Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans
-v �,s- . wit MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-89_U P 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. ���c} PROpt co �NAGIN ✓© 44 -57 :7• 2PE ( y -0) OREGON r1',..,41./t? M8ER 1 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 ANSI/TPI 1. .... lot MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-89_UP Fax 916/676-1909 5A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832507 thru R41832521 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 01ONIO O@t) ov WAS 4 Fti -vo;tt, O C ., ,, ,4 ,k, .: r /w' 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 5 Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:38:54 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-u5L6y415vXMDrSQ6LFhTXUOBVnApewMJpiAlyjz000? I 2-6-0I I 2-2-9 1 1 1-2-0 I I 2-4-11 I Scale=1:28.6 1.5x3 II 3x5= 1.5x3 11 3x4 = 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 a _\ o o / 0 N e e i13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 1051 11 -9 I 9-11-9I 10�111rr1 111-3-1 l 1 16-4-12 9-11-9 0-1-$ 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edoel,111:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 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 Incl 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.l&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.l&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(tlat) 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. " ONIO TOP CHORD 2-3=2463/0,34=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 04;�c py! it, ' , WEBS 6-10= = = 316/0,2-131640/0,2-12=0/1018,4-12370/0,4-11=-460/161,7-9=1636/0,7-10=0/1105 fr' NOTES VI 1)Unbalanced floor live loads have been considered for this design. N 2)Refer to girder(s)for truss to truss connections. 1r„ 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 " h; be attached to walls at their outer ends or restrained by other means. Qr. )t!ci LOAD CASE(S) Standard s"ONAL _,tics PROPF �i��� OIN sial 87022P, f . � • j C" - -0j, OR GON . ke 'A' '4i ER \\ �Q EXPIRES:06/30/2015 April 22,2014 r f A6SARMJM3 4ealtdesignplicsrmsrswirdREEAADPIESChi78f18AIHIM1l/LEDMIIEYREFERENEPAGEh1IL7473mcI,291200148 USE 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 II is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ■ - ek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [}f' fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/TPIl Qualify Criteria,DSI-B9 and BCS!Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine )lumber isepecified.the deeiges valuer are thoea dEffifailia ce/GIf201.3 byatSC Job Truss Truss Type Qty Ply 5A R41832508 PL14-89_UP F02 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:38:55 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-NHuVAQIjggU4Tb?IvyCi3ixLvBX_NPgT1 MwJUAzOQU_ I 2-6-0 I I 2-0-11 11 1-2-0 1 1 1-0.9 1 Scale=1:25.9 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 hii YI -4.440010.441004404 I e e [ 00000110101.11.111.1111111—11111141111111111111111111111111111%04044 ci;N Ideeb b1 14741 r,ra. 12 11 10 9 3x4= 3x6 = 3x4= 3x4= 3x4= 10-6-3 11-2-11 I 9-9-11 9-1113 111-1-3 1 1 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): 110:0-1-8,Eddel,[11:0-1-8,Eddel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl 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 Ina YES WB 0.43 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:66 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) 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. 0' ONIO t,Z_ 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 ( Qi w sr t• 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 0 4C. r Ctir Irk.5 ir NOTES 0 ,. 1, 7 try 1)Unbalanced floor live loads have been considered for this design. f 2)Refer to girder(s)for truss to truss connections. """111 r 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 ,1J 49639' O be attached to walls at their outer ends or restrained by other means. OI&iER� LOAD CASE(S) Standard .40NA1. G 't0 c O P R+QFFSA, �c�c,� 41- "z9 duo `k' 87022PE r- / u)._ -c"TOREGO '1,c)'..„...4 Ct rER c°ggj\ ,4 H # EXPIRES:06/30/2015 April 22,2014 4 _ t ® NI?6.Ver/'deign pram yrs and READ A T;S ON TINE AND INCLUDED MIEN REFERENCE PAGE t4II.7473 sox 1119/ZSI4�Et� Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the e° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage.delivery,erection and bracing.consult ANSI/7P11 Quality Criteria,DS6-69 and SCSI building Component 7777 Greenback Lane,Suite 109 Safety cr i (SP)li+a„aSsbc tss detai8r akse Lee ethose t,surA€accuuas Alexandria, 05J 3 W At 4 Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5A R41832509 PL14-89 UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:56 2014 Page 1 ID.j7axn4OsHnThlyaUAczwOszX1 UY-rUStNmJLR8cx51ZUTfjxcvU WYbsw6pZcGofs?czOQTz I 2-6-0 I I 2-5-1 I I 1-2-0 11 2-4-11 Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 N / 0.444440404404444444 e a \ e — e e 1''''' 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10131.9 111-5-9 11 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): 110:0-1-8.Edeel,111:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 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 1BC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,IONTO TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=2587/0,5-6=-2587/0,6-7=-2587/0 N. BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 �cj fl r'ASti. 4. 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 NOTES co �1 , tt5 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. 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 v7 be attached to walls at their outer ends or restrained by other means. � � � LOAD CASE(S) Standard QNc.Vs LS ONAL _to PROFF ,``ti's NGIN8-�<0 4; 8 • 2PE '- Aj y j OREGO c, 0 48ER S A. He R,' EXPIRES:06/30/2015 April 22,2014 1 __ t A i€ARNIM3-Verify dv ilgat paramemrs and READ ANTES OHMS AND IMITE?f REFERENCE PAGE Pili 7473 ret,I/29120148EFC1SEUS Design valid for use only with Mack connectors.This design is based only upon parameters shown,and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the pp�'p erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication.quality control storage,delivery,erection and bracing,consu8 ANSI/TP11 Quad),Criteria,DSB-89 and SCSI lauding Component 7777 Greenback Lane,Suite 109 Safety Informalton available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 uth ItSaern.Pint 4P)tuea isspecified,the design w ,el are cove+ 2/20x2 by MSC Job Truss Truss Type Qty Ply 5A R41832510 PL14-89_UP F04 Floor -1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:57 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-Jg0Fb6K CRkoiv8h1NEA970dL?9TrGQIVgPPX2zOQTy I 2-3-0 I 1 1-4-11 I I 1-2-0 I I 1-0-9 I 2-6-0 I Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 00 N 444911r - N e NI 1• 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4 = 4x4 = 3x4 = 14-3-11 I 13-1-11 13-8-111 I 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): 112:0-1-8.Edael.113:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d 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.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. _t5ONIO TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=-2477/0,7-8=-2477/0,8-9=-2477/0 �«1` BOT CHORD 15-16=0/1550,14-15=0/3254,13 14=0/3130,12-13=0/2477,11-12=0/1721O' 01 WAS 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, C.3 ' 0 6-13=-860/0 *sy C.t oa �k, �' , NOTES { N 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. rd49639 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 O .tti5,s' be attached to walls at their outer ends or restrained by other means. ski's C LOAD CASE(S) Standard tc,�\ R co- �NGINFF /9* 87022P; t- y:), OR GON c2 O L-' -7$ER # ®S A. HE¢ EXPIRES:06/30/2015 April 22,2014 a I A WAR/Vik6.Yvnlydex:/aparamesvrsacdREAD!CMESGPITI$CSAND /KWSE&1/17EKRUMMY-PAGE Mil.7473rxc1/23/26J48f0//El/ 1"... Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1111 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mit erector.Additional permanent bracing of the overall structure is the responsibilityek of the building designer.For general guidance regarding IYf 14 fabrication,quality control storage,delvery,erection and bracing.consult ANSI/TPtt Quaftty Criteria,DSB-89 and BC51 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 1f Southern Pine(SPi lumber k .€ ct ,ri design valuer ore effective O6/aa/2015 by-MSC Job Truss Truss Type Qty Ply 5A R41832511 PL14-89_UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:58 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-nsadoSLczlsfK3jta4mPhKzrvOXsafyvjK8z4VzOQTx I I-3__ _HO 1-1_1 I 1-2-0 ii 2-4-15 I 2-6-0 I 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 1314 15 16 e N1 e/ Na / NarN Ne7 / _ a e B e e 26 25 24 23 22 21 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6= 3x5 = 3x5 WB— 15-7-9 I 14-5-95-0- 20-9-8 14-5-9 10-7-09t1-7-0 I 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edoel.118:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Ina YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=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. yONI°.1.14,‘ 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, �cJ VSA$ j�' r 13-14=-3519/0,14-15=3519/0 t 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, f, ,+Q.:' 19-20=0/3519,18-19=0/3519,17-18=0/1990 M ."" G� l`t 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, 6-24=618/0,6-22=0/446,15-17=2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, II 4 12-20=0/1057i`',, r y ,x 'o ..4, 49634 4v TES 1)Unbalanced floor live loads have been considered for this design. 0�� '� 2)All plates are 1.5x3 MT20 unless otherwise indicated. `,'rflt�L6 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,,0 P R Oppss LOAD CASE(S) Standard Z4,\Lj. 0AG(NEk.9 (0 870 2PE ,, / to yvc,'0),OREGO (1'5',)�4, '.0� MIER #N A 0.0 H'ER�� EXPIRES:06/30/2015 April 22,2014 4 i ® `CdArssr s-Verity design pa snorters artd READ friS CM MIS AND MIMED 1417EK k&FEA M E PAM/411.7473 mg,J,2S/24t41 FUSEl" Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. y 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 doing construction is the responsibillity of the a���� - erector.Additional permIXB anent 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 tfSouthern Pine(SPPtstnbes is specftect,thedeuiger valueNacet9esaelfestiueOS/03/2OS.#1ryAf.SC Job Truss Truss Type Qty Ply 5A R41832512 PL14-89_UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:59 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-F38??oLEj3_WyD138oHeEY678o1 UJJY2y_uWa¢OQTw I 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 111 li 0 N 1 1% IMI.! OK 4 0 5 " 4 3x4= 3x4= 9-1-81 4-1-0 I 0-1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "`" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied 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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. l NOTES ONTO 1)Refer to girder(s)for truss to truss connections. 0r7 WASj. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. {j A40 lC T 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. ow „� 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 to k°' 'Z d be attached to walls at their outer ends or restrained by other means. ilex/ LOAD CASE(S) Standard e r p 494, 349639 0 4 0NAIG s` „vPROPe c\5 �CNGiN� 9 si''-y. `k. 87022PE r-- 04 y -0i,OREGO ti?Au C)S A. H' P EXPIRES:06/30/2015 April 22,2014 e A W,SJINff r Verity design palm firs asxf READ P IES ON THIS ANL ENCILVED MIMIC REFERENCE PAGE MIT 7473 rex 1/25/2014 Als)lEUSE Design valid for use only with Mffek 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 Pill is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality controL storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Sou€hern.Pirie tSPl lumber is specified,thadasign.values are.. rose et festive 06/0512015 by MSC Job Truss Truss Type Qty Ply 5A PL14-89_UP F07 Floor 12 1 R41832513 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.51D s Jan 132014 MiTek industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn4OsHnThlyaUAczwoszX1 UY-BRGmQTNUFgFDBWSSGDJ6JzBLXCYXn3SLQINdhpzOQTu I 1-7-12 I I 1-8-15 I 1-2-0 I I 1-4-9 I 1-6-0 I Scale=1:30.1 3x6= 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x5= 1.5x3 II 3x8= 1 2 3 4 5 6 7 8 9 10 11 o e e e :4 II � te a� N o e n. 19 17 16 15 14 13 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= I 1-10-12 2 17-5-4 1-10-12 0-1-8 15-5-0 I Plate Offsets(X,Y): 12:0-3-0,Edael,f8:0-1-8,Edgel,113:0-1-8.Edgel,I19:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud 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 Ina NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. A ONTO 0 TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,45=2192/0,5-6=2192/0,6-7=2379/0, ;7 Wt 7-8=2379/0,8-9=-1741/0,9-10=-1741/0 BOT CHORD 17-18=670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, r'!' 6:), 12-13=0/909 c k.; G CT1 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 416=0/641,417=935/0,10-12=1092/0,10-13=0/1027,2-17=0/1309 NOTES 21)Unbalancedrovideflanlive loads have beentconsidered of truss for thibearing desipn. la IsT 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. ::019p6R390r4.. Si hIAL �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. �� �sThe 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). c.: V-ANG)NEF� /O LOAD CASE(S) Standard w 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) Cl) 4 Vert 1=-004(F) F 'fl�OREGO c ZC// A. HES EXPIRES:06/30/2015 April 22,2014 t A omi,,,s-v.-er dcsgirpuraarrmoirsadxtREAD PDMSON THIS AND MEWLED MITEfREFERRENCE.PAGE HTI.7473rcx1,z9/20145 34E4/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 i■i � ,. 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/T1.I1 Quality Criteria,DSB49 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. Carus Heights,CA,95610 If Seuthern.Pine(SP)lumbar is specified,the dealer values ala issue attach.06Fo312013 SyALSC 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:j7axn4OsHnThIyaUAczwOszX1UY-BRGmQTNUFgFDBWSSGDJ6JzBSbchgnApLQlNdhpzOQTu I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 .., e e s A --\ N . ----\.--' ° e ° e °3x4= 1 9 8 / \ 3x4= 3x4= 3x4= I 3-1-2 3-?-110 3-9-10 1 4-4-10 416-$ 8-6-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1- 4-0.6 Plate Offsets(X,Y): 18:0-1-8,Edoel,19:0-1-8.Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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 Ina YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1„.141ONIO TOP CHORD 2-3=732/0,3-4=-732/0,4-5=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 Q Q' WASiiik 44,. WEBS 2-10=736/0,2-9=37/269,5-7=-718/0 It y t1', Yd NOTES t ` ' N 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)10,7. 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 /} 4963 #* be attached to walls at their outer ends or restrained by other means. OSIS 0 LOAD CASE(S) Standard `r'tQiVt1 `Lop PROP caN GIN F4 �0--9. 2PE , r". yfit / r N -0j;OREGO rt 1.11 .P $OBER �\ dsA. Hck�� EXPIRES:06/30/2015 April 22,2014 Alt,KAMM Near deai7lapram rrss,dREAD d IESC/iThEEAREMIXED N77EKREFERENCE PAGE NIT-7473mg.1;29f2014 SSWNSF 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 !MeV' 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 Quality Criteria,DS6-89 and BC51 Building Component 7777 Greenback Lane,Suite 109 SafeilSeuthern Pine%.1:1lumber nspecified.sPlate sa9ei Institute, are there effective 06/01/2015 by MSC 22314. Citrus Heights.CA,95610 Job Truss Truss Type Qty Ply 5A R41832515 PL14-89_UP F09 Floor 1 1 Job Reference(notional) Pacific Lumber E.Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXlUY-feg8epO60 N4pglepwgLrAjdNO2oWfDVey6ADGzOQTt I 2-6-0 I 0-5-6 I I 1-2-0 I I 1-7-2 Scale:1'=1' 11.5x3 I I 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II • J e a e 0 NN' N QC< e e . k'�e 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 3-2j 3-9-6 1 4-4-6 1 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,18:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ytONTo TOP CHORD 2-3=362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 b' o' 'i WEBS 2-9=-456/0,4-6=-424/0 CT ,.Ov 'WO ' NOTES fw ` itt �,- E 1)Unbalanced floor live loads have been considered for this design. tq 2)Refer to girder(s)for truss to truss connections. t 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ''O 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 0 �#'•t 49639CT be attached to walls at their outer ends or restrained by other means. 44',, ISTh LOAD CASE(S) Standard SS10NALG '- cp PROpFss GINEFq, /0 870 2PE r- 0 04 y -9i, OREG N fQk/ 0 �1BER 1� �� S9 A. HE EXPIRES:06/30/2015 April 22,2014 i 4 Amums.Verity destynraraicersaxd REAP ICIESONTHIS Ale mama HIM(AEFETE PAGE MIL 7073lerI,/Zi/2014B 4EUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■E- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control storage,delivery,erection and bracing,consult ANSI/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 OPT lanthes is a:pacified,the design values arethOco effective 06/111/2fil3 byAtSC Job Truss Truss Type Qty Ply 5A R41832516 PL14-89_UP P11 Floor 2 1 Job Reference(optional/ Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-fegsep060_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 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 00 , e 0�/ e 8 3x4= `° 1 9 e 3x4= 3x4= 3x4 = I 3-1-2 3-?-10 3-9-10 1 4-4-10 416-? 8-8-8 I 3-1-2 0.1-8 0-7-0 0-7-0 0=1-8 4-2-6 Plate Offsets(XX): (8:0-1-8,Eddel,f9:0-1-0,Edclel LOADING(psf) 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 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-6 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. _�1".1IONIO N. TOP CHORD 2-3=761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 0% �.�'r 4 WEBS 2-10=757/0,2-9= 28/290,5-7=-737/0 0 44. lir' NOTES c1-w e 0 1. t16 1)Unbalanced floor live loads have been considered for this design. ! t"3 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 11" 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r ill 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 d1j �� r be attached to walls at their outer ends or restrained by other means. I(7 �5 ,.4 �t� LOAD CASE(S) Standard St ial. PROF c�5 <CNG!N� 9 cS''i 8 • 2PE - OREGO ,44/ S kA. Heck EXPIRES:06/30/2015 April 22,2014 e i ®WARNIM3-Yestfdesgapararamrsrsand REM NOES ONTHIS AN matzo MITKREFEPJMTPAGE 34II7473:em1/20/2018RFR3REt Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p��T� � erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �YB 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Till Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if southern Pine ISP3&unbee is specified,the design vsrisues are these effective i35/0012013 byALSC Job Truss Truss Type Qty Ply 5A R41832517 PL14-88_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:j7axn4OsHnThlyaUAczwOszX1 UY-8gN Wr9PknHVxQgcgNdLaOOGj6PFoF_VetcsklizOQTs I 2-6-0 I I 2-3-5 II 1-2-0 II 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 e a IN .t e e • 19 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-s10-1113 11-3-1311 16-5-8 I 10-0-5 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): I10:0-1-8,Edoel.1-11:0-1-8,Edgel LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) Udefl 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 Incl 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. .1ONIO 14. 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 flcj Qv WAStr WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,412=379/0,4-11=466/163,7-9=-1643/0,7-10=0/1116 C .. NOTES / ," G 1)Unbalanced floor live loads have been considered for this design. f N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. if r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639 4 be attached to walls at their outer ends or restrained by other means. (y 4).4, c LOAD CASE(S) Standard 'WON 11,V S �`�4 D PROp- 870 2PE - 'o,,; OREGO 2' 1- cv '90 M.8ER4' EXPIRES:06130/2015 April 22,2014 B f A WARN1V3-Verityr3es4a parameters sad READ IC TES ON THIS AM IM)LIJ5ED 141TEKREFEREAMIE PASE MU 7473 mc 3/19/2010BEOIE'SSE ....... Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the e fie - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !Y! fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/M11 Quafiy 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 herr 1 fsP)tosrrlsea3s specified. otervet:,esaseffective06/aarzolsbyAS C Job Truss Truss Type Qty Ply 5A R41832518 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:j7axn4OsHnThlyaUAczwOszX1UY-cOxu3VPNYbdo2_B1xLspxbpq?pYt_Q1n6GbHH8zOQTr 2-3-0 I1 1-4-11 ii 1-2-0 i 1 1-2-5 1 2-6-0 I Scale:3/8"=1 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 Il 1.5x3 II 4x5 = 1.5x3 II 1 2 3 4 5 6 a` 7 8 9 10 e e e o e 1,1 o e" e' �p 'I 15 14 13 12 7XAT 3x4= 3x8= 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 135111 I 18-3-0 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X.Y): 112:0-1-8,Eddel.113:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 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 Incl YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. C)OVONIO TOP CHORD 2-3=2664/0,3-4=2664/0,4-5=3503/0,5-6=3503/0,6-7=2556/0,7-8=2556/0,8-9=2556/0 i,BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 `�#y^,WEBS 7-13=0/349,8-12=534/0,2-16-1715/0,2-15=0/1206,4-15=-695/0,6-14=7/395,9-11=1869/0,9-12=0/1118, rk6-13=853/0 YJ'co NNOTES 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)11.3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI1 `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 tobe attached to walls at their outer ends or restrained by other means.LOAD CASE(S) Standard \No PRQp 87022P, , , , t '(>,RGONtifl©z� C', '1 ER 4 EXPIRES:06/30/2015 April 22,2014 1 A ®W4RMM%-Veair deign paraalcersaxdREAD WITS ONTHIS A MOB MIT€KREFERE CI pAGE MIT 7413 rex.111512014 WOREUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1111" Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the R �T�'A4.r• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BXB 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qua8y Criteria,DSB-89 and 8051 Building Component 7777 Greenback Lane,Suite 109 Safely Inlormaton available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Suuthaesn.PineIlliumlec is specified,tha design-values are these rftertive 06/01f2023 bWA SC Job Truss Truss Type Qty Ply 5A R41832519 PL14-89 UP F14 Floor 6 1 Job Reference(ooeonall Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 S Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXlUY-c0xu3VPNYbdo2_B1xLspxbpv4peR UOn6GbHH8zOQTr I - 2-0-0 I I 1-10-1 I I 1-2-0 1 1 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 • _ 41111111111111111111111111111111111111111111111111111111% et ee e 1 e 1 c 11 10 9 8 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 19-9-9 19-4-9 I 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edael,f10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Ina YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 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. i ONIO TOP CHORD 2-3=1397/0,3-4=1397/0,4-5=1183/0,5-6=1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,6-9=0/1163 c&�o1 W WEBS 2-12=994/0,2-11=0/571,4-10=X43/3,6-8=-1277/0 Ay4rXi NOTES o ° , 0,�, VI 1)Unbalanced floor live loads have been considered for this design. tW 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. i 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 71' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to rd 4k' p49639 11 be attached to walls at their outer ends or restrained by other means. fj LOAD CASE(S) Standard 'S'IO AL'14 `‹- 870 2PE cv '5. u)'0j.OREGO ti 4// `SA- H ~ EXPIRES:06/30/2015 April 22,2014 i t A ORtiff,6''isr/ cirrus parsxnd REAP FP 7€S ONTHIS AND f5C21 €DNT€4k€€€fl€fiddASEMIT 7473 reeJ/Z j2014B €4Et 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 Mire Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding R fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Bonding 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£Southern Moe(SP)lumber is apatifiert the destg€t agues ate eit*Sit 4tifectits*06/0l/aas.3 byA:SC 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:j7axn4OsHnThlyaUAczwOszX1UY-YP3fTBRd4CtWHIKP2mvH00uKrdQGRS 4Za4OM1zOQTp 1-4-12 1-4-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 0 , N \ r 5 4 3x4= 3x4= I 2-11-12 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "•` 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BOLL 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.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.18Btr(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 1ONIO NOTES C7 1)Refer to girder(s)for truss to truss connections. C., t{ Gs 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11'bf O 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. 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. t* The design/selection of such connection device(s)is the responsibility of others. ?r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 4 49639 LOAD CASE(S) Standard Q� � I3 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00OAL � Uniform Loads(plf) Vert:4-5=-10,1-3-100 Concentrated Loads(Ib) Vert:2=-188(F) rj PROp4. Nc?. &IyoINE€R -kc- 87022F;cct AjOROON43 94 JV Ci "BRE( 4t A. He, EXPIRES:06/30/2015 April 22,2014 I ®N'A NIMI-Verifydetznapa:aarefsrsa.dREADWIESONTHISANDMIMED MIMIC REFERENPAr.f14117473te61/15/2EI4BEWEISE �r Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the � - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 R fabrication,quality control,storage,delivery,emotion and bracing,consult ANSI/TPI1 Qualfy CrBeda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pince fli tusnl f:ladled,the design aeiuer arete ase effective OR/o21201.3 rvMSC Job Truss Truss Type Qty Ply 5A R41832521 PL14-89 UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:05 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-4CVHGrQ?Jvlfg81DV2O2TpL6KD22izQxKwLrgbzOQTq I 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 H 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4 = 11 3 4 53x4= 6 7- '...- .-: 0 C N N 14 9 e 8 e3x4= 3x4= 3x4= 3x4= I 3-2-10 1 3-9-10 1 4-4-10 j 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(XV): I8:0-1-8,Edoel,(9:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in floc) I/defl Lid 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 Incl NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0NI0 ite TOP CHORD 2-11=926/0,3-11=-926/0,3-4=-926/0,4-5=-926/0 fl��� BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/7711 jbi. WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 -'WY J r ?0 '( NOTES f. t.., 1)Unbalanced floor live loads have been considered for this design. / N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '�r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ''a ` be attached to walls at their outer ends or restrained by other means. '76,16 49639 +�+ 3T 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. N. The design/selection of such connection device(s)is the responsibility of others. s''Or A 1.10 1 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 E1) PROF Uniform Loads(plf) Q F �{C, Ss Vert:7-10=-8,1-6=-80 \� NGINE' , <, Concentrated Loads(Ib) fG } qN Vert:11=169(B) 4t' 87022PE r" / 04 y �y .0REG0 45)4:›41/ 1 4S A. H P EXPIRES:06/30/2015 April 22,2014 a t A vemtlw-Veal,deign pararnemi a,j READ f4 TES ON THIS ANL MUMS€£I iNIIEK REFERENCE PAGE MIL 1473 rts4 1,/29120148 OSMUSE MAIN a Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. I/1II 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/TPI7 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f ftrufternPrisefsp)icmfser ise4sesiflec$,the design values aretRrrise edestave 06102(202.3 tryALSC Symbols Numbering System 41 General Safety Notes PLATE LOCATION AND ORIENTATION 1 /q 3 " Center plate on joint unless x,y 6-4-8 dimensions (Drawshowningsnot into ft-in-sixteenthsscale) Failure to Follow Could Cause Property Dama or Personal In( e offsets are indicated. I g j Injury Ira= Dimensions are in ft-in-sixteenths. 11404,. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See SCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For Q'1/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Alliriliff p bracing should be considered. rz O 3. Never exceed the design loading shown and never F U 2 �� stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate $ c6-7 cs 6 O- designer,erection supervisor,property owner and plates 0 'aa' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and 9 in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �i y by AWC in the 2005/2012 NDS ili by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. t� reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. i.-,....,.... Min size shown is for crushing only. imul I 18.Use of green or treated lumber may pose unacceptable �_ en is vironmentsufficient.al,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and not pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. 1 e , BCSI: Building Component Safety Information, T k20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, M 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■ AR1 AR1 - N e R CC `q J1 1 L J1 J4 I ` J2 I �, / J3 J4 Ev J.SC - J5 7:B12 • J6 J7 L.141 J7 J8 - <: J8 JJ9_ I :� $d J9 J10 '' '1 j, m _ J10 J11J11 J1(1 - CA 4 3 \ F.. g.. J9___ J8_-_ • 14:12 J7 14:12 1 • 1 ► - J61� 7: 2 J12(10 J13 (5) HeUS26 I 1.:12 .-+ i� / 6 ��( 1 :121 ,,- (ehngc■ v. D1 ,, mit 7 % N� Qi CONFORMS TO DESIGN CONCEPT a 14 ❑ CONFORMS TO DESIGN CONCEPT WITH Y gi t GARAGE RIGHT REVISIONS AS SHOWN I Ir Q■ I C i©X CONFORMS TO DESIGN CONCEPT 'V I❑CONF ONS TO DESIGN CONCEPT WITH ❑ NON-CONFORMING—REMISE AND RESUBMIT o NON CONFORMING REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWS D FOR GENERAL CONFORMANCE 201-6■ ai r t : , I -x WITH i DESIGN CONCEPT ONLY ANC G=$NOT RELIEVE 1E M ,F' a F ' u Rfr r a , Wi n FABRICATOR/VENDOR OF 4ESPON°oILI V FOR CONFORMANCE WITH THE -0 -{I a AW, 0. --c L. .. WI..a.E IOR.TtL_ ms ,i,wws DESIGN DRAWINGS AND SPECIFICATION ALL Ur fi 10 Wit FaIVR.T1 gy_ Alexia Fukui_-...._-...._- Date 9.02/14 OVER THIS SHOP DRA?LING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC ®Copyright CompuTrusInc.2006 L/UIWEH: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND EPROJECT TITLE: REVISION-1: DRAWINGS NGS FOR ALL FURTHERNEERED STRUCTURAL nV PLAN 5-A COFFERNG ONSINFOLEFORTIO S BIN Paum � ,, umber DESIGNER/ENGINEER OF RECORD PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5-A / A-A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL O TRUSS 1: „ ... COMPANY._ DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. �t 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. 40'-0' r 1los r J1 _ '447:11-11_ J2 ! —J3C J3 �I 721 �y,J5 � ills J6 .— 7:12 -` J7 AC J7 16M______ C, J8 J8 N_ J9 =,.. N J9 J10 J11 .-,_, J11 � $ _ e k 4\ •• m m _ . J10 IT g et 4 J9 16.13 J8 11:13 J7 _ 4 � i I 7 12 _ J6 \ - J12 10) \ - J13 (5) 14: 2. Y HGU826 FIGdiS26 • C3I(2) 1321 \! iii: 2 J13 VImrI Cl - EC D1 e•s / 12 Fs Fr 4 ® CONFORMS TO DESIGN CONCEPT Ei CONFORMS TO DESIGN CONCEPT WITH GARAGE LEFT liEILISIONS AS stiOWN ®CONFORMS TO DESIGN CONCEPT h. ❑11N CONFORMAG-REVISE AND RESUBMIT ❑CONFORMSTODESIGNCONCEPT WITH �E�y THIS SHOP DRAWING HAS BEEF REVIEWED FOR GENERAL CONFORMANCE REVBN]Ns"DYED 20-6 WWITH THE DESIGN CONCEPT OILY AND DOES NOT RELIEVE THE NON CONFORMING REVISE B REMIND' 'On EEC.DIEWING I.3 REIN PEYVI FOR GOER,❑ FABRICATOR VENDOR OF RESP'NSIBILITY FOR CONFORMANCE WITH THE WIN OF,. ttiniCEFT E4L3<nc of NOT h a DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY BESBE „>. s�.:g., :MEaPPLKAFEE3 ..._;c Y.,AVE OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. PE.,OVERr4333ro:3..333:3. B{...._.._____Alexia Fukyi Date 2/21/.18 Sy: Todd R. Eaton Date: September 19, 2014 wtttseawut ARCHITECTS CT ENGINEERING©fppightCompuTrusInc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 PLACEMENT ONLY.REFER TO ENGSCALC SSTTRIUC ON RRALL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-A raa INFORMATION.BUILDING COFFER DESIGNER/ENGINEER OF RECORD {{ umber RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5-A / A-A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL C a M P A N Y DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. & T R U S S 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). OilAi. tvi POpp ` �� K` t , i ' t rot „rt, pi iv 6 t Itaikl iktt ,.. 'i-;bA.JC'' {fir'•'x i"3 r'61 `1a.* - EXPIRES f I rl I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2-10=(-799) 2686 3-10=�-300) 336 BC: 2x4 KDOF -235) 629 WEBS: 2x4 KDDF STAND; SPACED 24.0' O.C. 2- 3=3- 4= -2885`1241 111 .12=1.258; 1671 10-4-11=(-736; 574 2x4 DF STAND A LOADING 4- 5= -2255 1147 12-13=1-597) 2094 11- 5= -460 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2255 1147 13- 8=(-834) 2444 5-12= -460 1077 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2885 1241 12- 6= -736 574 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -3018 1136 6-13= -235 629 8- 9=( 0) 114 13- 7=(-300) 336 OVERHANGS: p 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) Connector C,CN,C18,CN18t(((orrno1x prefixl) . ors:CompuTrus, Inc LIIVEOLOADCHORD AT LOCATION(S) SPECIFIEDLIMITED IBC STORAGE1 . LOCATIONS REACTIONS REACTBEARING MAX VERT MAX IRZ BRG IONS SIZE SO INflEO BRG(SPECIES)AREA 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` JT 2, 8: Heel to plate corner = 2.25" 43'- 9.5' -378/ 2067V 0/ OH 5.50" 3.31 KDDF ( 625) 'COND. 2: Design checked for nett-5 nsf) uplift at 24 "oc _pacing.) 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. 12 12 Design conforms to main windforce-resisting 7.00 M-4x6 Q 7.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 44' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i\ load duration factor=1.6 M-5X8(: _,_. -.- --' ' Truss designed for wind 'loads 1,1 in the plane of the truss only. .25x8(S) 0.25" �? 40 4- M-1,5x3 M-1,5x3 \ . 0 0 rn A i1 ww - A rn 0 • 2' cp M-3x8 M-3x4 10,25" 0.25 M 3x4 M 3x8``6 0 M-5x8(S) M-5x8(S) > y 1, 1 > ,, y 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 y y 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 JOB NAME: 5-A POLYGON NH - B2 �c� �Ro��s(9 Scale: 0.1445 c.. '1/Zz (.: WARNINGS: GENERAL NOTES,unless otherwise noted: 44 / '1r 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . 7,92s 92s SPE c Truss: B2 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 designee �.✓" + r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ",./0.0•''''' 4. DES. BY: EE is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c,such ively unless braced throughout their length by Po ty P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). s" DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ CC SEQ. 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. -� OREGON ' , S E Q. : 6037152 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses ere tube used in a noncorrosive environment, y(,,. d r7 \ts u design loads be appled to any component. and are for"dry condition"of use. 4% ')w G� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full beating at all supports shown.Shim or wedge if 4 14 fa.t fabrication,handling,shipment and installation of components. Decessary. ` ` 7.Design assumes adequate drainage Is provided. R R 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 TPI/WTCA In I,copies of will be furnished upon wh ch lin s co nc ide with IIIIII VIII VIII VIII VIII VIII VIII III IIII M Te USA,InCJCO puT us iSoftware 7.6.6(1 L)E request. 10.Foe basiic connectoroiplate design values see ESR-1311,ESR-1988(MITek) nt center Ines. 9.Digits indicate size of late in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF#1&13TR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2- 9=(-843) 2654 3- 9=(-300) 335 7- 8=(•2357) 628 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STANDx4 KDDF ND 3- 4= -2865) 1232 10-11=(-267) 1637 4-10=(-737 574 LOADING 4- 5= -22341 1138 11-12=(-584) 2045 10- 5= -460 1077 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6= -2229 1164 12- 8=(-829 2355 5-11= -450 1055 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2794 1278 11- 6= -713 566 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: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGEBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 or no prefix) CompuTrus, Inc LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. LOCATIONS0 - . " -380/REAC2064V -302TIONS / 316H 5.50" 3.30N KDDFP(C625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 6.2' -281/ 1855V 0/ OH 5.50' 2.97 KDDF (( 625 JT 2: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans ICOND 2 Design checked for npt( psf) upl+ft at 24 'or. 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= -0.163" @ 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 not exceed 19% at time of manufacture. 21-07-08 T .( 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 12 Wind: 140 mphl h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 7.00 I/' 7 00 load duration factor=1.6 4.0" Truss designed for wind loads 5 ,f.' in the plane of the truss only. I% M-5x8(S) M-5x8(5) 0.25" 0.25" V7 O C") v M-1"5x s / r,r,d-3x5 - \ M-1"5x3 0 co A o ' Lii o 2I 9 10 11 12 8** o M-3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 0 M-5x8(S) M-5J8(S) ), y 1 ), y y ) 8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 2-00 43-06-04 y JOB NAME : 5-A POLYGON NH - B1 Scale: G.,4„ �5� ' '.34."/ � NR ct`k. WARNINGS: GENERAL NOTES,unless otherwise noted: CL� ` /Zzi 'L-, p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual !92 0 0 P E 1-+ Truss: B 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2.Des gn assumes the top and bottom chords to be laterally braced at �r 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 ,�Illy. DATE: 8/22/2014 the overall structure is the responsibilityof the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ,,/T 1n. �""" 9 3.2x Impact bridging or lateral bracing where shown++ f C' Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the respoof the respective contractor. OREGON f,. S E noshould any loads greater than 5.Design assumes trusses are to be be used in a non-corrosive environment, 3r y \1k A.. TRANS I D: 406556 design loads be applied to any component and are for"dry condition"of use. L. "i1 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 .., '7 1 4 20 �". fabrication,handing,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequateon drainage is provided. h `i 1111111 I 1��Oil��11011111111111 ��I 6.linescoincide located both centerknees of truss,and placed se their center +l 5. TPINVTCA in BCSI,copies of which will be furnished upon request. lines with jointcate size of pplines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.9.Digits basicconnector plate tdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E11 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 IC: 2x4 KODF #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 KOOF ki&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 OF STAND A; LOADING 4. 5= -2453910 13.14= -850) 2024 12- 5= -216 868 2x4 KDDF #I&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"0C. 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"0C 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 KOOF ( 625 M-1.5x4 or equal at non-structural ICOND 2 DecigO checked for netj 5 o�fl uolift at 24 'oc snacina I vertical members (uon). 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,CI8,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 iI not exceed 19% at time of manufacture. 19.11-11 23-06-09 T f Design conforms to main windforce•resisting 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11.13 7-00-01 system and components and cladding criteria. '1 1' .( TT T T T 4' Wind: 140 mph, h=23.9ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, 15-09-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 12 in the plane of the truss only. 7.001/ M-4x6 M-5x6(S) M-3x4 0825" =M-4x4 M-1.5x3 M-5x6(S) ,o , Mr » $ -i 0.25" NI. + 1. 1 O /V r M-1.5x3 + c7 O 10 Mil n -/ 1 2 M-3x8 M 3x4 10.25" M 3x4 0.254 =M-4x4 - M-5x8(S) M-5x8(S) (S) y y y 1, y 7-11 7-06 9-05-08 9-03-12 9-04 y y y 2-00 43-06-04 PRO4,03 Scale: 0.1504 ., G N ���./.., JOB NAME: 5-A POLYGON NH - AH3l2zl WARNINGS: GENERAL NOTES,unless otherwise noted: f� C 17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4 . '.92 0 0 PE r- end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: Al-13 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 114111.1 DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " qty DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ OREGON �l/ SEQ. : 6037154 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. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are lobe used In a noncorrosive environment, �j." >t *S. design loads be appied to any component. and are for"dry condition"of use. / -4 4 c TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8'necessary.assumes full bearing at all supports shown.Shim or wedge if �yP fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage is provided. - "Er-1 R I i \-. CVS 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 4• IIIIII VIII VIII 11111111111111111111 IIIVIIIVIIIVIIIIIIIIIII TPIIk U Ain nc./ copies of which ft be furnished upon request. 9 logits indicate sizencide with jofnttlate in Inches. lines.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 111111 11111 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.i-1431) 2572 3.11=) -152 192 15-10=(-182) 108 BC: 2x4 KDDF #1&BT -49 296 WEBS: 2x4 KDDF STANDp SPACED 24.0" O.C. 3- 4= -2875) 987 12-13=I-1034 992 11-12. ` 2330 2429 14 -12=' -445I 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= -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 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 1,1 ' I. 'r r' . .. - . ' "' spacing.) M,M2OHS,M18HS,M16 = 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 1`'f 27-06-09Design conforms to main windforce-resisting T T , 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 mphh=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 T T T '(''f 'f T T T (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load15-09-12 Trussduration designedfforowind�=1. loads '( T in the plane of the truss only. 12 M-4x6 M-5x6(S) 7.00 6 M-3x4 0 25" =M-4x4 M-1.5x3 IP 9 0.25" w4 + v o o M-1.5x3 + +f B o 0 - A 0 2� 11 1 '/ 13 4 MM 15* ' M-3x8 M-3x4 0.25" M-3x4 0.25' =M-4x4 M-5x8(S) M-5x8(S) y y 1, ; b y 7-11 7-06 9-05-08 9-03-12 9-04 y y y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - AH2 ,, PRQ ass Scale: 0.1504 /21/ /pf WARNINGS: GENERAL NOTES,unless otherwise noted: (C/ /'�' 's! 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual G' .9210*PE c" Truss: AH2 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' EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by I� is the responsibility of the erector.Additional permanent bracing of continuous sheaths such as wood sheathing(TC)C and/or d l BC. `a 11 DATE: 8/22/2014 responsibilitybuilding g bridging plywood q e(r s r ( ) Cr the overall structure Is the res nsibili of the designer, 3.2x Impact bri i or lateral bracingrequired where shown++ � 4.No load should be appied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. yG OREGON�� �4 , SEQ. : 6037155 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, '�11 r�f design loads be applied to any component. and are for"dry condition"of use. / -q. D4 .},. TRANS I D: 406556 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If d 1 4 thy, fabrication,handling,shipment and installation of components. Design assry. y n 1` t 7.Plates assumes adequate drainageciso suss,a. _'r L.1." 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 IIIIII VIII VIII VIII IIII VIII VIII IIII IIIITPIAMfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. 10. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111 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 TC: 2x6 KDDF #18BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0 114 2.11=(-1639) 4875 11- 3= 0) 300 9-16=(-4391) 1805 2x4 DF 2400F T1 2- 3= -5879 1836 11.12= -1642 4872 3-12= -366) 286 16-10=( -342) 255 BC: 2x6 KDDF #18BTR LOADING 3- 4. -5549 1990 12-13=).2387) 5968 12-. 4= -428) 1623 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= 0 0 13-14. -2428 5968 12- 6= -1761) 953 2x6 KDDF #2 A; IC UNIF LL) 50,0 +Dl( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6=)-4731 1764 14.15= -2062 4966 6-13=) 0I 419 2x4 DF STAND B; IC 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 2x4 KDDF STUD C BC UNIF LL 0.0)+DL( 40,0)= 40.0 PLF 0'- 0.0' TO 43'- 6.3' V 7- 8= -5543 2225 7.14= -967 519 B- 9=(-3514 1448 14- 8=(() -312) 1314 TC LATERAL SUPPORT <= 12'OC. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0' 9-10= -100 112 8.15=(-2455 1086 BC LATERAL SUPPORT <= 12"OC. UON. 15- 9= •684) 2397 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -1099/ 3690V -131/ 270H 5.50" 5.90 KDDF625 43'- 6.3" -1506/ 3729V 0/ OH 5.50' 5.97 KDDF ) 625) OVERHANGS: 24.0' 0.0" GQND. 2: Design checked for net( 5 p06) uplift at 24 "ac s acp ing.) 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" ** For hanger specs. See approved plans MAX LL DEFL = 0.290" @ 19'- 5.3' Allowed = 2.130" 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=1.6, 5-11-14 5-05-02 0-06 10 5-10-05 6-05 6-05 6-05 6-05-04 Truss designed for wind loons 1' - _(1, 1' 1' 1' 1' in the plane of the truss only. 11-09-12 T l'11,640# 12 M-7x8(S) M 5x10 7.001/ 5 =M-6x6 0.p" =M-66x6 =M-10x10 M-130x6 gv __ 0 M-3x4 v + + 0 + o to ♦ \/\/ A A o C3 CO r` o M-4x12 o 2 11 12 1 14 'f 15 18* -/ M-1.5x3 M-3x10 u.25'� =M-4x4 0.25' M-4x10 =M-8x8(S) :44-10x10(S) 1, - 1, ; 1. ), y 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 y y y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - AH1 �.`��` INE Scale: 0.1519 \5 /Z y `/ WARNINGS: GENERAL NOTES,unless otherwise noted: !!f/' " 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and Is for an individual Q . 2'y/ ••P E c Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2z ✓ ,000°!'/ 2. 4 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: EE2'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 sheaths such asplywood sheaths C and/or d II BC. 'APP.- ng sheathing(TC)s rywa( ) 'a DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ Ma 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. -3y OREGON Ej/ S E Q. : 6037156 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„ // T�� \lx �(,� design loads be applied to any corrgonent, and are for"dry condition"of use. f 4) o. 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 G< 1 4 c- ��� fabrication,handling,shipment and Installation of components. necessary. �r 7.Design assumes adequate drainage is provided. C> .R I fel„ 6.This design is furnished subject to the limitations set forth by 8.Plates shell be locatedonboth faces of truss,and placed so their center s coincide nt center lines. 111111111111111 VIII 1111110 IIII M Te USA,lnCJCompuT us Software 7.6.6(1 L)E request. 10.For basic connectoroiplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate in inches. TPI/WTCA In EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11= -1212) 3463 11. 3=( -236) 849 17- 8=(-300) 336 BC: 2x4 KDDF 111&BTR; SPACED 24.0" 0.C. 2x4 DF 2400F B5 2- 3= -4062) 1544 12.12= -1139 3226 3-12= 506 350 WEBS: 2x4 KDDF STAND; 4- 4= -3073) 1177 13.14= -797) 2720 12- 4=� 0) 348 2x4 DF STAND A LOADING 5= •2541 1132 13.15= 0 0 4.14= 567 259 LL( 25.0)+DL( 7 L 0N) BOTOTALTOM CHORD LOAD = 42.0 PSF 7. 8= -2812, 1243 16.17= -595) 2048 15.16 ) -558) 1995 TC LATERAL SUPPORT <= 12"OC. UON. 055UU BC LATERAL SUPPORT <= 12"OC. 009. 8- 9= -2957) 1138 17- 9= -836) 2403 6.16=) -434) 1178 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) 9-10= 0) 114 16- 7= -722) 578 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-17=( 243) 599 Connector plate prefix designators: LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HOAZ BAG REQUIRED ERG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20NS,MI8HS,M16 = MiTek MT series 0'- 0.0" -379/ 2067V -323/ 323H 5.50" 3.31 KDDF ( 625 JT 9: Heel to plate corner = 2.25" ) 43'- 9.5" -378/ 2067V 0/ OH 5.50" 3.09 OF 67D) MOND. 2: Design checked far net(-5 psf) uplift at 24 "ac gpa ing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0,043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.211" @ 14'- 6.0' Allowed = 2.144" 21-10-12 MAX TL CREEP DEFL = -0.393" @ 14'- 6.0' Allowed = 2.858" 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 .' T . ' MAX HORIZ. LL DEFL = 0.102" @ 43'- 4.0" 12 12 MAX HORIZ. TL DEFL = 0.166' @ 43'- 4.0" 7.00[.../.. M-4x6 7.00 NOTE:Design assumes moisture content does 4"0" not exceed 19% at time of manufacture. 6 44 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 7-10, 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" load duration factor=1.6, � � Truss designed for wind loads in the plane of the truss only. to 0 c, M-3x4 4 / ,:M-1.5x3 M-3x4 3 M-4x6 .. o eigi -16 10 M-5x6 0 1 15 16 ' � M-4x6+ M-3x4 o M-5x10 0.25" M-3x4 M-3x8"'9 0 0 -=z3 2.75 2,04 oM-4x10 M18HS-5x16(S) 12 12 7 J, y ,i, 1, y y 1, i-05-01 5-10-08 6-02 0-111 10-04-12 8-11.15 8-11-01 y )' Y -05-08 12-00-08 1710-04 27-05-04 ,2-00 y2-OO1, 14-06 29-03-08 ), )' 2-00 43-09-08 2.00 JOB NAME: 5-A POLYGON NH - B3t� PRQfi Scale: 0.1309 . 101 N: p (/, WARNINGS: GENERAL NOTES,unless otherwise noted: 45 //C"}' '�'.3' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 ±92.0 PL 1'� Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rf DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). /r�r. �a"" Po ty 9 3.2x Impact bridging or lateral bracing where shown++ y /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON /� S E Q complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L �f, <(/ TRANS I D: 406556 design loads aes appliedcontrol to any and component. 6.Design assumand are for econdition"ulll bearing at supportsT'3' S 5.Com uTrus has no over and assumes no responsibilityfor the g 9 shown.Shim or wedge If : % 1 4 fabrication,handing,shipment and installation of omponenh, necessary. q p 6.This design is famished subject to the Imdations set forth 7.Design assumes adequate drainage is provided. T'i �4 I Milli I III VIII IIII VIII VIII VIII III IIIIby 8.Plates shall be located on both feces of truss,and placed so their center r 1 t' TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9. late in Inches. 10.FFor basic connector indicateits oplf ate 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 43'- 6.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2.15=(-1177) 3199 15- 3=( -99 614 22.13=) -87) 221 SPACED 24.0" O.C. 2- 3= -3891) 1497 15.16= 931 2763 15- 4.(-277 430 13-14=(-2471) 843 BC: 2x4 KDDF STAND3- 4=I.35081481 16-18=) -757) 2413 4-16=(-342 253 WEBS: 2x4 KDDF STAND; 2x4 DF STAND A LOADING 4- 5= -2938 1219 17.19= 0 0 16. 5= 121 5 7 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6= -23881 1115 18-19= 556 2143 5-18= -543 368 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7= 0 0 19.20= -544 2087 18- 6= -405 964 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8= -2026 1048 20-21= -542 2142 18- 8= -92 159 88--19= -2115) 1045 21.22=) -720) 2182 19- 8=)-486 183 LL = 25 PSF Ground Snow (Pg) 992 22.14= 818) 2248 8.20= -93 265 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10.11= 00 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 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: 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 ICOND 2 Deign checked for net( 5 nc�fl up ift at 24 "oc s cga inn == For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 19-11-11 3-10-02 19-08-07MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267' 4-02-11 4-04-07 1-08-13 �4-07-09 5-03-08 4-10-08 MAX LL DEFL = 0.174" @ 17'- 8.5' Allowed = 2.130" 1 T ff f ? ff f f f ( MAX TL CREEP DEFL = -0.335" @ 22'- 10.8" Allowed = 2.840" 2-07-0 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 MAX HORIZ. LL DEFL = 0.095' @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 15-09-12 15-06-08 NOTE:Design assumes moisture content does T ff f not exceed 19%at time of manufacture. 12 M-3x4 12 Design conforms to main windforce-resisting 7.00 M-3x8 Q 7.00 system and components and cladding criteria. M-4x6 M-5x6(S) 7 a 9 .11'11-4x6 Wind: 140 mphh=23.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, M-5X6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 0.25" inuss thedplaneed offor thewind trussoads only. 0.25" s .2 T.; M-3x4 +r +, +I + 11-3x5 M-1.5x3 M-1.5x3 - M-4x6 o = a ��5x10 M-3x4 0 17. 19 20 22 14* o M-4x6+ o M-5x10 M-3x4 0.2 '� M-3x4 M-4x6 0 a 2 75 1,89 v M-4x8 M-5x8(S) 12 12 k ), y 1-001121 y y y y 2-05-01 6-06-10 5-05-14 (1108-0z 5-07-14 5-05-12 7-06 7-07-12 y 2-05-08 13-01-04 , 2-0011 25-11-08 y yy 14-06 29-00-04 y 2-00 43-06-04 0 PR04, JOB NAME : 5-A POLYGON NH - BH3 Scale: 0.1286 �� G(N 6:3, WARNINGS: GENERAL NOTES,unless otherwise noted: CI L7iz Zi #~� tikt 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual =92•i I E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: BH3 Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the traps op and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction2'o.c.and el 10'o.c.respectively unless braced throughout their length by e DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing acing required wherepshown++ �.� OREGON �. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the res onsiblkty of the respective contractor. 1, W. SEQ. : 6037158 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, �f y design loads be appied to any component. and ere for"dry condition"of use. �,�... T 1 4 2,� AT TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8'necessary.assumes full bearing at all supports shown.Shim or wedge if 44 �c' fabdcetion,handling,shipment and installation of components. 7.Design umes adequate drainage Is provided. r+r-1 RIO- 6. 11..`" 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 IIIIII VIII 11111111111111 TPI/WTCA in upon VM iTe USA,Inc./CompuTrus s(Software 7.6.6(1 L)Z request Iiconnector of plate in lata inches. 10.ines coincide with joint center Ines. 9.Fr designbasic values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111111 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 #1&BTR LOAD DURATION INCREASE = 1.15 I. 2=( 0) 114 2.15=(-1177) 3199 15- 3=( -99) 614 22.13=) -87) 221 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 4=(-3508)1 1497 1481 15.18=) -757) 2413 15- 430 253 13. 14=(•2471) 843 WEBS: 2x4 KDDF STAND; 2x4 OF 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-LL = 25 PSF Ground Snow (Pg) 9.11= -1914) 1045 22-14=1 -818` 2248 2182 18.20=( -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 BAG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0' -349/ 2064V -211/ 224H 5.50' 3.30 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 6.2" -254/ 1828V 0/ OH 5.50' 2.92 KDDF ( 625) ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spa inB ) 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" 4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 T MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7" T f 1- f f ff f f MAX HORIZ, TL DEFL = 0.158" @ 43'- 0.7" 2-07-04 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 NOTE:Design assumes moisture content does I T T T -' T T I not exceed 19% at time of manufacture, 15-09-12 15-06-08 Design conforms to main windforce-resisting T 1' 1 1' system and components and cladding criteria. 12 M-4x6 M-4x6 12 7.00 L.---- M-5X6(S) 7 M- X8 M-3x4 1.1 Wind: 140 mph, h=23.9ft, TCDL=4,2,BCDL=6.0, ASCE 7-101 n . M-5x6(S) Q 7.00 2All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), load duration factor=1.6 0.25" T Truss designed for wind loads 0.25" in the plane of the truss only. .2 v -- M-3x4 +, o +t +1 + o 7 1,1-3x5 M-1"5x3 M-1.5x3 M-4x6 �/ \16 m Iii co -J 2 M•5x10 M-3x4 a 1i 004 19 2D 22 ta* o M•4x6+ o M-5x10 M-3x4 0.25x' M•3X4 M-4x6 0 - n2.75 1.89=__M-4x8 M-5x8(S) 12 ), 1 Oo � ,ky 2 x y /, 1- 1' -05-0¢ 6-06-10 5-05-14 111,08-02 5-07-14 5-05-12 7-06 7-07-12 y ,-05-08 13-01-04 ,, 2-00 25-11-08 y , y 14-06 29-00-04 1 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH2 Scale: 0 1286 �5'� N {�7p�.'s0 WARNINGS: GENERAL NOTES,unless otherwise noted: "I /2Z/ ! 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Q' .92e e PE n Truss: BH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2e4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,,r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 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 ng(TC)and/or drywall(BC). != DATE: 8/22/2014responsibility 9 g g PN eequired fr the overall structure is the of the buildingdesigner. 3.2x Impact bridging or lateral bracingrequired where shown++ SEQ. 4.No bad should be eppied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7L OREGON �4„, S E Q. : 6037159 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, A b W design loads be appied to any component. and are for"dry condition"of use, '7 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1'4 �� fabrication,handling,shipment and installation of components. necessary. n 6.This design is furnished subject to the imitations set forth by7.Design assumes adequate otfaces drainage isotrus,provided. ��n b`��", I IIIIII III IIID I III IIII VIII VIII IIII IIII 9 1 8.Plates shell be located on both feces of truss,and placed so their center i 1 1 TPI/WfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center hires.9.Digits Indicate size of plate in inches. MiTek USA,InC./CompuTfus 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 43-06-04 HIP-0 SETBACK 6.00.00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 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 #18BTR T2, T3 2- 3=(-8240) 2291 15.16=I-1727) 6287 3.16=( -728178 13.22=) 0) 299 BC: 2x6 KDDF #18BTR LOADING 3- 4=(-6514) 2010 16.17= -1666) 5567 16- 4=( 0) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= -6058 2101 17.18= -2003 5967 4.17= 494 262 2x4 DF STAND A; TC UNIF LU 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 5- 6= 0 0 18-19= -2095) 6120 17- 5=c -631` 2092 2x6 KDDF STAND B TC UNIF 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 TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 31'- 6.2' TO 43'- 6.2' V 7- 8= -6028 2221 20-21= -2060 5951 7.18= 465 1243 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 6.2' V 8- 9= -5957 2233 21-22= -1418) 4762 18- 8=) -19) 222 BC LATERAL SUPPORT <= 12"OC. UON. 9.10= -6194 2281 22-14= -1415 4765 19- B= -779 384 TC CONC LL( 500.0 +DL( 140.0). 640.0 LBS @ 12'- 0.0" 10-12= -4749 1699 19- 9= -541 281 TC CONC LL( 500.0)+DL ( 140.0)= 640.0 LBS @ 31'- 6.2" 11.12= 0) 0 9-20= -282 337 NOTE: 2x4 BRACING AT 24"0C UON. FOR 12-13= -5572 1920 20-10= -89 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13-14= -5833 1764 10-21= -1904 912 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 12.21=) -481) 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES Connector plate prefix designators: 0'- 0.0" -1078/ 3764V -151/ 164H 5.50" 6.02 KDDF( 625) C, CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 6.2' -994/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ** For hanger specs. - See approved plans 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 = -0.350" @ 21'- 11.8' Allowed = 2.130" MAX TL CREEP DEFL = -0.695' @ 21'- 11.8" Allowed = 2.840" MAX HORIZ. LL DEFL = 0.150" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.249" @ 43'- 0.7" 11-11-11 19-10-02 11-08-07 NOTE:Design assumes moisture content does 4-04 0-00-10 2(-03-08 5-02-05 0-06-10 5-08-10 not exceed 19% at time of manufacture. 2-09 4-04 '2-02-19 1' 5-05-13 ' 4-07-11 '' 5-05-02 Design conforms to main windforce-resisting '. , , f f , , , f ,�,. ,. system and components and cladding criteria. 11-09-12 C 11-06-08 Wind: 140 m hl h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 T y640# y1640# (All Heights), Enclosed Cat.2, Exp.6, MWFRS(Dir), 1' load duration factor=l.� 128-7x8(S) 12 Truss designed for wind loads 7.00 M-5 12 M-3x5 M-5x10 Q 7.00 in the plane of the truss only. 5 7 M-36x4 5 0.25" =M-10x4 t�2 _..yr M-3x4 M-3x4 v + 3 o M-3x8 co' M18HS-3x18 ,_ M-7X12 0 r B � . 7 i°" _ cu 2 =M-8x8 M-3x4 M-4x8 =M-8x8 19 0,2P M 3x10 M 1225x3 14. 0 M-4x6+ M-4x6+M18HS-7x14 =M-8x8(S) a 2.75 2.75 0 12 12 5,-05-0 4-04 4-05-12 3-02-11,,2-008-01 7-11-04 5-05-02 5-06-14 , , ,2-05-05-08 12-00-08 2-00 27-00-04 y 2-00 43-06-04 00 PR OFe, JOB NAME : 5-A POLYGON NH - BH1Scale: 0.1366 ��� GINE `'r/0 WARNINGS: GENERAL NOTES,unless otherwise noted: ' 17 *c-f c- 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 7921®f-G, r- and Warnings before construction commences. building component.Applicability of design parameters and proper /IM ,,,r T r u s S: BH1 Incorporation of component Is the responsibility of the building designer. ,01 r 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by r✓ DES. BY: EE is the responsibility of the erector.Additional pe manent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • f. +i 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� OREGON 4(f 6037160 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, , -iJct N A(, design loads be applied to any component. and ere for"drycondieon"of use. .� '7}' 2 4- SEQ. :T RANS 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 �� fabrication,handing,shipment and installation of components. necessary. / 2+.� �1 9 P� Po 7.Designlaesassumes adequateed drainagehcis provided. C 1+ 6.This design is burnished subject to the imitations set forth by 8.Plates shall be locateddpboth faces of truss,and placed so their center UNITCA I,copies of lines coincide with int center Nnes. 111111 I III IIIII HMI IIIII IIIII IIII IIII MiTTpeUSA,lnc./CompuTr s whichwill Software 7.6.6(1 L)-E request. 10.For basic connectoroplate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of late in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'• 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #188TH SPACED 24.0" 0,0. 1- 2=( 0) 86 2- 8=(-104) 734 3- 8=(-401) 388 WEBS: 2x4 KDDF STAND 2- 3=(-1004) 236 8- 9= -48) 481 8- 4=(-295) 595 LOADING 3- 4=) -885) 459 9- 6=( -74) 602 4. 9=)-294) 595 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6= 1085 459 9- 5=(-401) 388 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD 6- 7= 0 86 10.0 PSF 5- 6=�-10041 236 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 6.0" -184/ 975V -360/ 36OH 5.50" 1.56 KDDF 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 6.0" -184/ 975V 0/ OH 5.50" 1.56 KDDF } 6251 ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 M-4x6 MAX LL DEFL = -0.002" @ 21'- 6.0' Allowed = 0.100' 14.00/ \14.00 MAX TL CREEP DEFL = -0.003" @ 21'- 6.0" Allowed = 0.133" 4.0" 4 ,,,," MAX HORIZ. TL DEFL = 0.015' @ 20'- 0.5' D,V 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=4.2,8CDL=6.0, ASCE 7.10, (A11 IT, 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-1.5x3tO 0 om 0 c, a ooo x 0.25" 9 M-3x4 0 A- M-5x6(S) y 1, k y 6-10-15 6-08-02 6-10-15 1- y 1-00 20-06 1-00 1-00 CO PR or JOB NAME: 5-A POLYGON NH - C2 �� �, Scale: 0.2044 , s/'A� WARNINGS: GENERAL NOTES,unless otherwise noted: (,� / / "' 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 C; .A�'f•i[7[- r Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 r G 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY E E 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such astivety unless braced throughout their length by rA/ DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such plywood required sheathing(TC)and/or drywali(BC). �A�' Po ty 9 3.2x Impact bridging or lateral bracing where shown++ SEQ. 4.No load should be ed to any component until after all bracing and 4.Installation of truss Is the ote responsibility of the respective contractor. OREGON f S E Q. : 6037161 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, A_ `V TRANS I D: 406556 design loads be applied to any component, and are for"dry condition'of use. �9 1 5.CompuTrus has no control over and assumes no responsibility for the S Design assumes full bearing at all supports shown.Shim or wedge If / -1I 14 ,0� fabrication,handing,shipment and installation of components, necessary. 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage Istruss,provided. +'1 { 111111111100111111111111 TPIANTCA in BCSI,copies of which will be furnished upon request. 8 tinesecolncldshall ewith Jolnt on center both linesg of and placed so their center t. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e In inches. 10.For bas9.Digits ic connectordicate size plf atetdesign values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" ICOhD 2 Design checked for net(-5pbfl nntift at 24 "oc s acn ins TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 KDOTE:Design assumes moisture content does BC: 2x4 BTR; SPACED 24.0" O.C.. , not exceed 19% at time of manufacture. 2x4 DF #i&BTR B2 LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12'0C. VON. L 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 Connector plate prefix designators: (A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(D1r), C M,M2OHS,MIVHS (or no iTek prefix) = riepuTrus, Inc LL =25 PSF Ground Snow (Pg) load duration factor=1.6 M,M20HS,M18HS,M16 = MiTek MT series Truss designed for wind loads RIMIIRD STORAGE DOES NOT APPLY DUE 2 THE BEANIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall VON. BOTTOM CHORD CHECKED FOR DSPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 10-03 10-03 12 14.00� TIM-4aF x4 12 3 \14.00 v up 0 CO M-3x4 Lr) Lo ,'41111111111 ti ,,,,,,,,.,,,,,,,,,,,,,.,,,,,,,,,.,,,i 4 11111111161 M, � O o ,.,,,,,,,,,,,,.,,,.,,,,,,,,,,,,,,,,,,,,,,,,,M-3x5(S).,, o /- M-3x4 1, y ), 6-10-15 13-07-01 ), y .1 ) 1-00 20-06 1-00 �`�4, 0 PROFS JOB NAME: 5-A POLYGON NH - Cl Scale: 0.2158 �`� GiN� /c? WARNINGS: GENERAL NOTES,unless otherwise noted: �! V �� /P 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 T I� Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracingmust be installed where shown+. Incorporation of component is the responsibility of the building designer. rnP 2.Design assumes the top end bottom chords to be laterally braced at yrs 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectivaty unless braced throughout their length by :. " DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)end/or drywall(BC). "' '' ,. DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON A.4.No load should be eppaed to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. "}X b, ^V SEQ. : 6037162 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �t �`t design beds be applied to any component. and are for"dry condition"of use. �'�Q Ah1 4 �� .S' 8.Design assumes full bearing at all supports shown.Shim or wedge if �)` TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. n` � fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. ri rl 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 I will be furnished upon wh IIIIII III VIII VIII VIII 11111 IIII IIIIMI fe SA�InCSICOff puTfUs copies ofISOflWare 7.6 6(1 L)-E request. 10. te in inches. lines FForrDigits baincate size sic connector oplatle 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 20-06-00 GIRDER SUPPORTING 43-09-08 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -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= 102 114 7-13= -474) 2142 WEBS: 2x4 KDDF STAND; LOADING 3- 4=) -8738 2060 10.11=1-1284 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 c= 12"0C. UON. BC UNIF LLI O.OI+DL( 20,0)-c 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7= -8600 2028 13. 8=I-1324 6066 11. 5=)-2388) 9292 BC LATERAL SUPPORT <= 12"0C. 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 SO.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 MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0" -2153/ 9494V 0/ OH 5.50' 15.19 KDDF 625 -" 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONO. 2: Design checked for net(�p )�nlift at 24 "oc s a ino nails staggered at: pc �/�/ 9" oc in 1 rows throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240,Allowed80 �XVX\ 5' oc in 2 row(s� throughout 2x8 bottom chards, MAX LL DEFL = -0.001° @ -1'- 0.0" = 0.100" 9" oc in 1 row(s throughout 2x4 webs, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 2 row(s) throughout 2x6 webs. *** HANGER TO APPLY CONC. MAX LL DEFL = -0.069" @ 14'- 7.7° Allowed = 0.979" LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.175" @ 10'- 3.0" Allowed = 1.306" 10-03 10-03 MAX HORIZ. LL DEFL = -0.016" @ 20'• 0.5" MAX HORIZ. IL DEFL = 0.034" @ 20'- 0.5' 3-02-04 2-11-08 4-01-04 4-01-04 2-09-12 3-04 NOTE:Design assumes moisture content does f f f l' T T I not exceed 19's at time of manufacture. 12 M 5x8 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 5.0" N 14.00 5 Wind:,,,-- (All 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights),n fEnclosed, Cat.2, Exp.B, MWFRS(Dr), `s Truss designed for wind loads in the plane of the truss only. M-3x8 :M-3x6 co 0 M-4x12 M-5x12 file� o M 5x16 I ILA\M-5x16 D,. nB .><, nn o o �imie�mee�i mY�, o 9 AO o M-15x3 M-7x12 1b. 25" M-6 x10 M-3x10 0 *'`* 3751#-M-10�0(s) y y y y y , ,,3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04 y 1-00 20-06 ROF JOB NAME: 5-A POLYGON NH - C3 Scale: 0.1661 Q4,`` „AG,�N �et9,p, WARNINGS: GENERAL NOTES,unless otherwise noted �r`J• F�L+71 /c - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q' T92$ 92/0 17L t"' 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. .r^ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at i^ DES. BY: E E2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall BC. 4,41115". 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 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. OREGON J,. SEQ. : 603 7163 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, ^V design loads be applied to any component. and are for"dry condition"of use. �'" �� � TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if '6Ct, '7 y 14 2� fabrication,handing,shipment and installation of components. necessary. M ';i 7.Design assumes adequate drainage Is provided. ' y y A 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 1- IIIIII VIII VIII I III VIII VIII VIII IIII IIIII/WTCA In BCSI,copies of which will be furnished upon MT7Pe USA,Inc./CorilpuTrus Software 7.6.6(1 L)E request. joint 9.Digits indicate size of plate in inches. 10 For basic connectorplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111 1111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-24) 286 6-3=(0) 307 BC: 2x4 KDOF k1&BTR SPACED 24,0' 0.C. 2-3= -506) 111 6.4=(-24) 286 WEBS: 2x4 KDOF STAND 3-4= -506) 111 LOADING 4-5= 0) 86 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -111/ 604V -210/ 210H 5.50" 0.97 KDDF ( 625) Connector plate prefix designators: 11'- 8.0' -111/ 604V 0/ OH 5.50" 0.97 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series 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 5-10 5-10 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" '( 1' ') MAX TL CREEP DEFL = -0.003' @ -1'- 0,0" Allowed = 0.133" 12 12 MAX LL DEFL = -0.002' @ 12'- 8.0' Allowed = 0.100' M-4x6 MAX TL CREEP DEFL = -0.003" @ 12'- 8.0' Allowed = 0.133' 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' /� MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5' � MAX HORIZ. TL DEFL = 0.004' @ 11'- 2.5' NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCOL=6.0, ASCE 7-10 A -,,n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l6 Truss designed for wind loads in the plane of the truss only. 0 0 co 0 o '7,, L.,-/7 �5 o �� o o -� 6 0 M-3x4 M-1.5x3 M-3x4 y y 3. 5-10 5-10 1, 3' y y 1-00 11-08 1-00 JOB NAME : 5-A POLYGON NH - D2 �`` �RQ� s Scale; 0.3596 {+ �?- ? WARNINGS: GENERAL NOTES,unless otherwise noted: nCI / /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 1 P E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: D2 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 and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction2'o.c,and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE is the respons bitty of the erector.Additional permanent bracing of continuous sheath) such es sheethi C and/or d ll BC. " DATE: 8/22/2014plywood �� s � ) the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � `l� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. f OREGON SEQ. : 6037164 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4. 'If d \ design loads be applied to any component. and are for"dry condition"of use. 7}+' (���'.�+ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 fabrication,handling,shipment and installation of components. Desessary. provided. �y t l 6.This design is furnished subject to the limitations set forthpby 8.Plates hell be locatedn assumes one both faces of truss,and placed so their center n '�`~ IIIIII VIII VIII Nil VIII 11111 111111 TPIMlrCA in BCSI,copies of which will be furnished upon request. gitcoincidewith Joint center hes. 9.Digitsindicate size of tplate in inches. rye MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12131/"'1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" GOND 2 Design .h k d for n t( pcf) uplift at 24 'oc spa ins I TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. esign assumes moisture content does not not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d cladree-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connec 8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF 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=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T T 12 i'M-4x4 12 / 14.00/ 3 N 14.00 IB 0 U, 0 0 0 c. o ern 0 M-3x4 IIIIIhk4 A— ; y ), )- 1-00 11-08 1-00 JOB NAME: 5-A POLYGON NH - D1 Scale: 0.3526 �j� � f/? ���t7r�F6's/�y WARNINGS: GENERAL NOTES,unless otherwise noted: L{r /(r L4/(! -.' 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 '• 79211•PE r 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. DES. BY: E E 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 41 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). ,,r"' .l, DATE: 8/22/2014 Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 60371654.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, 7 tk tri design loads be applied to any component. and are for"dry condition"of use. i�� "i1�. `� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ( F �� t fabrication,handing,shipment and installation of components. necessary. ,r_�r - R.I. 6.This design is famished subject to the imitations set forth 7.Designlatesassumes adequate onne drainagecis provided. 4 I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII by 8 Plates shall be located both faces of truss,and placed so their center R L TPINVTCA 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:12/31/2015 IIIIIIIIIIIIII 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 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=((-5126) 1156 I. 7=(-684) 2978 7- 2=( -566) 2502 BC: 2x6 KDDF #18BTR 2- 3=(-3372) 842 7- 8= -6801 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; LL = 25 PSF Ground Snow (Pg) 4- 5=(-3446) 750 9. 5= -370) 1988 8. 4= -156) 306 2x6 KDDF #2 B TC UNIF LL 50.0)+OL 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 8.0' V 5- 6=( 0) 86 4- 9=( -176) 84 BC UNIF LL 522.4)+OL 375.2)= 897.6 PLF 0'- 0.0' TO 4'- 8.0" V TC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL I 0.0)+DL 20.0)= 20.0 PLF 4'- 8.0' TO 11'- 8.0" V BC LATERAL SUPPORT <= 12'0C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 3551.0 LBS @ 5'- 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -1280/ 5692V -197/ 189H 5.50" 9.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0' -688/ 3059V 0/ OH 5.50' 4.89 KDDF ( 625 Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrua, Inc (GOND 2 Design checked for netjp�f1 uplift at 24 "9c spacinc. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1b0 MAX LL DEFL = 0.021" @ 3'- 1.3" Allowed = 0.537" ( 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 rows 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 1996 at time of manufacture. T T T Design conforms to main windforce-resisting f 3-03 T 2-07 T 2-07 T 3-03 T system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 , \14.00 load Trussddesigneduration fforowind6loads 3 4'0 in the plane of the truss only. M-3x5 M-3x5 •0 rn 0 00 M-5x10 Al o 4 0 L;') VrlESIIII ril NM_ 'EliMillMill.1----117\ I a, 0 M 3x8M 8x10M-1.5x3 M-5x10 • O A- y y ***y�551# y 3-01-04 2-08-12 2-08-12 3-01-04 y ), 11-08 WEDGE REQUIRED AT HEEL(S). 1-00 ,�,} P R O4s,, JOB NAME: 5-A POLYGON NH - D3 Scale: 0.2557 �5 GINaz �� WARNINGS: GENERAL NOTES,unless otherwise noted: 4 4 y l�/"1f p c- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ''�' 9 [-L- r Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 Pty 2'o.c,and at 10'a.c,respectively unless braced throughout their length by .1iw"•"" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)end/or drywall(BC). ` DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I,. SEQ. : 6037166 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -}sem , OREGON C,. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses era to be used In a non-corrosive environment, / 2� . design loads be eppfed to any component. and are for"dry condition"of use. �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 �✓ 14 �� fabrication,handling,shipment and Installation of components. necessary. "'•r'7 R l l.`"' g P Po 7.Design assumes adequate drainage is provided. 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 III VIII VIII VIII 1111 VIII VIII 111111 TPIANTCA in BCSI,copies of which will be famished upon request. indicate with joint center hnes. 9.Digits oincidae joof t ace in inches. MiTek USA,Inc./CompuTru3 Software 7.6.6(1 L)-E lines coincide 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF N18BTAIBC 2012 MAX 1.2.) FORCES 2-4 (0)/0q=1.00 LOAD DURATION I24R0ASE = 1.15 2.3=( 7� 86 2-4=(0) 0 BC: 2x4 KDDF 418BTA SPACED 24.0" O.C. 2.3=(-217 180 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA 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" -32/ 399V -117/ 260H 5.50" 0.64 KDDF ( 625) Connector plate prefix designators: 5'. 9.2" -164/ 198V 0/ OH 1.50' 0.32 KDDF 625) C,CN,C18,CN18 or no prefix) = LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 139V 0/ OH 5.50' 0.22 KDDF 625) ( p CompuTrus, 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. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing d 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" 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, 12 Design conforms to main windforce-resisting 14.00 V 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, n Truss designed for wind loads o in the plane of the truss only. 00 0 U, r 0 co 0 o/- o ►- 4-� M-3x4 ,,-- ,t, ), y 1-00 6-00 (PROVIDE FULL BEARING:Jts:2.4.31 ,i0 PR JOB NAME : 5-A POLYGON NH - J13 Scale: 0.4281 �5, c, �fi6S,o WARNINGS: GENERAL NOTES,unless otherwise noted: 3/zr�/1F� '..� 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$ 92$0 r E 1- 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. ,y 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 41/fi "` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r,�P, 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:. SEQ. : 60371694.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 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 71- v 1k ft, design loads be applied to any component. end 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 et all supports shown.Shim or wedge if *0 ' 14 Q.° �.�- fabrication,handling,shipment and installation of components, necessary. i ` ` ry 6.This design is furnished subject to the limitations set forth7.Design assumes adequate drainage is provided. ry 1. V (IIIA I III IIID I III IIIA VIII VIII III IIIIby 8.Plates shall be located on both faces of truss,and placed so their center r-t TPINVECA In BCSI,copies of which v411 be furnished upon request. lines coincide with Joint center tines. 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-198e(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEM BER FORCES4WR /=Dai/ CCq=1.00 TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 ( 0) 86 2BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3= -581) 500 3-4= -184) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5= -21) 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" 3.0" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -204/ 454H 5.50" 0.60 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -421/ 476V 0/ OH 1.50" 0.61 KDDF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -125/ 122V 0/ OH 1.50" 0.16 KDDF 625 THE BOTTOM CHORD DEAD 1,OAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 osfl uplift at 24 'cc 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" 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 19h at time of manufacture. 12 Design conforms to main windforce-resisting 14.00/ system and components and cladding criteria. Wind: 140 mph h=25.2ft, TCDL=4.2,BCDL=8.0, ASCE 7.10, ;' o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), nt load duration factor=1.6 o Truss designed for wind loads mc4 in the plane of the truss only. o xo o_ u �� 0 6- c)o M-3x4 A- y y y y 1-00 6-00 4-03 (PROVIDE FULL BEARING:Jts:2,6.3,41 ,0 PRQ4 JOB NAME: 5-A POLYGON NH - J12 sale, 0.2960 „icy GINS /Q WARNINGS: GENERAL NOTES,unless otherwise noted: /ZW7 2-� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 . o 921.PE r Truss: J 1 2 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+• Incorporation of component is the responsibility of the building designer. ,.�° 3.Additional temporary bracingto insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at Po ry ty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: E E is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON f, SE /� CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "f7W S E Q. : 6037170 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses aw to be used in a non-corrosive environment, G 71,E �NA. design loads be applied to any component end ere for"dry condition"of use. 3' 1 4 z- b.4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e'necessary.Dsignssumes full bearing at all supports shown.Shim or wedge If Q fabrication,handing,shipment and installation of components. 4R: ( I.�„� 9 P P° 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be locatedppon both faces of truss,and placed so their center Ililll II II VIII VIII VIII VIII VIII IIII IIII M Twill be furnished upon e USA,Inc./CompuTrusTPI/WTCA In SCSI,copies of whIch SO(Were 7.6 6(1 L)E request. 10.linesFojoint 9.Digbasic connector design values see ESR-1311,ESR-1988(MiTek) Digits indicate size of late in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 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 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3.3-4= 500 TC LATERAL SUPPORT <= 12'OC. UON. 3-4= -243 97 BC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5=( -76 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF L ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 10.6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES Connec 8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'• 0.0" 22/ 376V 213/ 495H 5.50" 0.60 KOUF ( 625` 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 nett-5 Pe) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -i'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.002" @ 10'- 10.6' Allowed = 0.088" MAX TL CREEP DEFL = -0.002" @ 10'- 10.6' Allowed = 0.117" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8' Allowed = 0.576° MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864' MAX HORIZ. LL DEFL = -0.014' @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.014° @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14,00 system and components and cladding criteria. / Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 ul r (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(DLr), load duration factor=1.6 o Truss designed for wind loads oc in the plane of the truss only. v 0 Lo0 6 M-3x4 A- ), 1, 1, 1, 1-00 6-00 4-10-09 IPROVID F B ARIN.'Jts'2 6 3 41 JOB NAME : 5-A POLYGON NH - J11 Scale. D.2753 ,�'� NR �,p�ssi WARNINGS: GENERAL NOTES,unless otherwise noted. L4� "�z zI/I 'G1" 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 I PE 1` Truss: J 1 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where show)+- Incorporation of component Is the responsibility of the building designer. �^ 2.Design assumes the top and bottom chords to be laterallybraced at J DES. BY: EE 3.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). !! 9 3.20 Impact bridging or lateral bracing where shown++ twCC C '7 4.No load should be applied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. -j7 OREGON SEQ. : 603/ are corrosive environment, "V . design loads be appied to any component. end are for"dry condition"of use. �t t5 �.. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Nil bearing at all supports shown.Shim or wedge if i6 •'7' 14, y0...}" fabrication,handing,shipment and Installation of components. necessary. 'I'7 ' t 6.This design is furnished subject to the imitations set forth by7.Designlaesassumes adequate onne bothfaces drainage is r truss, a. �y t t" I/IIIA VIII IIIA VIII VIII VIII VIII IIII IIII 8.Plates shell be located of t uss,and placed so their center a 4 TPI/WfCA in SCSI,copies of which will be furnished upon request. Anes coincide with joint center Anes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9. late in inches. 10.For oits basiciconnector plcate size of ate 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 9'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1-2=I 01 86 2-5=(0) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0' O.C. 2-3= -562 97 3-4= -139 488 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -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 psfl uplift at 24 "9c spacing.' s MAXTLLADEFL LF=L -00I0002"LIMITS:-1 -L= 00.0" Allowe180 d = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 0MAX 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), 14.00/ load duration factor=l.6, Truss designed for wind loads o v in the plane of the truss only. o c O 4- C`) O ,. -/ 0 5 o - M-3x4 1, ,i /- ), 1-00 6-00 3-11-09 [PROVIDE FULL BEARING'Jts:2.5.3 41 - ��, 0 PRO/ OS JOB NAME: 5-A POLYGON NH - J10 Scale: 0.2937 �`� )N0 WARNINGS: GENERAL NOTES,unless otherwise noted: (../- oted: '444 �/ 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual 4 ' hh *PE tr and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 10 /OP- incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4„01-^1 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). r' NOW . DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � OREG(7N� 40 � S EQ. : 6037172 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibitty of the respective contractor. G a 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` design loads be appbed to any component. and ere for"dry condWon"of use. �' l 1 -���"' . TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fat bearing at all supports shown.Shim or wedge ifill fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. i'i) 11..�- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located Indicate size of p�on both faces of truss,and placed so their center INVTCA I,copies of 111111 VIII VIII 11011111111 MTiTPe SA,Inc./CompUTrus iSoftware 7.6.6(1 L)E request. late in inches. 1ines coincide with joint center fines. 0.IF crib sic connector plate design values see ESR-1311,ESR-1988(Weir) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2- 0) 86 2-5= BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-483427 0) 0 3.4=(-111 TC LATERAL SUPPORT <= 12"OC. UON. 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 KDDF625 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" -377/ 439V 0/ OH 1.50" 0.56 KDDF625 M,M2OHS,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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" J MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.153" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.156" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 10.8" MAX HORIZ. TL DEFL = -0.009" @ 8'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windfarce-resisting 12 system and components and cladding criteria. 14.00 17 ;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=l.6 w Truss designed for wind loads cp in the plane of the truss only. Tr 0 0 0 cu O 7/- to Eri em c,,,_ 'a -/ 0 5.. M-3x4 A- 1, ), y ,r- 1-00 6-00 2-11-09 (PROVIDE FULL BEARING;Jts•2 5 3 415 3 41 e,0 PROF JOB NAME : 5-A POLYGON NH - J9Scale: 0.3200 ,4451s. /Z �iy N7 es WARNINGS: GENERAL NOTES,unless otherwise noted: f ZZ//a 4=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 Q• '^92.0 PE 1-' Truss: J9 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ,,,v'"'""MINN - 4,4010111.. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** yl (t 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. =7 OREGON �f, SEQ. : 6037173 fastener:are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 53\♦k ^V design loads be applied to any component. and are 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 7f} s' 14 " ,.z fabrication,handing,shipment and Installation of components. necessary. p_j�` !J,F' 7.Design assumes adequate drainage Is provided. 'lf ."ff ry f V 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center +l rt L lines coincide with int center hnes. 1111111111111111111111111111111111111111111 Mire SAINVTCA�iDCJCompuTrus Software 7.6.6(1 L)E I,copies of which will be ftimished upon request. 10.For basic connectoroplate design values see ESR-1311,ESR-1988(MITek) 9.Digits Indicate size of late in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIII 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 k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2.3=(-417) 361 3.4=(-107) 44 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"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/ 34811 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -359/ 432V 0/ OH 1.50" 0.55 KODF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6' -20/ 11V 0/ OH 1.50' 0.02 KDDF ( 625) LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (GOND 2 Design checked for net(-5 psf) uplift at 24 'or. s acp ins l A- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 cr MAX LL DEFL = -0,002" 11 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 11 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0,197" 11 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" 11 2'- 11,6" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008' 11 5'- 11.2' MAX HORIZ. TL DEFL = -0.007" 11 5'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1/±11 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphl h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6oTruss designed for wind loadso, intheplaneofthetrussonly.00ox00f/�of- . -0 A- 1-00 6-00 1-11-09 (PROVIDE FULL BEARING:Jts:2,5.3,4I JOB NAME: 5-A POLYGON NH - J8 ,<(, PROF�ss Scale: 0.3559 ��J /ZZ ��2 WARNINGS: GENERAL NOTES,unless otherwise noted: w �b ��L'` -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 CC '`92*•PE c J8 and Warnings before construction commences. building component.Applicability of design parameters and proper ,/I Truss: J 8 Incorporation of component is the responsibility of the building designer. /! 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'sc.and et 10'sc.respectively unless braced throughout their lenggtthh by 110 DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(1C)and/or drywall(BC). n. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ rt 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. 1715:01421)]:1-T( 1? OREGON 4' SEQ. : 603 7174 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, f ��i �� design bads be appied to any component. and are for"dry condition"of use. .�jS -71r 1 4 20 =3r TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the a•Design assumes hill bearing at all supports shown.Shim or wedge if c/ .C' {ty necessary. 1 �+.� i t y fabrication,handling,shipment and 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 shag be located on both faces of truss,and placed so their center (VIII VIII VIII VIII IIII VIII IIII IIII IIIITPINVTCA In SCSI,copies of which will be furnished upon request. Isngs coincidewith jointcenter Ones. 9.DigitsIndicatesize ofpplatete in inches. c. M(Tek USA,I110./COfnpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/20 1 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 0,1$8TR LOAD DURATION INCREASE = 1.15 1.2= 0 86 2-5=(0) 0 BC: 2x4 KDDF Ni$BTR SPACED 24.0" D.C. 2-3= -334 185 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4= 83 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 11.6" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Ground Snow (Pg) 0'- 0.0' -34/ 393V -133/ 325H 5.50" 0.63 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2° 0/ 146V 0/ OH 5.50' 0.23 KDDF 625` Connector plate prefix designators: LL = 25 PSF M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 6'- 0.0' 288/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, ICOND. 2: Design checked for nett-5 ssfl uplift at 24 "oc spacing.) /- 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 6'- 11.6' Allowed = 0.096" MAX TL CREEP DEFL = -0.003" @ 6'- 11.6' Allowed = 0.128" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed= 0.864" I t( 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 V Design conforms to main windforce-resisting system and components and cladding criteria. w Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=1.6, o Truss designed for wind loads 00 in the plane of the truss only. m 0 Lo 0/- 5�m -V M-3x4 1, ), )- )- 1-00 6-00 0-11-09 (PROVIDE FU BEAAIN 'Jts'2 5 31 PRO JOB NAME : 5-A POLYGON NH - J7 scale: D.3882 <c'" iv>vtl, � '(9 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 f S,�21/ "%' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q' .92®,PE r' Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper i 1 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4* DATE: 8/22/2014 the overall structure is the responsibilityof the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). le^" 9 9 3.2x Impact bridging or lateral bracing where shown++ el �, 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. f,., S E Q. : 6037175 fasteners are complete and at no time should any loads greater 5.Design assumes trusses are to be used in a non-corrosive environment, "lr OREGON ntk A. TRANS ID: 406556 design loads be applied to any component, and are for"dry condition"of use. h�! 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 -T' 14 2,t3 fabrication,handing,shipment and installation of components. necessary. 0. 6.This design is furnished subject to the imitations set forth by7.Design assumes adequate drainage is rovis,a. 4y �y I IIIIII VIII VIII VIII VIII VIII III(IIII IIII 8.Plates shell be located on both faces of truss,and placed so their center r i 4 TPI/WfCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center Ones. 9.Digits indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FOORCES86 42WRIDDFICq=1'00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 2-2=1.220) 184 BC; 2x4 KDDF k1&BTR SPACED 24.0" 0.C. 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 KDOF ( 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,CI8,CN18 (or no prefix) = CompuTrus, 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. ICOND. 2: Design checked for net(-5 psfl uplift at 24 °oc spacing.' 5-11-09 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" --/ MAX IC PANEL LL DEFL = 0.333" @ 3'- 7.0' Allowed = 0.572° MAX TC PANEL TL DEFL = -0.285" @ 3'- 4.9" Allowed = 0.858' ij 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/ Wind: 140 mph h=22.7ft, TCOL=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 w in the plane of the truss only. 0 Lo c 0 t•-•0 0 do 0 C7 M 4_� 0 M-3x4 .1 y y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2.4,3I v5D PR04, JOB NAME : 5-A POLYGON NH - J6 Scale: 0.4179 °N. t_;ty(�(JG(" s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� /21/ 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 CC =92S./P E c and Warnings before construction commences. building component.Appicability of design parameters and proper /' /' Truss: J 6 2.2o4 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 bracingof 2'o.c.and at to o.c.respectively unless braced throughout their length by p ty Pe continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • �. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON , 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 W SEQ. : 6037176 fasteners are complete and at no time should any bads greater than 5.Design assumes busses ere to be used In anon corrosive environment, L� �r �QN A. design loads be eppied to any component. and ere for"dry condition"of use. 4 -7 1 4 ty TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Designa assumes full bearing at all supports shown.Shim or wedge if `1{q_ ry S' fabrication,handing,shipment and installation of components. 7.Design sumes adequate drainage is provided. > R i 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 IIIIII VIII VIII I III VIII VIII VIII(III(III M Te USA,lnC./CompuT us Software 7.6.6(1 L)E request. 9. late in inches. linesg ts indicate size basic connector oplf ate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF ql&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF flt&BTR SPACED 24.0" O.C. 1-2=( 0) 86 2.4=(0) 0 2-3=(-180) 157 TC LATERAL SUPPORT <= 12'OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0' -22/ 375V -100/ 227H 5.50" 0.60 KDDF ( 625` Connector plate prefix designators: LL = 25 PSF Ground Snow P 4'- 10.8' -166/ 179V 0/ OH 1.50" 0.29 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( g) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MY series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND Y Design checke_d for net.(�p�ef��plift at 24 oc cya in0 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" 4-11-09 AND BOTTOM CHORD T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' -/ MAX TLMCREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039° MAX TC PANEL LL DEFL = 0.140" @ 2'- 10.1" Allowed = 0.470' MAX TC PANEL TL DEFL = -0.132' @ 2'- 10.3" Allowed = 0.705" MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" MAX HORIZ. TL DEFL = -0.003" @ 4'- 10.8" 12 NOTE:Design assumes moisture content does 14.00/ not exceed 19% at time of manufacture. Design conforms to main windferce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), No load duration factor=l.6, Truss designed for wind loads r o in the plane of the truss only. .<1- o Co I- 0 pgin o/- o -+ =�4 -/ M-3x4 y y y 1-00 6-00 !PROVIDE FULL BEARING:Jts:2.3,41 JOB NAME: 5-A POLYGON NH - J5 O ° ��° Scale: 0.4549 ��j� � ( � s40 WARNINGS: GENERAL NOTES,unless otherwise noted: '<(,/� 1114 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C "TI/ 71‘1F17 92.0 P E 1•"- Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper C 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY" E E 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ✓� DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required ing(e shown and/or drywall(BC). Ate" p° ty 9 3.2x Impact bridging or lateral bradng where shown++ , 4.No load should be appeed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. f SEQ. : 6037177 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �G OREGC)N�� TRANS I D: 406556 design bads be applied to any component, and are for"dry condition"of use. k. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes hill bearing at all supports shown.Shim or wedge if y 1 4 2 �-. fabrication,handing,shipment and installation of components. Design as. t>_ 6.This design is furnished subject to the Imitations set forth by7.Design assumes adequateppdrainage is provided. C".P I:`f { : ,and heir center TPIANTCA BCSI,copies of which will be furnished IIIIII VIII VIII VIII VIII VIII VIII ILII ILII M TeUSA,lf C/COm1pUTfU3 Software 7.6.6(1 L En request 19.0 nter lines. Digi.For blines Indicatelo nincide sue of plith joint ate In niInches.values8.Plates shall be located on both faces eeesESR-placed ESRt1988(MiTek) C i Y EXPIRES:12/31/2015 II 1111IIIIII This IFdICesiLUgMBER-BCn prepared from computer input by 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' 0.C. 2.3=(-132) 131 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -10/ 346V -81/ 189H 5.50" 0.55 KDDF ( 625) 3'- 10.8" -165/ 160V 0/ OH 1.50" 0.26 ODE ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50' 0.10 KDDF ( 625 C,CN,C1B,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOM1D 2 Deti)gn checked for n@1(�pot) up ift at 24 "tic spacing I REQUIREMENTS Of IBC 2012 AND IAC 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" 3-11-09 'f MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.079" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105' -v MAX TC PANEL LL DEFL = 0.054" @ 2'- 2.1" Allowed = 0.367" MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.002' @ 3'- 10.8" l MAX HORIZ. TL DEFL = -0.002' @ 3'- 10.8" 12 NOTE:Design assumes moisture content does 14.00/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), w O load duration factor=1.6 Truss designed for wind loads T:::; in the plane of the truss only. v u7 N O O O r/- �� O ►' 414 M-3x4 f- y y > 1-00 6-00 IPROVIDE FULL BEARING;Jtts:2.3.41 �0D PROpS- JOB NAME : 5-A POLYGON NH - J4 Scale: 0.5091 r5 GINS�,p �0 WARNINGS: GENERAL NOTES,unless otherwise noted w� /21/! 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual "u` T.92 0 0 I-E Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper ,,/0,40,."r 2.2n4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bract to Insure stabilitydud construction 2.Design assumes the top and bottom chords to be laterally braced at P rY ng n9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �,a 0 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..rr1r DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • OREGON r,� 4.No load should be tippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "7` W SEQ. : 6037178 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.,h it 1.. \ .y.. design bads be appied to any component and are for"dry condition"of use. V --/7" 1 �y-C- 8.Design assumes full bearing at all supports shown.Shim or wedge if ;i !1,` TRANS I D: 406556 5.CompuT us has no control over and assumes no responsibility for the necessary. ER ne CLl„ V fabrication,handling,shipment and installation of components. 7.Design somas adequate drainage Is provided. n 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedf on both faces of truss,and placed so their center I,copies of ch will be furnished upon 11111111111111111 VMlines coincide with joint center lines. TTe I/WTCA SA,InCJCompuT us iSoftware 7.6.6(1 L)E request. 90.For Digitse In inches. basic cot e ectorsize opla etdesign 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/C -1 00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2-4= Q BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=)-81 106 (O 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 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) 2'- 10.8" -160/ 141V 0/ OH 1.50" 0.23 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net( p�f)�olift at 24 "oc s an cin9 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" 'f '( MAX TC PANEL TL DEFL = -0.016" @ 1'- 8.2" Allowed = 0.398" MAX BC PANEL TL DEFL = -0.030" @ 3'- 1.4" Allowed = 0.339' 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" MAX HORIZ. TL DEFL = 0.001" @ 2'- 10.8" 14.00 4 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, cu (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads d in the plane of the truss only. CO 0 0 0 o/ pri0 o� ►� ►14 -v M-3x4 y L. y 1-00 'PROVIDE FULL BEARING:Jts: ,3,4) 6-00 JOB NAME: 5-A POLYGON NH J3 �' 0 PRQxE,s Scale: 0.5712 cJ e, )NJ WARNINGS: GENERAL NOTES,unless otherwise noted: <t,r' of/1 2(+/ -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 CC. T 920 0 PE 1""" 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 designers / 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 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by8,4111 DATE 8/22/2014 responsibilitybuilding designer. continuous sheathing such as plywood sheathing(TC)and/or drywal913C). ,,,. A!. the overall structure is the of the 3.2x Impact bridging or lateral bracing required where shown+. 0 ('cv 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 A OREGONr I �t, SEQ. : 6037179 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -71' ^V design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ' 14 1y fabrication,handling,shipment and installation of components. Decessary. pr t),T' 7.Design assumes adequate drainage is provided. C V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center rl MLA- , lin s coincide with 11111111111111111111 M TeTPIk USA,Inc./CompuTrus CA In BCSI,copies of (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:12/81/2015 1111111111111 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 N1&BTR SPACED 24.0" O.C. 2.3=(-62) 83 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0' 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -34/ 295V -44/ 117H 5.50" 0.47 KDDF ( 625) 1'- 10.8' -139/ 127V 0/ OH 1.50" 0.20 KODF ( 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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2 Design checked for net(3psf1 uplift at 24 'oc �oacinB 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' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-09 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 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 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.8" f- -j NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 4 Design conforms to main windfarce-resisting system and components and cladding criteria. 0,0m, Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, Cs/cm (All Heights), Enclosed, Cat.2, Exp.B, NWFRS(Dir), C3 load duration factor=1.6, cn Truss designed for wind loads o in the plane of the truss only. V O u-)' FAIIIIIIIIIIIIIIIIIIIIMO cV �4 -V M-3x4 ), y J' 1-00 (PROVIDE FULL BEARING:Jts:2.3,41 6-00 E. JOB NAME : 5-A POLYGON NH - J2 Scale: • 0.6380 5•c`� )PNy Yo- � `,s, WARNINGS: GENERAL NOTES,unless otherwise noted: � `2^/T1-,,. .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 »92 s$PE and Warnings before construction commences. building component.Applicability of design parameters and proper40 / Truss: J 2 Incorporation of component Is the responsibility of the building designer. Jf 2.2x4 compression web bracing must be installed where shaven+, 2.Design assumes the top and bottom chords to be laterally braced at ��all�. 3.Additional temporary bracing to Insure stability during construction2 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(1C)and/or drywall(BC). DATE• 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. -37 OREGON �, '(t,� SEQ. : 6037180 fasteners are complete and at no time should any loads greater than 5.Denign assumes trusses are to be used in a non-corrosive environment, G. V A.,. design bads be applied to any component. and ere for"dryfull bearing of use. //y 7 j 1 4 i O -.. 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 V {� necessary. n y% fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. f-5 4 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 IIIIII VIII VIII VIII VIII VIII VIII(III(III TPIANrCA in BCS(,copies of which will be famished upon request. igscoincidewith jointfaIn nche. 9.Digitssindicate size of plateetoinches.tine. 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/ryt01rJ IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF N1$BTA LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF g1$BTR SPACED 24.0" O.C. 1.2=( 0) 86 2.4=(0) 0 2-3=(-99) 174 TC LATERAL SUPPORT <= 12"OC, UON, LOADING BC LATERAL SUPPORT <= 12"OC. UON, LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) 0'- 0.0" -170/ 327V -26/ 82H 5.50" 0.52 KDDF ( 825` OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 10.8" -74/ 166V 0/ OH 1.50" 0,27 KDDF ( 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc6'- 0,0" 0/ 48V 0/ OH 5,50" 0.08 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. ICOND 2 Design h k d for n t(�pcf)sptift t 4 9 p ,nn BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 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" 0-11-09 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" MAX HORIZ, TL DEFL = 0.001" @ 0'- 10.8" 12 NOTE:Design assumes moisture content does 14.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting ANCHOR TO RESIST UPLIFT system and components and cladding criteria. Wind: 140 mphh=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dxr), load duration factor=1.6, Truss designed for wind loads 0in the plane of the truss only. 0 I` V' o/_ 0 IS CO us 0 0 N o,- �' X14 -/ -3x4 A y y 1-00 (PROVIDE FULL BEAAING;Jts:2,3,4I 6-00 JOB NAME: 5-A POLYGON NH - J1 scala. 0.6505 co WARNINGS: NRO�p,pk-ski WARNINGS: GENERAL NOTES,unless otherwise noted: ( \ 1Zi fi/ °-pr 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. C'Jy a 92$ t-,E ii c'" T r u s S: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper f G 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at ✓ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fir. DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required ing(TC)and/or drywall(BC). �,/'rrr v Aires^"" t�.. 9 3.in Impact bridging or lateral bracing where shown++ `a. 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. : 6037181 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment }, bS fit/ TRANS I D: 406556 design loads be appled to any component end are for"dry condition"of use. L�/��!� h A. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppods shown.Shim or wedge if V ?" 1 4 '22o �},4 fabrication,handling,shipment and installation of components. necessary. 6.This design is famished subject to the GrNtations set forth by 7.Design assumes adequate drainage is provided.un,and r"i '�` II IIII VIII VIII VIII VIII VIII VIII IIII IIII TPWVTCA In BCSI,copies of which will be furnished upon request. 8.Iles coincide with Joates shall be int center on lines. of truss, placed so their center 1. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basicic Indicate rf plate in inches. plate design values see ESR-1311,ESR-1988 (MiTeIQ EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 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 3- 4=(-411) 287 3- 9=(-77) 73 WEBS: 2x4 KDOF STAND LOADING 4- 5=(-237) 93 TC LATERAL SUPPORT <= 12'OC. 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 4 TDTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6° 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. ICOND. 2: Design checked for net(-5 dsf) uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.003° @ 6'- 11.6" Allowed = 0.096" 6-11-09 MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128° T MAX TC PANEL LL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.196" /' -/ MAX TC PANEL TL DEFL = 0.007° @ 1'- 2.4" Allowed = 0.295' MAX TC PANEL LL DEFL = 0.011" @ 4'- 8.8" Allowed = 0.290" MAX TC PANEL TL DEFL = -0.012" @ 4'- 7.5" Allowed = 0.434" MAX HORIZ. LL DEFL = -0.006" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.006' @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 14.00/ 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), v o load duration factor=1.6, m Truss designed for wind loads w M-4X6 in the plane of the truss only. a c'-- I(3 c' y�=. -/ M-1.5x3x4 M 3x4 > ), ,1 2-03-12 3-08-04 J, > i, ) 1-00, 2-05-08 4-06-01 y y 6-00 0-11-09 1PROVIDE FULL BEARING;Jts:2,4,9,5I �. ` 0 PROF- GINE NAME: 5-A POLYGON NH - J7C Scale: 0.2881 ,�5 GINS -0 w� '` /Zz/ ' WARNINGS: GENERAL NOTES,unless otherwise noted: t,� .9/ p E { J7C 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: J 7C 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 temporarybracingto insure stabiG duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at erYrrl. tY 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fir'° , s,- DES. BY: E E is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braang required where shown++ II OREGON /, 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiily of the respective contractor. O W SEQ. : 6037182 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, j./� ZQ,u design bads be applied to any component. end ere for"dry condition"of use. C,,,t 1 4., 561+ A. 6.Design assumes frill bearing at all supports shown.Shim or wedge ifA. TRANS I D: 406556 5.CompuTrus has no cont of over and assumes no responsibility for the necessary. �y ry iy ` fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. ri Ii`4y 6.This design is furnished subject to the nrdtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch will be rnished coincide with joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII(III(IIITPI/VVTCA in BCSI,copies of M Te USA,Inc./CompuT S ISoftware 5+7 6 6( 1 L)-Eequest 10.DigIForrilate In Inches. basicit connector indicate 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 4WA/DDF/Cq=1.00 IC: 2x4 KDDF H16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 1-2=( 0) 86 2-7=(-32) 52 7.6=( 0) 18 WEBS: 2x4 KDDF STAND 2-3=(-372) 267 6-8=(-39 62 6.3=( 0) 52 LOADING 3.4=(-338) 286 3.8=(-76) 48 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=(-112) 82 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' 0/ 268V -119/ 265H 5.50' 0.43 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8" -205/ 274V 0/ OH 1.50' 0.35 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5 8.8" 0/ V 0/ OH 5.50" 0.10 KDDF ( 625) 11.8" -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. 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.6" Allowed = 0.196' MAX IC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" 5-11-09 MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5" Allowed = 0.290" T T MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. /M-4X6 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 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. coco 8 444N4 % 0 o y ), y 2-03-12 3-08-04 > ), y y 1-00) 2-05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING:Jts:2.4.8.5' JOB NAME: 5-A POLYGON NH - J6C ,� e� O PROF9s, Scale: 0.3244 wisc- ..AGINIP, /� WARNINGS: GENERAL NOTES,unless othere noted: L�� /2Z/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Q' 2 92®0P E rlir Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper fG 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,r^ ✓ DES. BY E E Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3. is the responsibility of the erector.Additional permanent bracing of 2 o.c,and at 10'o.c,respectively unless braced throughout their length by 1 DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "fir . . p° ty 9 3.2x Impact bridging or lateral bracing required where shown++ T IA 4.No bad should be eppped to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor 40 SEQ. : 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, 74+ A_OREGON N� Au, TRANS I D: 406556 design bads be applied to any component end are for"dry condition"of use. h�7 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If /h }' 1 4 �,� ^‘+ fabrication,handing,shipment and installation of components. ecessary. V �P, 6.This design Is Nmished subject to the Imitations set forth7.Designlatesassumes adequateodrainage is pra. f!`�yy y i 111111111111111111111 by 8.Plates shall be located on both faces of truss,and placed so their center C r i L TPI/VVTCA in BCS',copies of which will be furnished upon request. lines coincide with jointppcenter Ines. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.FForr9. lts basicicate size connectorplatete in inches. design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.7=(-32) 52 7.6=( 0) 18 SPACED 24.0" O.C. 2.3=(-372) 267 6-8=(-39) 62 6-3=( 0) 52 BC: 2x4 KDDF S1ANDR 3-4=(-338) 286 3-8=(-76) 48 WEBS: 2x4 KDDF STAND 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 BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 10.8" -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) Connector plate prefix designators:= Com5'- 8.8" 0/ 61V 0/ OH 5.50' 0.10 KDDF ( 625) M,M2OHS,MI8HS (or no prefix) = riesuTrus, Inc LIMITEDISTORAGE DOES NOT APPLY DUE TO NOT SPATIALI5'- 11.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) M,M20HS,M18HS,M16 MiTek= MT series REQUIREMENTS OF I8C 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP )GOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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 TO PANEL LL DEFL = 0.016" @ 4'- 7.5" Allowed = 0.290' 5-11-09 ' MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" MAX HORIZ. 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 system and components and cladding criteria. 12 14.00/ Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. v M-4x6 SD o eD C, 4ehhhh. Ep Millili. Q :� 'I o� __ ' M-1.5x3 M-3x4 M-3x4 M-3x4 y y y 2-03-12 3-08-04 ; )' ), l 1-00; 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING:Jts:2,4,8,5I ,c0 PR 04 JOB NAME: 5-A POLYGON NH - J5C Scale: 0,3224 .11 iizl �d WARNINGS: GENERAL NOTES,unless otherwise noted: c- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual '- .920•P E c' Truss: J 5Cand Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporetlon of component is the responsibility of the building designer. •,.� 3.Additional tempore bract to insure stability during construction 2 Design assumes the top and bottom chords to a laterally braced et .�.. temporary n9 ty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +Aa"" DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pywood sheathing(TC)and/or drywall(BC). `*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++ OREGON �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 SEQ. : 60371 S4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, . 'if "s„ t design bads be appied to any component and are for"dry condition"of use. ,� j 4 6.Design assumes full bearing at all supports shown.Shim or wedge if AI (x So -. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. b ti ` SV+ fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. r"1 t-1 1. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center (VIII VIII VIII VIII VIII VIII VIII IIII IIII TPA in BCSI,copies of which will be furnished upon request. y lines cofind cide ae size ttlate incenter Ines. 10. M iTek ek USA,Inc./CompuTrus Software+7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.7=(-58) 82 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. ( ( ) WEBS: 2x4 KDDF STAND 2-3= -150) 0 6.8= -70 98 6-3= 0) 52 3-4=( -14) 44 3.8=(•119) 86 LOADING 4.5=( 0) 0 IC LATERAL SUPPORT <= 12"OC. UON, LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C, UON, DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 317V -63/ 154H 5.50" 0.51 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8" -101/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 pall 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 IC 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. 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 0 Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 11 Truss designed for wind loads in the plane of the truss only. N O <O O 111 ' *! `--,1-- thimmimmanii i3 .< _� N M 1.5x3 o M-3x4 M23x4 c' M-3x4 7- ,1, ), ,1, 2-03-12 3-08-04 y ) ), ), 1-00 , 2-05-08 3-06-08 y 6-00 PROVIDE FULL BEARING;Jts:2,4.81 JOB NAME: 5-A POLYGON NH - J4C Scale: 0.4172 5� � G Np,� �/ WARNINGS: GENERAL NOTES,unless otherwise noted: kr /2 Z?/ ` 1,Sy 1.Bulkier 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' 792111/PE 92 t$P E r Truss: J4C 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 es plywood sheathing(TC)and/or drywat(BC). ,„,0 r�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++ CC 4.No load should be rippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON �,•c�. 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, d- -if N. .. TRANS I D: 406556 design bads be applied to any component. 8.Dand esign essumfor ascfulldition"beedn of all supports4Q� ^� 5,CompuTrus has no control over and assumes no responsibility for the g 9 shown.Shim or wedge if 4 i 4 E'' fabrication,handling,shipment and Installation of components. necessary. . 6.This design is furnished subject to the limitations set forth by7.Designlatesassumes adequateatedon odthi facesage isprovided.truss,and n y i i I IIIIII VIII VIII I III VIII VIII VIII IIII IIII 8 Plates shall be located both of truss, placed so their center rl 4L TPINVTCA In BCSI,copies of which will be furnished upon request. Tines coincide with Joint center roes. MiTek USA,Inc./CompuTrus Software+7.8.6(1 L)-E 10.Digits rrbasicicate size onnectorof plalate in inches. te design values see ESR-1311,ESR-1988(MiTek) EXPIRES,12/31/2015 IIIIIII IIIIII 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 2-6=(-58) 82 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=I-150) 0 5.7=(-70) 98 5.3=( OI 52 WEBS: 2x4 KDDF STAND 3.4=( 14) 44 3-7=(-119) 86 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0' -33/ 317V -62/ 153H 5.50' 0.51 KDDF 625) LL = 25 PSF Ground Snow (Pg) 2'- 10.8' -108/ 72V 0/ OH 1.50" 0.11 KDDF ( 625 Connector plate prefix designators: 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,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 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" MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" s MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed = 0.196" 12 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4" Allowed = 0.201" M 4X6 MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8" 14.00/ j� MAX HORIZ. TL DEFL = 0.006' @ 5'- 8.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. o Design conforms to main windforce-resisting al system and components and cladding criteria. CD Wind: 140 m ht h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v Load duration factor=l.6, Truss designed for wind loads oin the plane of the truss only. 0 ui is f m 41) CD �� o M-1.5x3 c, M-3x4 M-3x4 A- ,1, y > 2-03-12 3-08-04 y y ), y 1-00 j, 2-05-08 3-06-08 j 6-00 (PROVIDE FULL BEARING:Jts:2,4,71 E,0 PRO4 JOB NAME: 5-A POLYGON NH - J3C Scale: 0.5570 17 `5 ! G(N WARNINGS: GENERAL NOTES,unless otherwise noted: p�/^^^fffz iI 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an Individual '' :J S P E r- and Warnings before construction commences. building component.Applicability of design parameters and proper / Truss: J3C Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by NrAma"I DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r �,' CC DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� ,}_O�EION�b � SEQ. : 6037186 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. �7 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, d 1.. t� design bads be applied to any component and are for"dry condition"of use. /h 'T F 1 4 -,- �''�" TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6'Decease assumes full bearing at all supports shown.Shim or wedge if V fabrication,handing,shipment and installation of components. ry. .4/ /4F11.1..\- 6. C R R)t.- g p Po 7.Design assumes adequate drainage Is provided. 6.This design is fumished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I III VIII VIII(III VIII VIII(III(III TPINVTCA in BC51,copies of which will be famished upon request. Ings coincidenictwith joint acenter lines. 9.Digits ndsize of plate in inches. .:1 JJOO MiTekUSA,ImC./COmpuTruaSoftware7.6.6)1L)-Z 10.For basic connector plate design values see ESR-1311,E5R-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF NI&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2.6=(-30) 39 6.5=( 0) 8 BC: 2x4 KDDF#I&BTR SPACED 24.0" O.C. 2-3=(-96)00 5.7=(-43) 53 S-3=( 0) 49 EBS: 2x4 KDDF STAND 3-4=(-33 35 3-7. -56) 45 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 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 50.IN. (SPECIES 0'- 0.0' -33/ 281V -44/ 117H 5.50" 0.45 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) I'- 10.8" -144/ 97V 0/ OH 1.50' 0.16 KDDF 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' 0/ 62V 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. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc soacing.I BOTTOM CHORD CHECKED FOR IOPSF 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.001" @ I'- 4.2" Allowed = 0.069" 12 MAX TC PANEL TL DEFL = 0.004" @ 0'- 10.4" Allowed = 0.140" 14.00 7 MAX BC PANEL TL DEFL = -0.013" @ 3'- 4.2' Allowed = 0.222" MAX HORIZ. LL DEFL = -0.002" @ 5'- 4.7" M-4x6 MAX HORIZ. TL DEFL = 0.002" @ 5'- 4.7" 4 NOTE:Design assumes moisture content does II not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. � Wind: 140 mph h=20,4ft, TCDL=4.2,BCDL=6,0, ASCE 7.10 N (All Heights), Enclosed, Cat,2, Exp,B, 7.1Dir), load duration factor=l.6 Truss designed for wind loads o in the plane of the truss only. M o� piii...__ e _ , 7 ►a in 210 M-3x4 o M-1.5x3 o� ,►� 6 0 M-3x4 M-3x4 A- y 1, ), ), 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:2,4,71 6-00 JOB NAME : 5-A POLYGON NH - J2C �, .� PROF Scale: 0.6194 <° 0.4�� � s/0,q� WARNINGS: GENERAL NOTES,unless otherwise noted: <4,1 7'5y 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' 7-920 (92•®P E r Truss: J 2C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �,r� �+ DATE: 8/22/2014 the overall structure is the responsibilityof the buildingdesigner. continuous sheathing such as plywood shoed TC)and/or drywaltiBC). / "AMP,. 9 3.2x Impact bridging or lateral bracing required where shown++ w - 4.No bad should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 4 SEQ. : 6037187 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "9 A_ D" W design bads be app5ed to any component. and are for"dry condition"of use. L//y'7,� r �, TRANS I D: 406556 5.Compu'r us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q -7 1 4 G,*o 1�`,k- febncatlon,handing,shipment and Installation of components. necessary. 0. 6.This design is furnished subject to the imitations set forth by7.Design assumes anted onne botdrah face iso truss,sed. `" ry' I VIII'I III VIII I III VIII VIII VIII'III'III 8.Plates shall be located both faces of and placed so their center C rl TPINVrCA In SCSI,copies of which will be famished upon request. lines coincide with joint center tines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z late in inches. 10.FForr9. its indicate size b sic connectorof ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 1111111111101 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0 114 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-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 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' -82/ 513V -57/ 192H 5.50" 0.82 KDXF ( 625 1'- 9.2' -113/ 294V 0/ OH 5.50' 0.47 KDDF 825 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 7'- 11.8' -101/ 192V 0/ OH 1.50" 0.31 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 Deign checked for net( 5�o3f1 uplift at 24 "oc soacinc 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 = -0.036' @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1' Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008' @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.1' MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.1" NOTE:Design assumes moisture content does not exceed 19h at time of manufacture. ;� Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.00 Wind: 140 mph) h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co 0 0 rn u) 0 co 0 to IOJIIMIIMIII 0 2►� 4► M-3x4 1 2-00 2-00 5-11-13 'PROVIDE FULL BEARING:Jts:2,4,3' JOB NAME: 5-A POLYGON NH - SJ2 Scale: 0.4859 � GINati �0 WARNINGS: GENERAL NOTES,unless otherwise noted. �fff z z/T *9 c� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4' =9 $.P E r' Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ",/" .00911( 3.Additional temporary bracin to Insure stabil) during construction 2.Design assumes the top and bottom chords to be laterally braced at 9 stability 2'o.c.and at 10'o.c.respectively unless braced throughout their length by iiim�"""' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ,. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �REG�N l�. 4.No bad should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ")9 ^V SEQ. : 6037188 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, �+ "�{ \� �X design bads be applied to any component and are for"dry condition"of use. �4 -n i� 1 4 T TRANS I D: 406556 5.CompuTrus loads has no control over and assumes no responsibility for the 6.oecesae assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. 7.Design suns adequate drainage is provided. �r7 ;•.y.�"` 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 I,copies of joint center hnes. 11111111111111111111 MiTTPI/WTCA In e USA,Inc./CompuTrus o(Software 7.6 6(1 L)E request. 09..lines FForr basic connector connincide ector plplate te 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 3'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF tf1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 114 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2-3.(-90) 48 IC 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 BAG REQUIRED BAG AREA OVERHANGS: 24.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0" -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) = ormpuTrusLL =25 PSF Ground Snow (Pg) 3'- 11.8' 44/ 94V 0/ OH 1.50' 0.15 KDDF 625` ( p , Inc M,M2OHS,MIBHS,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( pcf)�p11ft at 24 "oc = a ing 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 = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1° Allowed = 0.054" 12 MAX TO PANEL TL DEFL = 0.007" @ 1'- 5.1" Allowed = 0.407" 7.00 / --/ 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. 411 Wind: 140 mph, h=20.4ft, TCOL=4.2,BCDL=6.0, ASCE 7-10 co (A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads coU) o in the plane of the truss only. N co O co O� FMIIIIIIIIMIIIIIIA O c,./- � 2 4� -V M-3x4 1 s- )•• y y y 2-00 2-00 1-11-13 'PROVIDE FULL BEARING:Jts:2,4.3) JOB NAME: 5-A POLYGON NH - SJ1 Scale: 0.6869 ..0 GINE:-!sip�. WARNINGS: GENERAL NOTES,unless otherwise noted: C(''' /2 lI l' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 . .924e0 e0*PE i^' 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. DES. BY' E E 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required ing(TCs and/or drywall(BC). %err 9 3.2x Impact bridging or lateral bracing where shown++ CC" �1 4.No load should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .OREGON `c�. SEW. : 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, I- -J b' W TRANS I D: 406556 design loads be appled to any component. 6.and Design assumesor"drycondition"fullof all supports �i 1. A 5.CompuTrus has no control over and assumes no responsibility for the gbearingpports shown.Shim or wedge if �6 -T'i" 14 e- #ixcl- fabrication,handIng,shipment and installation of components. necessary. �` 6.This design is fumished subject to the Imitations set forth by7.Designlaesassumes adequateatedon bothdtfacesae is ftruss, provided. 'tf IIIIII I III VIII VIII 01111011101 III 8.Plates shall be located of truss,and placed so their center L.4 TPIMlrCA In BCSI,copies of which will be famished upon request. lines coincide with joint pt late center Ines. 9.Digits indicate size MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E In inches. 10.For basic connector plate design values see ESR-1311,ESR-1989(MiTek) EXPIRES:12/31/2015 1 1111141 This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 5'- 9.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 72 2-5=(-37) 50 3-5=(-178) 140 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2-3= -82) 64 WEBS: 2x4 KDDF STAND 3-4= 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -128/ 546V -22/ 80H 5.50' 0.87 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.5' -27/ 235V 0/ OH 5.50" 0.38 KDDF 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for nett-5 psf) 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 0-3.12 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 4 system and components and cladding criteria. 3 Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6,0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), V load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. N O co-.111111111111 O N O N IIII af 2 ►15 - 0 1 M-3x4 M-1.5x3 y ), )' 5-05-12 0-03-12 y y y 2-00 5-09-08 �0 PR Ore,,, JOB NAME: POLYGON PLAN 5A NH - H2 Scale: 0.6156 ,�� `css ' .7/1//r[7(N os WARNINGS: GENERAL NOTES,unless otherwise noted: � �(n] p l u 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 1' =�,r .I:-E r Truss: r r 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stabil' during construction 2.Design assumes the top and bottom chords to be laterally braced at �, P ry l p 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Iiw�^"" DES. BY: E E is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). tY. DATE: 9/3/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ � OREGON� fC 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. t,, ^V SEQ. : 604 8198 fasteners are complete and at no time should any loads greater than 5.Design assumes misses ere to be used in a non-corrosive environment, �t ,13 design loads be applied to any component, and are for"dry condition"of use. �, T 1 4 '2, t" TRANS I D: 407311 5.CompuTrus has no control over and assumes no responsibility for the 8.Designne assumes full bearing at all supports shown.Shim or wedge if �y fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided.. 4eR R V L�- J 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 III`(VIII VIII VIII(III(III TPI/WTCA In BCS(,copies of which will be furnished upon request 9.(ines coincide Digits indicate size oint f plate in center Ines.. 10. 12/31/2015 I MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: . 111111IIIIIIII 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 N1&BTR LOADDURATION INCREASE = 1,15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-57) 13 TC LATERAL SUPPORT <= 12"OC, UON, LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 0.0" DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0" -144/ 476V 0/ 48H 31.00" 0.76 KDDF ( 625` Connector plate prefix designators: LL = 25 PSF Ground Snow P 2'- 6.2" -29/ 61V 0/ OH 1.50° 0.10 KDDF 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ( g) 2'- 7.0" -70/ 22V 0/ OH 0.00" 0.00 KDDF ( 625) 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. IDDND. 2: Design .h k d for n t(-F p�f)yplift at 24 "oc apac�nn 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 = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'• 0.0" Allowed = 0.267" 12 4.00 D MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 3 load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. O N O to /- O T f") O 1 M-3x4 4 2-00 2-07 JOB NAME : POLYGON PLAN 5A NH - H1 'c0 PRQ,r' Scale: 0.7786j� ��} //�y_ 'S/0 WARNINGS: GENERAL NOTES,unless otherwise noted: `t/]IJ �/y �' H1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Q' .92®®Gf r- r Truss: I I 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7G I G 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0000 i. DATE: 9/3/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such l adng required wirersown-,d ywell(BC). +K"err //a�� P° ty 9 3.to Impact bridging or lateral bradng required where shown++ SEQC't1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibisty of the respective contractor. 4, Q" : 6048199 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, A_OREGONNS Ar TRANS I D: 407311 design loads be applied to any component. and are for"dry condition"of use. 1�f 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 'l�' '7 Y 4 Z,Q .. fabrication,handling,shipment and installation of components. 7.Desessary. �tti B.This design is famished subject to the limitations set forth 0.Design assumes adequate drainage is provided. lit/ R ,1..V S' 1111111 111131111111111 III Bill VIII VIII VIII VIII IIII IIII by 8 Plates shall be located on both faces of truss,and placed so their center C V. TPIMffCA in BCSI,copies of which will be famished upon request, lines coincide with jointf ppcenter lines. M,Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E hes. 1o.Digits asicicate onneco rplatete desi n values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015