 1111 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 #18BTR SPACED 24.0' 0.C. 2-3=(-81) 106 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: 12.0" 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -5/ 318V -62/ 153H 5.50" 0.51 KDDF ( 625 Connector plate prefix designators: 2'- 10.8" -160/ 141V 0/ OH 1.50" 0.23 KDDF 625 ConnectorCpa or no prefix)g LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625) ( = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IGOND. 2: Design checked far net( latsiplift at 24 "oc snacino 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" 2-11-09 MAX BC PANEL LL DEFL = -0.009" @ 2'- 8.6" Allowed = 0.254" - ,' 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" f-- -V 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" MAX HORIZ. TL DEFL = 0.001° @ 2'- 10.8" 14.00 V r" 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=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. v M 0 0 Q /- piriC. CD ► 11..- 114 -V M-3x4 A y y y 1-00 'PROVIDE FULL BEARING.Jts:2.3.4) 6-00 JOB NAME : 5-A POLYGON NH - J3 Scale: 0.5712 �5� ti�G �(SI WARNINGS: GENERAL NOTES,unless otherwise noted: f+td� (/`4G/1 I *'7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4 . .92$$PE c 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. .+` 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 2'ac.and at 10'o.c.respectively unless braced throughout their length by p ly permanent bracing of continuous sheathingsuch asplywood sheathln C end/or d ( ) ,,,+"'�"r " f the overall structure Is the res nsibiY of the buildingdesigner. 91r s rywell BC. d!= CC' DATE: 8/22/2014 Po tY 9 3.2x Impact bridging or lateral bracing required where shown++ �{ SEQ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibl5ty of the respective contractor. 17 4_ OREGON� 4/ S E Q° : 60371 79 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, b' 406556 C c C design beds be applied to any component. and are for"dry condition"of use. ./ .C1 TRANS I D: t}06S 56 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 1 4 �� fabrication,handling,shipment and Installation of components. Designeessary. ,l` 7. latesassumes atedadequate drainage is'provided.an 'f'f "L'7 Dl4 , 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 +l rl 111111111111111111111 1111 VIII IIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 111111111 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 2-4=(0) 0 BC; 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=5.62) 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 SQ.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 (Pg) 6'- 0.0' 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 puff uplift at 24 "oc spacing.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' �� 09 MAX TC PANEL LL DEFL = 0.004" @ 0'- 12.0" Allowed = 0.163" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.4" Allowed = 0.244" T MAX BC PANEL LL DEFL = 0.009' @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.8" 14.00/ I'I MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.8" /- -A NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting �V system and components and cladding criteria. Wind: 140 mph, h=20,4ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 i w (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o oad duration factor=1.6, cw Truss designed for wind loads o in the plane of the truss only. V' N O I M 0A_ U) 0 8A- . _„-/ M-3x4 A- y y j y 1-00 (PROVIDE FULL BEARING:Jts:2.3.4I 6-00 to PR Ore JOB NAME : 5-A POLYGON NH - J2 Scale: 0,6380 . 0. o, Gj/`(�1NE u^`v WARNINGS: GENERAL NOTES,unless otherwise noted: ✓ y `s �oo �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 792$s P E �] and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 2 2,2x4 compression web bredng ast be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing t insure stability during construction 2.Design assumes the top and bottom chords to ba laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t/" DES. BY: EE s the responsibility of a are of.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d II BC. '. DATE: 8/22/2014 ltd re s rywa( ) the overall structure is the res QsiWlity of the building designer. 3.2z Impact bridging or lateral bracing required where shown+♦ `AO ��"' 6037180 o 4.No load should be applied to mi component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '1G A OREGON �^4,F SEQ. : 6037 1 80 fasteners are complete and at nil time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, C cc C design loads be applied to an component. and ere for"dry condition"g use. / 'Q'� V ..t.. 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 4 �� necessary. "� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. c„ R 14 y 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 IIIIII I III IIID(III VIII VIII((III(III(III TPINYTCA in BCSI,copies of Which will be famished upon request. git coincidetwith joint ate In nches 9.Digits indicate size of plate In inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201.5 IIl V''''III This design prepared from computer input by t 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=( 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"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL 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" -170/ 327V -26/ 82H 5.50" 0.52 KDDF ( 625 0'- 10.8' -74/ 166V 0/ OH 1.50" 0.27 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625` C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net1•5 psfl uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: U4/240, 71_4/180 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 = 0.001" @ 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" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" 0-11-09 .'f .) 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 not exceed 19% at time of manufacture. 14.00 V Design conforms to main windforce-resisting system and components and cladding criteria. ANCHOR TO RESIST UPLIFT Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 / -/ (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. o c- CD v o,,,_ co u) �� o 0 cu O,- p...--- ��4 -/ -3x4 J, k y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4' 6-00 JOB NAME : 5-A POLYGON NH - J1 .ccs, � pRQ ass Scale: 0.6505 �cJ t ��y , WARNINGS: GENERAL NOTES,unless otherwise noted: E'G GL/ �? 7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,s._ S 920$PE 1`" Truss: J1 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 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). ,400.,; DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown++ w CC C�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. OREGON t S E Q" : 6037181 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L,, �. N� , design loads be applied to any component. and are for"dry condition"of use. / -7 so , 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 ,. 14 �tw fabrication,handing,shipment and Installation of components. necessary. /1�r {" 7.Designlaesassumes adequateednboth drainage iotas,provided. 'r t„^. `�`,,, 6.This design is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111TPIM/TCA in BCSI,copies of which will be famished upon request. Digit coincide with jointacenter tries. 9.Digits Indicate size of plate In Inches. MiTek USA,InC./CompulruS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 VI''''IIIIll 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 R1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-50) 53 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-446) 269 7- 9=(-60) 63 7- 3=( 0) 52 WEBS: 2x4 KDDF STAND 3- 4=(-411) 287 3- 9=(-77) 73 LOADING 4. 5.(-237) 93 TC 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,C18,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 IRC 2012 NOT BEING MET. 5'- 8.8" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) 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 l-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6-11-09 MAX LL DEFL = -0.003" @ 6'- 11.6" Allowed = 0.096" - MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.196" / 6 -s 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" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.007 Design conforms to main windforce-resisting o system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, •:t' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ao load duration factor=1.6, cO o M-4x6 i Truss designed for wind loads in the plane of the truss only. cn o oo je r 7 0 -v C.,9 ._ Oy- A u Co i' N e M-1.5x3 o M-3x4 M-3x4 M'3x4 A 2-03-12 3-08-04 1, ) ), ), 1-001. 2-05-08 4-06-01 , ! /' 6-00 0-11-09 'PROVIDE FULL BEARINC;Ots:2,4,9,5' JOB NAME : 5-A POLYGON NH - J7C ,,; 0 PR©' 642 Scale: 0.2881 V/(Z ��r WARNINGS: GENERAL NOTES,unless otherwise noted: SCJ /�T "j�'.. 1.Builder and erection con actor stpuld be advised of all General Notes 1,This design is based only upon the parameters shown and is for an Individual 1: ' 7 9 `0 PE c- T r II s s: J7C and Warnings before co structon commences. building component.Applicability of design parameters and proper �j 2.204 compression web b ring float be installed where shown+, incorporation of component is the responsibility of the building designer. A.000,„011070°''' ` 3.Additional temporary bra Ing to Ir(sure stability during construction 2,Design assumes the top and bottom chords to be laterally braced at ���r DES. BY: EE 2'o.c.and at 10'sc.respectively unless braced throughout their length by ✓Aelae.e is the responsibility of th erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � '. DATE: 8/22/2014 the overall structure is th respo Wlity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -ilit {C SEQ. No load should be appli to any omponent until after all bracing and 4.installation of truss is the responsibility of the respective contractor. -p- OREGON 4, S E no'me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4* 4, ,tu � TRANS I D: 406556 design loads be app'd to any cotnponenL and are fur'dry condition"of use. A, "�}.. 20 .�., 5.CompuTrus has no control owe and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If '0 14 4y necessary. /�,� tt _ fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. e� I L`"" 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111 I I III VIII I II Hill nil I II'III TPI/WTCA in BCSI,copies of which will be famished upon request lines coincide with Joint center Anes. 11 9.Digits Indicate size of plate In Inches. O 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:12131/201 111111IIIIII 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=(- 32) 52 7.6=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3.(-372) 267 6-8.(-39) 62 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-338) 286 3.8=(-76) 48 LOADING 4.5=(-112) 82 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 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,M18HS,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 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfl uplift at 24 "ac spacing.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 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' 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. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 0 (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. v M-4x6 Co co 44 0 r- AH : of CD M-1.5x3 0 M-3x4N M-73x4 0 M-3x4 y 1, y 2-03-12 3-08-04 y y y y 1-00, 2-05-08 3-06-08 y 6-00 IPROVIDE FULL BEARIN;Jts:2.4,8.5) P JOB NAME : 5-A POLYGON NH - J6C Spate: D.3244 �5�ti GIN `tS> WARNINGS: GENERAL NOTES,unless otherwise noted: <{,r /2Z/15 l 1. 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 . ..921111$PE t"' Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. ' 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 .r�Yr� is the responsibility of the erector.Additional permanent bracing of A,Ai010 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 3.2z Impact bridging or lateral bracing required where shown++ r1 C' SSEQ.C/� 4.No load should be appfied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .q� .7-43,/OREGON� �. , E Q. : 6037183 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, 1h d C C design loads be eppled 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.Design assumes full bearing at all supports shown.Shim or wedge If Q14 .' �� fabrication,handling,shipment and installation of components, necessary. 1`7.Designassumes atedadequate drsignisPlateson faces of truss,and placed so their center R I M.. IIIIII I III IIIIII I III VIII VIII III IIII TPIMrTCA in BCSI,copies of which will be furnished upon request. git coincide ctwith jointcenternche. 9.Digits indicate size of plate In Inches. MiTek USA,IDC./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 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 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.7=(-32) 52 7.6=1 0) 18 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2.3=(-372) 267 6.8=(-39) 62 6.3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-338) 286 3.8=(-76) 48 LOADING 4-5=(-112) 82 IC 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 I TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 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,M20HS,M18HS,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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2; Design checked for net(-5 osfl uplift at 24 "oc slacinq.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 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" A- -1 MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. IL DEFL = -0.004" @ 5'- 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/ Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, lAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v M-4x6 o co o co w co o/- 6J--.7. O i 18 Q o 41 L o ML1.5x3 7 M-3x4 M-3x4 C M-3x4 I y y y 2-03-12 3-08-04 1 ), ), y y 1-00), 2-05-08 3-06108 ' 6-00 IPROVIDE (U]_L BEARING:Jts:2.4,8.5I pe JOB NAME: 5-A POLYGON NH - J5C , DRQ Scale: 0.3224 `: t l2 Z7 e,ci/04. WARNINGS: GENERAL NOTES,unless otherwise noted: ffff���� f ' 17 1.Builder and erection co tractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 ! $P E 1 " Truss: J5C and Warnings before c nstructoh commences. building component.Applicability of design parameters and proper 2,2x4 compression web b acing mist be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary br cing to ihsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of a ereatoF.Additional permanent bracing of MOP 2'o.c.and at 10'o.c.respectively unless braced throughout their length by #,41rri.� continuous sheathing such as plywood sheathing(TC)end/or dryweli(BC). DATE: 8/22/2014 the overall structure is t a respo rsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C 4.No bad should be apps d to anlf component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,y OREGON SEQ. : 6037184 fasteners are complete nd at n4 time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �f. '4"7 r� ,_ design bads be applied)to any component, and are for"dry condition"of use. 'h .4?)' 14 2,©��1^k+ TRANS I D: 406556 5.CompuTrus has no control over end assumes no responsibility for the a Design assumes full bearing at all supports shown.Shim or wedge If V necessary. ii fabrication,handing,shipmedt and installation of components. 7.Design assumes adequate drainage Is provided. ) ,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 11111111111111111 TPIMfTCA in SCSI,copies of which will be furnished upon request. lines coincide with jointfcenter che. 9.Digits ndsize of plate in inches. MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 All 111111'III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cp=1 00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-7=S-58 82 7-6= 0) 18 BC: 2x4 KDDF @1&BTA SPACED 24.0" O.C. 2-3=(-150 0 8.8=(.70)) 98 WEBS: 2x4 KDDF STAND = 0) 52 3.4=( -14)) 44 3 3-8-8=(-119) 86 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. 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) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -34/ 317V -63/ 154H 5.50" 0.51 KDDF ( 625) Connector plate prefix designators: 2'- 10.8' -101/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 88V 0/ OH 5,50" 0.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'GOND. 2: Design checked for net1-5 psfl uplift at 24 "oc spacing,' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -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" A- -' MAX HORIZ. TL DEFL = 0.006' @ 5'- 8.8" 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. M-4x6 Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 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. v N 0 o� �� 4 ���i1�61� �e o�� _ N M-1.5x3 O M23x4 0 M-3x4 M-3x4 1, y ), 2-03-12 3-08-04 y ), , ). 1-00 , 2-05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING;Jts:2,4,8I JOB NAME : 5-A POLYGON NH - J4C Scale: 0.4172 `< o' "0Pe 6,9 WARNINGS: GENERAL NOTES,unless otherwise noted: 4,51 !2G+7 1 7 1- 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 4t. ±92 0.P E 1" Truss: J 4C 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 tap and bottom chords to be ly braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'c.c,and at 10'o.c.respectively unless braced througroug hout their length by � - DATE: 8/22/2014 responsibility 9 continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). ,,r+"�/0W0• the overall structure is the of the buildingdesigner. 3.2x Impact bridging or lateral bracing required where shown++ -y iCC 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. : 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, /... /i H1 lc design loads be appked to any component and are for"dry condition"of use. fr Y � 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 q� 14 �✓ �� fabrication,handling,shipment and installation of components. necessary. 'VJ ' 7.Design assumes adequate drainage is provided. t� 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 R 1314. I VIII'I III VIII I III'III VIII VIII'III'IIITPI/WTCA in BCS',copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,InC./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 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 41&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2-6=(-58) 82 6.5=) 0) 18 BC: 2x4 KDDF #1&BTR I I SPACED 24.0' O.C. 2-3=3-4= 150 44 5.7=(-70) 98 5.33-7=�-119; 86 W 52 EBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. 1 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 BOG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.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,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-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" / -f 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 M-4x6 MAX BC PANEL TL DEFL = •0.008" @ 3'- 9.4" Allowed = 0.201" 14.00/ 1 MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8' ' MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8" 4* NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. o Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c oad duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 vt 5 O to -/ o� f0.. o A °?� I-I o M-1.5x3 o� 4 3x4 a M-34 M-3x4 y y y 21-03-1'2 3-08-04 y ), I 1, y 1-00 ), 2-05-08 3-06-08 ,1 6-00 IPROVIDE FULL BEARING:Jts:2,4,71 JOB NAME : 5-A POLYGON NH J3C o, � �R�� s Scale: 0.5570 C�)N tS> 2z 4r, WARNINGS: GENERAL NOTES,unless otherwise noted: n'�i I 11 1.Builder and erection co redo should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual '' 792e e`P E c and Warnings before strudok commences. building component.Applicability of design parameters and proper i++/m,'/F - T r u s s: J 3C incorporation of component is the responsibility of the building designer. 2.204 compression web b ring m st be installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at �mm . 3.Additional temporary br ting to ihsure stability during construction •2'o.c,and at 10'o.c.respectively unless braced throughout their length by ��m�^ DES. BY: EE Is the responsibility of a ereriot.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). DATE• 8/22/2014 the overall structure is tQe responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ CC /'" 4.No load should be appli9d to any component until after all bracing and 4.Installation of truss is the responsibitty of the respective contractor. OREGON 14 SEQ. : 6037186 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, 1.-.. Nb` .A, design loads be appled to any component. and are for"dry condition"of use. / .4 ) 2Q��' + TRANS I D: 406556 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 necessary. �`'' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �`F R 1`„-- 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - IIIIII IIII VIII VIII IIII(IIII(IIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. git coincidentwith joint center Ines. 9.Digitssndsize of tplate In(Ines. J I M MiTek USA,InC./CompuTruo Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111IIIIII 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 M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.6=(-30) 39 6-5=( 0 8 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2.3=(-96) 0 5-7.(-43) 53 5.3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-33 35 3.7=)-56 45 LOADING TC LATERAL SUPPORT <= 12"00. 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 SO.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 KDDF ( 625) C,CN,C18,018 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design 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 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" 1' .- 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 DEFL = 0.000" @ 5'- 4.7' Allowed = 0.179" MAX TC PANEL TL DEFL = 0.004" @ 0'- 10.4' Allowed = 0.140' 14.00 7MAX 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' 4NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 40I oco 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, ce (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), Nr load duration factor=l.bl Truss designed for wind loads o in the plane of the truss only. ire co a,_ Ii 11111411111 T 7 a M-3x4 o M-1.5x3 C/-o '►EN 6 a M-3x4 M-3x4 A- ). y 1-03-12 4-00-15 0-07-05 > 1, y y 1-00 ,. 1-05-08 4-06-08 y 'PROVIDE FULL BEARING;Jts:2,4,7b 6-00 JOB NAME : 5-A POLYGON NH - J2C � o P�o,F4. Scale: 0.6194 _c - T INI / WARNINGS: GENERAL NOTES,unless otherwise noted: kr 4+ ///Hcy 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 .92110 PE r Truss: J2C and Warnings before construction commences. building component.Applicability of design parameters and proper „ler 2.204 compression web bracing must be installed where shown+• incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 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 sheathingsuch as sheathing(TC)) rywe( ) -, - DATE: 8/22/2014responsibilitybuilding designer. Impactbridging PN�o�heedw c andrd nBc. C,�' the overall structure is the of the 3.co bd i or lateral bracingrequired where shown r d ! 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. •jy OREGON ^V' S E Q. : 6037187 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Zr. \ 4 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 full bearing at all supports shown.Shim or wedge if 14 ��T fabrication,handing,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. �y 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 s PI/WTCA in I,copies of lines de with int center Ines. 1111111111111111111111 Mira USA,Inc./CompuTrus s iSoftware 7.6.6(1 L)-Z request. 10.For basic co nectoroplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 111 1111 IIIII 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 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2.4=(0) 0 BC: 2x4 KODF til&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 BRG REQUIRED BAG AREA IS LON 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 ODE ( 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 KOOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net( ❑sfl uplift at 24 "ox s acs ing�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" I NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. S ��' Design conforms to main windforce-resisting system and components and cladding criteria. 7.00 1' i Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10t (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 0 to o o 0 0 7I s M-3x. 1 2-00 2-00 5-11-13 'PROVIDE 'I,LL BEARING;Jts:2,4,3] 9,to PRore, JOB NAME : 5-A POLYGON NH - SJ'2 scale, 0,4859 .'�`` (+� ssi., q3''' IZ2V WARNINGS: j GENERAL NOTES,unless otherwise noted: 444 'q 1.Builder and erection con rector should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ‘ . `O P E I- Truss: SJ 2 and Warnings before constructor+commences. building component.Applicability of design parameters and proper �'/�►� 2.2x4 compression web bradna most be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bradrg to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,� DES. BY: E E is the responsibility of tit,erector;Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d wall BC. r,/ DATE: 8/22/2014 ry ( j the overall structure Is thle resporlslbility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i� OREGON !�'' 4.No load should be appked to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON +y SEQ. : 60371 88 fasteners are complete end at no 5me should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4../ If ICTRANS I D: 406556 � design loads be applied to any component. and are for"dry condition"of use. //�, 7 r(3'\'‘...�-, 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 c/ 14 �� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `��,. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIIII I III I'll'I III(III IIIII lllll till I'llTPIIVYTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center tines. 9.Digits indicate size of plate in Inches. 10. p MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IC: 2x4 KDDF N1&BTR IBC 2012 MAX MEMBER FORCES 2.4=(0) 0 =1.00 LOAD DURATION INCREASE 1.15 BC: 2-3=( 0) 11442•a=(o) o 2x4 KDOF Al&BTR SPACED 24.0" O.C. 2-3=(-90) 48 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 SQ.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` Connector plate prefix designators: 1'- 9.2" -123/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 3'- 11.8" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for netl•5 psfl uplift at 24 "ac spacing.) BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" 8 1'- 0.1" Allowed = 0.054" 12 MAX TC PANEL TL DEFL = 0.007" 0 1'- 5.1" Allowed = 0.407" 7.00 L.-- MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1" --f 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 load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. Lc) N at O co 11111111111111111111111111111111111111111 of- tr, rim j1111.111.111 of- 2� 4 M-3x4 1 /- ), i, y y 2-00 2-00 1-11-13 1PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5-A POLYGON NH - SJ 1 �� PRpPe Scale: 0.6869 \CCj� �`LQ7/,1N R„ss.K.'(.7"' WARNINGS: GENERAL NOTES,unless otherwise noted: <4.5 ' T .3y 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. ±9211`PE r Truss: SJ 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 i2'o.c.and at 10'o.c.respectively unless braced throughout their length by � s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ./.�r` '- 41 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 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibilty at the respective contractor. OREGON kiSEQ. : 6037189 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+ �I TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. �. q 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 f` y j ,.0 fabrication,handling,shipment and Installation of components. Desessary. A.,1' _. y 7.Design assumes adequate drainage is provided. a UVJ �y�f t 1. 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 ll b I IIIIII IIIA VIII VIII IIII VIII VIII IIII IIIITPIANTCA in BCSI,copies of which will be furnished upon request 9.Digitslines coincide with joint center Fnes M iTek USA,InC./CompuTfu3 Software 7.6.6(1 L)-Esize of late In Inches. For basicicate connecto 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 5'- 9.5° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0 72 2.5=(-37) 50 3.5=(-178) 140 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2.3=(-821 64 4= WEBS: 2x4 KDDF STAND 3. 7 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. I DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -128/ 546V -22/ 80H 5.50" 0.87 KDDF ( 625 OVERHANGS: 24,0" 0.0" 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 ICOND. 2: Design checked for nett-5 gsf) uplift at 24 "oc spacing.) 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" T MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.8" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.8" 4.0017 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, TCDL=4.2,BCDL=6.0, ASCE 7.10, I (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 1I load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, 0 o, cr o N O CNI V) o� 0 ,2 1>C5 1 M-3x4 M-1"5x3 Iy y ), 5-05-12 0-03-12 I H, y 2-00 5-09-08 X1~0 Padres JOB NAME: POLYGON PLAN 5A NH !; - 112 ,.5�t3� s% Scale: 0.6156 CI 7 WARNINGS: ! GENERAL NOTES,unless otherwise noted: tit- I-12�] 1.Builder and erection co tractor hould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �` T920 S f"L r Truss: I I'D and Warnings before c nstructl n commences. building component.Applicability of design parameters and proper 2.2x4 compression web acing st be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary ting o nsure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at fir. DES. BY: EE lathe responsibility of a erect r.Additional permanent bracing of 2'continuous and et ea Nno.cres h as plyely o unless braced throughd/o their length by i�`,/aa� po ty P 9 continuous sheathing such as plywood sheathe d t ro and/or drywength. DATE: 9/3/2014 the overall structure Is he res nsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -1116 CC SEQ. . 6048198 4.No toad should be ap ed to en component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. y�f .OREGON . �'r./ fasteners are complete'and a nO time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design bads be applied to any component and are for"dry condition"of use. .h � 7 4 IS, ..L TRANS I D: 407311 5.CompuTrus has no control over and assumes no responsibility for the a andnecar assumes full bearing at all supports shown.Shim or wedge if 4/ i �Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4'1 ''R R I 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI VYfCA In BCSI,copies of which will be furnished upon request. git coincidewith joint centerteinches.fines. 9.Digits indicatesize of cin 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 IIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N16BTR 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)+0L( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG 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" 0.76 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, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soak 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" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.2" 4.00 t 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, TOOL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, /- 3 Truss designed for wind loads in the plane of the truss only, 0 -4- C:, N 0 O u7/ 07 III 0 4 1 M-3x4 ,f-- ), ), y 2-00 2-07 JOB NAME: POLYGON PLAN 5A NH - H1 ., pRes Q Scale: 0.7786 �J INE WARNINGS: GENERAL NOTES,unless otherwise noted: 4 r 'Si/ 1;z, 1.Builder and erecoon 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.9211*PE c" Truss: I u I 1 and Warnings before construction commences. building component.Applicability of design parameters and proper y - 2.204 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. �,..• ee''''�'" 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at J`�r DES. BY• E E 2'o.c.and at 10'Sc..respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d DATE: 9/3/2014 responsibilitybuilding g bridging required 9Cr) rywali(BC). r = C" the overall structure is the res nsibili of the designer. 3.2x Impact bdd In or lateral bracingre awed where shown++ C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'v OREGON 4/ S E Q es trusses are to be used in a non-corrosive environment, L" V ,b A. TRANS I D: 407311 design bads be applied to any component and are for"dry condition"of use. /O (� 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if 6 14 �P:/i" fabrication,handling,shipment and installation of components. necessary. P_ 7.Design assumes adequate drainage is provided. p 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 R y VIII VIII VIII VIII IIII VIII II II II I IIII TPINVlCA in BCSI,copies of which will be famished upon request. git coincidewith joint ate In Inches. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015