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Plans (93) N\c,--T75c)1 - CO\--. k lsLtsF)0 -C.W. !0 CONFORMS TO DESIGN CONCEPT ' IP' CONFORMS TO DESIGN CONCEPT 1 0==Si,TO DESIGN CONCEPT WITH i .•• .••' WITH El NON-CONFORMING-REVISE&RESUBMIT fl CONFORMS TO DESIGN CONCEPT 1 i T`t.i.0,'.5.0.,143 REEN REAM.E,CF GE,M.C.t.,ii,liCf:i 401 ° • REVISIONS AS SHOWN -0 NON-CONFOP.,ING—REVISE AND RESUBMIT Alexia Fukui Date 9/22/14 ! THIS SHOP DRAWING HAS. EN REVIVED FOR GENERAL CONFORMANCE MILBRANDT ARCHITECTS ! WITH THE DESIGN CONCEP ONLY AND EMES NOT RELIEvl THE ' •t— Csl FABRICATORNENDOP OF R:.'''IBILFT'istpR CONFORMANCE WITH THE C) DESIGF, :' ,...1 SPECIFI T'ONC An OF RICH.HAVE PRIORITY SH. WIN', , ACTOR SHALL VERIFY ALL DIMENSIONS. 0 dd' aton Dote:September 19.2014 1, ------t '11T : [ EER ' G INC , ,-- 1, A I r Ka CJ1 1114. • A CJ1' , V, 1..,-. CJ2 1 I " MA ilriPM CJ2C . , I jogrAll CJ3 111M. . N iciii 17.1 Cjw3C W4 . . . . 0. - • , : 1 : 9 0 ' !!WW.11 eigc , CJ5 ... . CJ6 . Allk I AOM CJ6C ir III ‘- i Cil.7 CJ8 A I Am. 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GARAGE LEFT - co 2 2 — -- I 1 V-7 112" I 1 '-: 40'-O - RENEWAL'. ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROV1DE4IR TRUSS POLYGON NW 03/31/14 PLACEMENT ON .REFER TO TRUSS CALCU TIONS AND 1 ENGINEERE TRUCTURAL PROJECT TITLE: REVISION-1: DESIDRAWINGS R ALL FURTHER $ PLAN 5-D COFFER INFORMA N.BUILDING GNEWE INIOEER OF RECORD p IIIifi 1..„ RESPONSIBLE OR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CO NECTIONS.BUILDING 5 / D-D CHECKED BY: DESIGNER/ENG EER OF RECORD TO REVIEW AND PROVE OF ALL V t TRUSS .- COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR __fi ONSTRUCTION. 'A 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. EC CONFORMS TO DESIGN CONCEPT •' . IV CONFORMS TO DESIGN CONCEPT • 0=vissNTc?TZSIGN CONCEPT WITH .: .• 410 El 0 NON-CONFORMING-REVISE&RESUBMIT I CONFORMS TO DESIGN CONCEPT WITH 40'-0" REVISIONS AS SHOWN =.,.ATOR..H.,R C.RES.....Y FOR..poRuor,VVFH DE..i 0 NON-CONFORM5 3-REVISE AND RESUBMIT DR.,,C,SPECIHCA.CAS..5 A.P.M.L.C00.1 kL,V.I.H...i %MK,0,H.I..SHi.DRAWN. i 5, Alexia Fukui DaV, 9/22/14 1 THIS SHOP DRAWING HAS RED REVIEWED FOR GENERAL CONFORMANCE MILBRANDT ARCHITECTS I WITH THE DESIGN CONCEPT OLY A.- ' ,':,i NOT RELIEVE THE FABRICATOR/VENDOR OF RESPDVSIBLMILR CONFORMANCE WITH THE DESIGN D NOS.u. SPECIFICATIONS ALL OF WHICH HAVE PRIORITY CRI OVER THI -.OP ,ING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. i i By: TX%. 4 Date:September 19.2014 0 1G INC. -1-,- Cvi NEM ill lir CJ' e..W. ... EV Ca K'•M Pr CA N h 2...9 ;,§Milk € 8:12 CI e 11•• CM IMIlla Cr - CA ...... WI CJI Millik Z110 CJ 7- 111111 ... ..., 11)14 F. t? CJ 1 11111=r CM r... .... t; 1 an Ilieriarr_ o 81 \ O:12 ...... CJIB ,...... Cir im 12 III M 12 6 f) '7 CJ5 - C.I5 CAI : / Hautel II\ I 10\ MK 15 CJ (3) CJ II, 3 76 NM - .:: ' . ''' CJ16'. _•11=1111111=1 r M 1 WI riliN017 2"• --- ii"--"---MMINIL io -.. ..,...., . 4 , , . • ........ PP2 1 - r... ... ... rig -1,' • , •- v ,>., -1 ir.• IPA 117-' ,_1,•:-..-- •- 5 1 5 1 5 [ 2 6 6 idla 11 I GARAGE RIGHT ii'-r I- 11'-7 112' 40'-0' 1 0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLYREFER TO TRUSS CALCULATIONS AND „.. ENGINEERED STRUCTURAL Ink MB PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-D COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD .„ PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING ra 5 / D-D CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS \‘' COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. •,,:i, 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 MiTek USA, Inc. 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly 2, avid Baxter, P.E., S.E. Sr. Structural Engineer �ti,ED NEPROA? MiTek USA NGIc9 9 � DB :9200PE r' • yL ,�OREGON\� At"io M k 14, 20 12/06/2017 ERRIO- EXPIRES: 12-31-2019 MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-344 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45642861 thru R45642876 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��\�D P R Opt. 87022P E 9r N c<'oj, OREGON ct`=' Eti 0 cM&ER \' \- A. HO; E ' • ./ I t October 13,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45642861 PL15-344_UPPER F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:20 2015 Page 1 ID:j7axn40sHnThlyaUAczw0szX1 UY-VbZG601tVC67G?b_Xr4Lfg_LdNR3a1 EPOTHI6tyTrl9 I 250 I I 2-2-9 1 1 1-2-0 1 1 2-4-11 I Scale=1:28.6 1.5x3 II 3x5 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 o 'i' �- / � C � \ e e N e a 13 12 11 10 i 3x4= 3x8= 3x4= 3x4= 3x4= 1051 11-4-9 I 9-11-9 101161 x1-3-1 11 16-4-12 9-11-9 0.-$ 0.7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) l/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 Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=715/Mechanical,9=715/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=-316/0,2-13=1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4Z 870 2 P E 71` N N 7 SAT OREG N `tib OWN 9O �M8ER �1 �`S A. HEo EXPIRES:06/30/2017 October 13,2015 1 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MN. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T8I1 Quality Criteria,DSB-89 and BCSI Building Component Safely Infomon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 rali Citrus.Heights,CA 95610 .Job Truss Truss Type Qty Ply POLYGON R45642862 PL15-344_UPPER F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:21 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszXlUY-zo7eKMJVGVE_u9AA5ZbaCtXVwmmxJTBZF71seJyTd8 I 2-6-0 1 1 2-5-1 ii 1-2-0 1 1 2-d-11 1 Scale=1:28.9 1.5x3 11 3x5 = 1.5x3 11 3x4 = 1.5x3 II 1.5x3 11 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 0 0 N A \ e e e 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 1 10-2-1 101t319 011-5-911 16-7-4 1 10-2-1 0-Y-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft 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 IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=725/0-4-8,9=725/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=2587/0,5-6=-2587/0,6-7=2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 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 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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. <�Q,03 PR oFer, �� •q., G I NEF'Y /o2 87022PE mac' -y N }N fiAj, OREG•N (y° Q.// -A AMBER \\ 4O OSA. HEC\\4P EXPIRES:06/30/2017 October 13,2015 a r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �^ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MFrek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Intormalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642863 PL15-344_UPPER F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:22 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-R_h1XiJ71 pMrWJINfG6pk54g9A632wUiUnmPBlyTrl7 1-0-0 I 11-1-11 I I 1-2-0 11 1-0-9 1 2-6-0 I ' Scale=1:32.5 4x4= 3x4- 3x4- 3x4= 3x4= 3x4= 4x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 • ., a o a . d11:116 - /op, . :_- • o.,/ NI.- 4," Ni- lif \. i f W \. / 2 0 0 e o e I26 25 24 23 22 21 20 19 18 3x4= 4x5= 3x5 = 3x5= 3x5= 3x5= 4x6= 4x4= 3x4= 15-3-11 I 14-1-11 111-8_111 1 131-4 14-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y)- [14:0-1-8,Edge],[19:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.30 22 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.46 22-23 >493 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 27=835/0-4-4,18=835/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1513/0,3-4=1513/0,4-5=-2638/0,5-6=-2638/0,6-7=-3383/0,7-8=-3383/0, 8-9=-3752/0,9-10=3752/0,10-11=3733/0,11-12=3733/0,12-13=3416/0, 13-14=3416/0,14-15=2622/0,15-16=2622/0 BOT CHORD 26-27=0/806,25-26=0/2121,24-25=0/3056,23-24=0/3613,22-23=0/3786,21-22=0/3584, 20-21=0/2622,19-20=0/2622,18-19=0/1831 WEBS 14-20=-328/0,15-19=-541/0,2-27=-1129/0,2-26=0/990,4-26=-851/0,4-25=0/724, 6-25=-585/0,6-24=0/459,16-18=-1977/0,16-19=0/1135,8-24=-321/0,12-21=-264/0, 13-21=328/0,14-21=0/1085 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)R • - • - - ••••- •• -••- spaced at 10-0.0-oe and fastened to each-tnucc with'1_1 M 1 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Q��N �NG]N�F6, /O�y 87022PE r N ySAT OREGO ti�OWN 'AO FABER .\ , OS A. Hey% EXPIRES:06/30/2017 October 13,2015 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Nal,, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Milekg is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642864 PL15-344_UPPER F05 Floor 9 1 Job Reference(optional) Pacitic Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:22 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-R_h1 XiJ71 pMrWJINfG6pk54fXA5e2sKiUnmPBlyTrl7 1 1-3-0 I 1 1-1-1 II 1-2-0 II 2-4-15 I ?-fi-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 13 14 15 16 o m NI e, N 2 r ��� �Q, N�� � a / _ e 1:i' 26 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6= 3x5= 3x5 SP= 15-7-9 I 14-5-9 15-0-91 I 20-9-8 14-5-9 0-7-0'0.7-0 5-1-15 Plate Offsets(X,Y)- [12:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) . SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- ,, TOP CHORD 2x4 DF 2400F 2.0E(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=909/0-4-8,26=909/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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, 13-14=3519/0,14-15=-3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 19-20=0/3519,18-19=0/3519,17-18=0/1990 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, 12-20=0/1057 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 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. ����© P R OPk-c, mac;c.: �NGINEF'7 /o'L 87022PE ^71— ," tv y �ATOREGSN (tom i 9c FMBER .\1 O OS A. H E# EXPIRES:06/30/2017 October 13,2015 a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mit-. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Malek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M11 Qualify Criteria,DSB-89 and BCSI Buiding Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642865 PL15-344_UPPER F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:23 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-wAFPk2KIo7Ui7TJZC_e2HIcwmabGnWwrjRNiyjCyTr16 I 1-4-0 I 2-6-0 I 1 1.5x3 I I 2 3x4= 3 1.5x3 I I Scale=1:8.7 III 111 111 II 0 N 1 IM . 111111111-'4111111 5 prl 4 3x4= 3x4= 9-1-81 4-1-0 1.8 1-11-8 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/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 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)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. 4\<C- PROFFO.n �NG)NB�•7 /02 8 • 2 P E , vv 7 N N <c‘ N77 OREGO 95) <C/ �OFMBER \N �O OS A. HEP EXPIRES:06/30/2017 October 13,2015 i _ t WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A1147473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mi Tek®connectors.This design is based only upon parameters shown,and is for an individual building component,not I' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MaTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. suiteCitrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642866 PL15-344_UPPER F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:24 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-ONpnyOLNYQcZldulmh9HpW9wl_ndVVp3?x5FWFeyTrl5 ILLZ,12d 10-7-71 2-6-0 I I 1-2-a 1 Scale=1:28.3 4x4= 3x4 H 3x8= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 13 — 2 3 4 5 6 7 8 9 10 e 5Allt 0 0 2 ,. 0000000000000 N N • e e e e 17 ISO 14 13 12 3x4 II 3x6 = 3x8= 3x6= 1.5x3 II 4x4 = 3x4= 1-0-4 I 0-10-12I I 16-5-4 x10-120-12 15-5-0 0-1-8 Plate Offsets(Xy)- [7:0-1-8,Edge],[12:0-1-8,Edge],[17:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.20 13-14 >903 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.31 13-14 >599 360 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.04 11 n/a n/a BCDL • 5.0 Code IBC2012/TPI2007 (Matrix) Weight:78 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:15-16. REACTIONS. (lb/size) 16=1078/0-5-8,11=655/0-2-12 Max Gray 16=1078(LC 1),11=670(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/281,2-3=0/281,3-4=1662/0,4-5=1662/0,5-6=2516/0,6-7=-2516/0, 7-8=-1811/0,8-9=-1811/0 BOT CHORD 15-16=-147/422,14-15=0/2316,13-14=0/1811,12-13=0/1811,11-12=0/1466 WEBS 8-12=-759/0,1-16=-431/0,7-14=0/820,6-14=-284/0,5-14=0/253,5-15=-744/0, 3-15=0/1377,3-16=849/0,9-11=-1582/0,9-12=0/1027 NOTES- 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)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. 4)CAUTION,Do not erect truss backwards. 5)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. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��_c o PR OF4"c-, LOAD CASE(S) Standard �co ENGIN! -,q _ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �� --Yr.- Vert: 9 Uniform Loads(plf) 87022PE f Vert:11-17=8,1-10=80 Concentrated Loads(Ib) Vert:1=304(F) ti� 1ti -7 '3j, OREGO 9O AMBER '�'' .O �`s A. HER�� EXPIRES:06/30/2017 October 13,2015 1 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 1., Design valid for use only with Milel&connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiMek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642867 PL15-344_UPPER F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:24 2015 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-ONpnyOLNYQcZldulmh9HpW95T wOWwy?x5FWFeyTrI5 2-6-0 10-5-10 I I 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 0 c. A A e e ee e n 3x4= 10 9 8 LLXX» 3x4= 3x4= 3x4= I 3-1-2 31_1p 3-9-10 I 4-4-10 4]6-? 8-6-8 3-1-2 0-1- 0-7-0 5-7-o 0-1- 40-6 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edqe] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a 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=370/0-2-12,7=370/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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 WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)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. ��`o� ..,c"N F�S. - �� 87022P1 If:, . , , i cv yINAAj, OR GON (1;3O4/ 9O AMBER .‘1 OS A. HEC; EXPIRES:06/30/2017 October 13,2015 8 _ $ a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI(REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and To prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642868 PL15-344_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:25 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-sZN99kMOJkkQNmTyKPgWMjiGFOHMFPM8Al?3n4yTrl4 I 2-6-0 1 0-5-6 1-2-0 1-7-2 Scale:1"=1' 1 1.5x3 I I 2 3x4 = 31.5x3 I I 4 3x4= 51.5x3 I I o —-—'''.\ 0 N O N e9 e 1.5x3 II 9 8 7 6 3x4=- 3x4 3x4= 3x4= I 3-0-14 3-2- 3-9-6 1 4-4-6 1 6-2-8 1 3-0-14 (1-1- n-7-n 0-7-0 1-10-2 Plate Offsets(X,Y)— [4:0-1-8,Edgel,18:0-1-8,Edqej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/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=267/0-2-8,6=267/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 WEBS 2-9=-456/0,4-6=-424/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 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. ��\i D P R QFe�,s ���� ANG)N EFxi �2 87022PE 9r f N • ,NAsi 7 �'oj, OREGON (r'::) to "P ‘iii BER '�'`�Ps kJ A- HER EXPIRES:06/30/2017 t October 13,2015 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overafl building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mifok` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/111l Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642869 PL15-344_UPPER F10 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:25 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-5ZN99kM0JkkQNmTyKPgWMjiDVOCQFDf8Al?3n4yTrl4 I 1-10-12 1 1 1-9-11 I I 2-6-0 1 1-2-0 1 1 1-0-5 1 Scale=1:29.4 1.5x3 II 4x10= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 11 1 2 3 4 5 6 7 8 9 e 9 I '- -,-11111 , -. 04 N N o • a 16 14 13 12 11 10 4x5= 3x4 I I 3x10= 3x6= 1.5x3 I I 3x4= 3x4= 2-1-12 I 16-10-12 I 2-1-12 14-9-0 Plate Offsets(X,Y)— [6:0-1-8,Edge],[11:0-1-8,Edge],[16:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.18 12-13 >978 360 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 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 6-0-0 oc bracing. REACTIONS. (lb/size) 15=1642/0-5-8,16=701/Mechanical,10=533/Mechanical Max Uplift 16=-764(LC 4) Max Gray 15=1642(LC 1),10=534(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/259,3-4=0/259,4-5=1534/0,5-6=-1534/0,6-7=-1423/0,7-8=-1423/0 BOT CHORD 15-16=1530/0,14-15=1534/0,13-14=0/885,12-13=0/1423,11-12=0/1423, 10-11=0/1085 WEBS 7-11=257/0,2-15=-1613/0,2-16=0/1711,5-13=-252/0,4-13=0/701,4-14=-1231/0, 2-14=0/1449,8-10=-1171/0,8-11=0/549 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,_Do not erect truss backwards.___ 2 cc 87022PE ter" y(9, ,N N Aj, GREG N (yam <v �O FMBER 0 a0 EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1W03/2015 BEFORE USE. NI. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi'(ek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/fPlt Qualify Criteria,D5B-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642870 PL15-344_UPPER F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:26 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-KIwXN4Ne42tH w28u6BIvxEQgnci_ciNIPPkdKWyTrl3 I 2-6-0 I 0-5-10 I I 1-2-0 I I 1-6-14 Scale=1:16.4 1.5x3 I I 3x4= 1.5x3 i I 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 0 0 N \I' _ A e e ee 3x4= 1 g g 3x4= 354= 3x4= I 3-1-2 3--i0 3-9-10 I 4-4-10 416-12 8-8-8 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 4-2-6 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d 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- 11 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=377/0-2-12,7=377/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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 WEBS 2-10=757/0,2-9=28/290,5-7=737/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)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. w�\� ANGI►VEF7 QO2 `� 870 2PE 9 yt!1 /� SAT OR EGO ti) lir 'AC, �'�BER �,� �`S A. HER -P EXPIRES:06/30/2017 October 13,2015 i , WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design void for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642871 PL15-344_UPPER F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:26 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-KIwXN4Ne42tH_w28u6BIvxEM?nUM_IelPPkdKWyTrl3 I--- 2-6-0 I I 2-3-5 I I 1-2-0 I I 2-4-11 Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 11 __ 2 9 9 o N1111111111111- 11111141% 9N e e 1 N 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 10-0-500- 10-'t-8 )a�1631 l 15-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 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 Ina YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%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=718/0-1-12,9=718/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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 WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 NOTES- 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)13. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <���p P R OF4- �`�� �NGW EF'Y s/`�� 87022PE r y11\ , A„, -0i, OREGON ry° tir 'POn AMBE1;0' �O `5 A. HECk EXPIRES:06/30/2017 October 13,2015 1 __ I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/fill Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642872 PL15-344_UPPER F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:27 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UYoyUwaQNGrL?8c4dKRgi?R8nVrBr5jA1 Rd3UAszyTrl2 I 2-6-0 I 1 1-1-11 ii 1-2-0 I I 1-2-5 1 Scale=1:33.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 11 3x4= 1.5x3 I I 1.5x3 I I 4x5= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 6 o N I / I. I I '4° N 7, 1 15 14 13 12 3x4= 3x8= 3x6= 3x4= 4x4 = 3x4= 14-8-11 15-5-3 I 14-0-3 14-)-fl 1 1P3111 I 19-3-0 I 14-0-3 0.-$ 0.7-0 3-9-13 0-7-0 0-1-8 Plate Offsets(X,V)- [12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.35 13-14 >650 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.56 13-14 >413 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 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) 16=841/0-4-4,11=841/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3066/0,3-4=3066/0,4-5=-3885/0,5-6=-3885/0,6-7=-2736/0,7-8=-2736/0,8-9=-2736/0 BOT CHORD 15-16=0/1817,14-15=0/3736,13-14=0/3406,12-13=0/2736,11-12=0/1839 WEBS 7-13=0/459,8-12=585/0,2-16=-1962/0,2-15=0/1347,4-15=723/0,6-14=0/583,6-13=940/0,9-11=1985/0, 9-12=0/1209 NOTES- 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)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. P R oF�<<Y" Essc /�� � R 144 y 87022PE 1` mcv 7 fi-0j, OREG•N tis Ili 9O AMBER .%\ NO OS A. H ERCP EXPIRES:06/30/2017 October 13,2015 t _ WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. l, Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an indIvidual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642873 PL15-344_UPPER F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:27 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UYoyUwaQNGrL?Sc4dKRgi?RBnYyBt?jFWRd3UAszyTrl2 I 2-0-0 I I 1-10-1 1 1 1-2-0 I I 2-5-3 I Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 3x4= 7 e o e o 0 N e o- e e 1 11 10e 9 ek 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 18-9-9 19-4.9 I12-0-12 I 8-2-9 0-7-0 0-7-0 2.8.3 Plate Offsets(X,Y)— [6:0-1-8,Edge],[10:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=525/0-2-8,8=525/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=1397/0,4-5=1183/0,5-6=1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �•- O P R OFFS ��c\co ANG NEAR /.�`p�' 870 2PE N cv -y �Aj, OREGON (y5 O4N 9O AMBER 1� On A. HE# EXPIRES:06/30/2017 October 13,2015 f I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.10/01/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based on upon parameters shown,and is for an individual building component,not Ie a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Bolding Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642874 PL15-344_UPPER F15 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:28 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-G82lomOucf7?EECW?XDE_MKfMbBaSgSasjDjOPyTrl1 I 2-6-0 I I 2-0-15 1 1 1-2-0 1 Scale=1:24.8 4x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 c"; N 0 e B 6 p 13 12 11 10 3x4 = 3x6= 3x4= 4x4= 3x4= • . 10-6-7 11-2-15 I 9-9-15 9-t1 7 I • 111-1-7 1 14-2-12 9-9-15 0-'f 0-7-0 2-11-13 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] 0-7-0 0-1-6 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 11-12 >925 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.30 11-12 >565 360 BCLL 0.0 Rep Stress!nor YES WB 0.48 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 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=620/Mechanical,9=620/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1996/0,3-4=-1996/0,4-5=-1633/0,5-6=-1633/0,6-7=-1633/0 BOT CHORD 12-13=0/1287,11-12=0/2106,10-11=0/1633,9-10=0/1335 WEBS 6-10=-744/0,2-13=-1389/0,2-12=0/765,4-11=-582/0,7-9=-14.41/0,7-10=0/948 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 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. 2 �� 87022PE -Yr-- (.1)...1i4—.",c1/ r- -y N tN fiAT GREG N ti� �N �on ‘iii .% \. S A. HEY' EXPIRES:06/30/2017 October 13,2015 6 • ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/201S BEFORE USE. Design valid for use only with Mfrek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Mi., a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 7� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi Mak' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642875 PL15-344_UPPER FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:29 2015 Page I ID:j7axn40sHnThlyaUAczwOszX1 UY-kKcg?5PWNzFsrOnjZEkTWZszj?egBD6k5NzHwryTr10 1-4-12 1-4-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 • 0 ' N K � K K 5 4 3x4= 3x4 = 2-11-12 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)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 Uniform Loads(plf) Vert:4-5=-10,1-3=100 Concentrated Lnarls(m) Vert:2=-188(F) �444 870 2PE SAT OREG N ry" U <,sj0 00ccM$ER ‘� 041 A. HE?" EXPIRES:06/30/2017 October 13,2015 s _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Milek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/11.11 Quality Criteria,DSB-89 and BCSI Guiding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642876 PL15-344_UPPER FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:28 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-G82lomOucf7?EECW?XDE_MKICbGcSkYasjDjOPyTrl'I I 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 2-6-0 I Scale:3/4"=1' • 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 H 1 23x4= 11 3 4 53x4= 6 e o a- -4 '::1 0 N N e e e e 3x4= 1 9 e 8 3x4= 3x4= 3x4= I 3-2-10 I 3-9-10 14-4-10 I 8-6-8 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y)— (8:0-1-8,Edge],(9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/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=497/0-2-12,7=412/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=926/0,3-11=926/0,3-4=926/0,4-5=926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)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. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)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 Uniform LoadsVert:7 10=-8,1-0=-80 ���D PR QFFS Concentrated Loads(Ib) \�� NG]NFF S!0 Vert:11=169(6) �� R ?- Q 870 2PE 9r yN � ��'TOREG N r]g <ti 9On FMBER11 .O OS A. Heck EXPIRES:06/30/2017 October 13,2015 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. 1111. Design valid for use only with M7el&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quaflly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A GeneralSafety Notes PLATE LOCATION AND ORIENTATION 1 /q 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Propertyamn 1 u I I (Drawings not to scale) Damage or Personal In offsets are indicated. g rY MiffDimensions are in ft-in-sixteenths. liqk Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 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 a bracing should be considered. 3. Never exceed the design loading shown and never �-� U /I44 � stack materials on inadequately braced trusses. a_ Prcvide copies of trusdesign to the his ng O 7: c5-6 4. designer,erectionisupervisorr,property ownerrl For 4 x 2 orientation,locate and plates 0 'na' 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. connectorplates. 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 sh II not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Un ess expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: us with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.C mber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 re ponsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR 3282 Ca ber for dead load deflection. the length parallel to slots. 11.PI to type,size,orientation and location dimensions in icated are minimum plating requirements. LATERAL BRACING LOCATION12.L ber used shall be of the species and size,and in II respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the sp cified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bo tom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or ess,if no ceiling is installed,unless otherwise noted. BEARING established by others. vs- 15.C nnections not shown are the responsibility of others. Indicates location where bearings 16.D not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved a proval of an engineer. reaction section indicates joint number where bearings occur. a 17.Ins all and load vertically unless indicated otherwise. ® Min size shown is for crushing only. MI 18.Usof green or treated lumber may pose unacceptable e ironmental,health or performance risks.Consult with pruiject engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Ris iew all posufficient.rtions of this design(frontback,words Plate Connected Wood Truss Construction. arid ot picturesi before use.Reviewing pictures alone Te k 0 DSB-89: Design Standard for Bracing. m e BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 a ID MiTek; MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-92 UP Fax 916/676-1909 5D 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:R41832552 thru R41832567 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. PR Opp.SS st.1GINE&'7 /02 44 870 2PE y 'o„ OREGON q f‘44., 9S� 00 :BER ER S A. EXPIRES:0613012015 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. MiTeke' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-92 UP Fax 9161676-1909 5D 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:R41832552 thru R41832567 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. yONIO O% di WASJ Ax � Iv,. 4, 49639 `.1,k GISTBR April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 5D R41832552 PL14-92_UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:14 2014 Page 1 ID j7axn40sHnThlyaUAczwOszX1 UY-ZUAMIRGH36RsRkXU127EmMisJ1 UWN695C9Z_I5zOQSl I 2-6-0 I 1 2-2-9 1 1 1-2-0 1 1 2-4-11 Scale=1:28.6 1.5x3 11 3x5= 1.5x3 11 3x4= 1.5x3 11 1.5x3 11 3x5 = 1.5x3 11 1 2 3 4 5 6 7 8 lV � / b \ e / e N e 13 12 11 10 i 3x4= 3x8= 3x4= 3x4= 3x4= 1051 11-4-9 I 9-11-9 10/.11-1 11131 1 1 16-4-12 1 9-11-9 0-l- 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(XV): 110:0-1-8,Edgel,F11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 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 lncr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp.%Max.Ten.-All forces 250(Ib)or less except when shown. 't(NCO >_ TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=2532/0,5-6=2532/0,6-7=-2532/0 t BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 © $ RfA$ T, WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=370/0,4-11=-460/161,7-9=1636/0,7-10=0/1105 qty ��O NOTES E' 1..... " , i'' 1)Unbalanced floor live loads have been considered for this design. —,i N 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "d 4 r�1" be attached to walls at their outer ends or restrained by other means. 'p r�* QIST£ LOAD CASE(S) Standard` ONALG w�'� � G) ER <<-1' wOp 870 2PE cv - co OREGC n W4 ''P ./1,/ $ER \\ Pia A HER EXPIRES:06/30/2015 April 22,2014 a WARNING-Verify design yaraeietersand READ M17FSDNMIS AND ISfSt#DEDMITER REFERENCE PAGE M11-147:1 seg 4/29/20148EE'3REUSE Design valid for use only with Mifek 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�' ��* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fYi fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Sake 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Carus Heights,CA,95610 IS Southern Pint MI fu.mbes its specified,the design values aft tease effective 5t&/O1/3013 by ALF[ Job Truss Truss Type Qty Ply 50 R41832553 PL14-92_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 15:40:15 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-1 gkkynGvgPZj3u6gbleTJZFOdRgO6Y7ERplYHXzOQSk I 2.6-0 I I 2-5-1 I I 1-2-0 I I 2-4-11 I Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 I I 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 rii ea is. 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 1 I 16-7-4 1 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): (10:0-1-8,Edgel.111:0-1-8,Edgel LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) 1/deft 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 IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,`h.TONIO ,_ TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0 e*' `z BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 oma} ov 4JAS 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 .Z 41' .; i.. 1)Unbalanced floor live loads have been considered for this design. �,- ,) 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 t 47 be attached to walls at their outer ends or restrained by other means. d 9 i LOAD CASE(S) Standard X96 , rS!ONALVIG 'ccs? a PRQpFss 87022PE f \\,........OREGON ct; u✓i � � A. HR�PE EXPIRES:06/30/2015 April 22,2014 1 WARNING-Verify design yarattle trs and READ WITS ON IVIS AND INCINDED MI1EK REFEREN11 PAGE 1311-1473 reit 1/2912914 EE.FOREUSE 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 Mil is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the s ���i,R* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/IPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If bmanisems Pine iSP1 lvrnter is specified,the design valves are these e$Pectlse£ /O1 j2OL0 by ALSO Job Truss Truss Type Qty Ply 50 R41832554 PL14-92 UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:16 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-Vt16A7HXbjhah2hs9T9imoBrrAWr QOfT25pzzOQSj 11-0-0 I 11-1-11 ii 1-2-0 II 1-0-9 I 2-6-0 Scale=1:32.5 454= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 lc,ij yee o o o e e e e), 4 26 25 24 23 22 21 20 19 18 ' 3x4= 4x5= 3x5 = 3x5= 3x5 = 3x5= 4x6 = 4x4= 3x4= 15111 I 14-1-11 1448-11I I 19-1.4 14-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(KY): (14:0-1-8,Edael.119:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.30 22 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.46 22-23 >493 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code IBC20127TP12007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=835/0-4-4 (min.0-1-8),18=835/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0'c0NTO ii,„ TOP CHORD 2-3=-1513/0,3-4=1513/0,4-5=-2638/0,5-6=-2638/0,6-7=3383/0,7-8=-3383/0, 8-9=-3752/0,9-10=3752/0,10-11=3733/0,11-12=3733/0,12-13=3416/0, Q Qv WAST 13-14=3416/0,14-15=-2622/0,15-16=-2622/0 G A:, 4.,�„ 0 BOT CHORD 26-27=0/806,25-26=0/2121,24-25=0/3056,23-24=0/3613,22-23=0/3786,21-22=0/3584, It- r -0 x 6 20-21=0/2622,19-20=0/2622,18-19=0/1831 ©,�, i WEBS 14-20=328/0,15-19=541/0,2-27=1129/0,2-26=0/990,4-26=851/0,4-25=0/724, - t`3 6-25=585/0,6-24=0/459,16-18=-1977/0,16-19=0/1135,8-24=321/0,12-21=-264/0, 13-21=-328/0,14-21=0/1085 t V NOTES .r:1, 4\ 49639 , 1)Unbalanced floor live loads have been considered for this design. , DIST R 4� 2)All plates are 1.5x3 MT20 unless otherwise indicated. 8'oNAL 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �o PR 0FA- LOAD CASE(S) Standard �c.Gj �. 19 /O* 414 -57 870 2PE y �-, OREGO n „4/./ 1) fiBER �ili \ OS A. Hes;\4 EXPIRES:06/30/2015 April 22,2014 it 1 A ARMIMI-Verify design paransetrs and READ MT TES ON TKISAMf1/801/DEA MITEK REFERENCE PAGE Mrr-1473 ma//2.9/2914 BEFCIREUSE 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 p��T�t'+ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fY[net( fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/MI Quality Criteria,DSB-89 and BCS1 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 ISP}lurrr5sm is 41.0144 the design values use effective 06p0212013 bg At&C Job Truss Truss Type Qty Ply 513 R41832555 PL14-92_UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:18 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-RFPtboJn7KxIwMrFGuBAxCtWIegZJglg7mXCuszOQSh I 1-3-0 I 11-1-1 ii 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 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e o e Fl • a e Fl- 26 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 14-5-9 15-11-91I 2098 145-9 '0.7-0 11-7-0 5-1-15 Plate Offsets(XX): r12:0-1-8,Edael,118:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (hoc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(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. "ONIo i 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, ©c Qv WASXjp,, "Ny, 13-14=-3519/0,14-15=-3519/0 CJ .C{, ,r- iy, Q `C 4,‘-•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, !: Q rj 19-20=0/3519,18-19=0/3519,17-18=0/1990 try _ ! '7. N 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=0/4.46,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, 12-20=0/1057 NOTES o, '0 Ss . 1)Unbalanced floor live loads have been considered for this design. ,6' 'S 2)All plates are 1.5x3 MT20 unless otherwise indicated. 41's, "/4NAL 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-23061 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. lik0 P R 0/4. LOAD CASE(S) Standard ��*GJ „. G) E R '1 Q 870 2PE r' al c y SATOREGsN 19 9O AMBER 11 ©`., A.H4 .' EXPI RES:06/30/2015 April 22,2014 s r WARNING-Verify design parameters and READ?ETES ONTHIS AND INt1UDEDMITER PEFERENIPAGE MII-1473 rex 1/23/2014 BEFORE 115E 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 14111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiltiity of the k�' e�m 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 it SeetherePine/SP(krnser'is specifies!,the deiv5tr values are those effective G4y'04/2013 by ALSC Job Truss Truss Type Qty Ply 5D R41832556 PL14-92_UP Foe Floor 1 1 Job Reference(optionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:18 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-RFPtboJn7KxlwMrFGuBAxCtdCe_yJ15g7mXCuszOQSh I 1-4-0 I 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 ■ w oN ■M IIAI 1111WA.4. M , 5 M 4 3x4= 3x4= 9-181 4-1-0 I 1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/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. NOTES 0-cONIl3 1)Refer to girder(s)for truss to truss connections. �� �v yr Asitr, 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. G 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. `L7 /B '-f. t 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to , s j > � may., tz 1-1 be attached to walls at their outer ends or restrained by other means. '- LOAD CASE(S) Standard T'/"..) 49b39 ` ozsTl<R 4 "S'iONAL-04 vEp PR0Pe i,-.N.sc GINE gyp?' , 4.4 87022PE r--- // to cv 7 so >` '0,`OREGON 2�Qom" ili E3ER '‘N On A. He� P EXPIRES:06/30/2015 April 22,2014 t m SARNTMS-VerffdesignparanlefersandREADP/2TESON7F:7SANDTNGIUDEDHfTEffREFERENC1PAGEM11-1473ree 1/29/201d Sif3RE 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 il is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the k��+g•�!'!lm erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI ( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt Quality Crtteda,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 ifSoPthsnx Pine la#}touteris specified,the design values are those 862 cttue 0S/+02/2013try ALM Job Truss Truss Type Qty Ply 5D R41832557 PL14-92_UP F07 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 15:40:19 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-vSzFo8JPue39YWPRgbjPTPQdB2AJ2KEgMQGIQIzOQSg 01_ 12 10-7-7 1 2-6-0 I 1 1-2-0 19-4-9i Scale=1:28.3 4x4= 3x4 I I 3x8= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 13 2 3 4 5 6 7 8 9 10 e .e a e \IV- -41414/1 — i 19 e - • e e e e 011• e p 17 1♦ 15 14 13 12 {J4�( 3x4 I I 3x6= 3x8 = 3x6= 1.5x3 I I 4x4= 3x4= 1-0-4 1 01012 1 1 16-5-4 1 0-10-12 15-5-0 0-1-8 Plate Offsets(X,Y(: 17:0-1-8,Edgel,f12:0-1-8,Edge1,117:Edue,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.20 13-14 >903 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.31 13-14 >599 360 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:78 lb FT=0%F,0°10E 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:15-16. REACTIONS (lb/size) 16=1078/0-5-8 (min.0-1-8),11=655/0-2-12 (min.0-1-8) Max Gray 16=1078(LC 1),11=670(LC 4) t�� FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ;�ONiO TOP CHORD 1-2=0/281,2-3=0/281,3-4=1662/0,4-5=-1662/0,5-6=-2516/0,6-7=2516/0,;'-'"adv svAS T, 7-8=1811/0,8-9=1811/0 W BOT CHORD 15-16=147/422,14-15=0/2316,13-14=0/1811,12-13=0/1811,11-12=0/1466 . '� ?�,, WEBS 8-12=-759/0,1-16=-431/0,7-14=0/820,6-14=-284/0,5-14=0/253,5-15=744/0, v oo (_ '" N 3-15=0/1377,3-16-849/0,9-11=-1582/0,9-12=0/1027 - NOTESrT 1)Unbalanced floor live loads have been considered for this design. "d f 9 4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. ( 't g��9 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. c'sT ,� \ SIO/s1 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 xAL G 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. The design/selection of such connection device(s)is the responsibility of others. -f\ _ P R 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��ROF�SS LOAD CASE(S) Standard '�' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 4t 870 2 PE Uniform Loads(plf) Vert:11-17=-8,1-10=80 Concentrated Loads(lb) Vert:1=304(F) CA Co }N - "0j„ 0REG0 r,.' "¢O ‘iii u ER 1� �O �S & HE- EXPIRES: P EXPIRES:06/30/2015 April 22,2014 t tYARNTMS-Verify design parse.eters and READ NOTES ON MS AND INQ.t€DED MEEK REFERENCE PAGE N11-1473 tet 1/29/2014 EEF USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown all is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p ' �+ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mire fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/D.11 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 ftSouthern.Pine 414 lumber a specified,the design values art thelia effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 5D R41832558 PL14-92_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 15:40:20 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-NeXd?UK2fyCOAf dOlEeOdyyfSfJnuNze40JykzOQSf I 2-6-0 1 0-5-10 11 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 0 0 N \I _ N rOD OOH/ ICI 9 O 803x4= �, 3x4= /\ 3x4= 3x4= I 3-1-2 31-10 3-9-10 1 4-4-10 416-? 8-6-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edoe1,19:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a 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=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. ... -cONIo TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 Y-'• BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 C. pcp 0 WAS WEBS 2-10=736/0,2-9=37/269,5-7=-718/0At �C NOTES z c.• �a M t"' ' N 1)Unbalanced floor live loads have been considered for this design. I 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 ANSIITPI 1. 4' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '4 be attached to walls at their outer ends or restrained by other means. '10 It`,�49634 0 , Ai r +ISI LOAD CASE(S) Standard S's 'ONAL i1 .y, 870 2PE fir- 0r tv 7 A.3j, OREGfN ci 4' �0 " ER ,�,, V OS A. 1-1e.0* EXPI RES:06/30/2015 April 22,2014 t e WARNING-Vedfy design persmetrs and REM 1107ES ON MIS AND INatIDED KTIEK REFERENCE PAGE WI-1413 reK.1/29/2314 DEE/REUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mill 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 £�k' 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 Qualify Criteria,DSB-89 and BCSI Bulding 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 Sour#errs Pim 15P)tsrmbes is tgex:rtted,the desiOn values ore those reflective 06/G1/2O1.3 by Lii:SiC Job Truss Truss Type Qty Ply 5D R41832559 PL14-92_UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40:21 2014 Page 1 ID.j7axn4OsHnThlyaUAczwOszX1 UY-rq5?DgLgQFKtnpZgxOItYqV7Rs0HWNn7pkIsUBzOQSe 1 2-6-0 I 0-5-6 I I 1-2-0I I 1-7-2 Scale:1"=1' 11.5x3 11 2 3x4 = 31.5x3 I I 4 3x4= 51.5x3 11 J \. . N 2 N b e e /�R e Me 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 X24 3-9-6 1 4-4-6 6-2-8 I 3-0-14 1- 0-7-0 0-7-0 1-10-2 Plate Offsets(XV): 14:0-1-8,Edael,18:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. riONIO TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 (§ 'vas /1h, 2-9=456/0,4-6=424/0 4, ,V(�i { NOTES '�' f1�(+ '" z 1)Unbalanced floor live loads have been considered for this design. s—!,I 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. S 49639 : 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '� LSR$-'Q < be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 4'S'ZONAL 41 ,to PR op s-( s � G) E / \ 0c ,� -57 `r 8�/7022PE r ��di /E.vc ti 7 „,„ OREGO 2a 4� �C $ERO', C4' EXPIRES:06130/2015 April 22,2014 WARMS-Verity design pararltetrsand READ NOTES ONDIN AND INCIUDED WIER REFEREN2 PAGE 1411-7413 tee I/'29/263+€BEFORE USE 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 A ��+ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Cdteda,DSB-89 and SCSI Inkling 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 N Southern Pine(SP txss sber is weaned,ttte design values art ttsone effective 06#0,1/201S byAL'SC Job Truss Truss Type Qty Ply 50 R41832560 PL14-92_UP F10 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:22 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-K1fOQAMIAZSkPz80VjG6522FQFHaFeKG2OVP1dzOQSd 1-10-12 I I 1-9-11 I I 2-6-0 I 1 1-2-0 I I 1-0-5 1 Scale=1 29.4 1.5x3 II 4x10= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 \ N a e c - e 16 5 14 13 12 11 10 4x5= 3x4 II 3x10= 3x6= 1.5x3 II 3x4= 3x4= I 2-1-12 I 16-10-12 I 2-1-12 149-0 Plate Offsets(X,Y): 16:0-1-8,Edgel,(11:0-1-8,Edael,(16:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.18 12-13 >978 360 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:78 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 6-0-0 oc bracing. REACTIONS (lb/size) 15=1642/0-5-8 (min.0-1-8),16=701/Mechanical,10=533/Mechanical Max Uplift 16=-764(LC 4) Max Gray 15=1642(LC 1),10=534(LC 4) 01ONIo FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. O°1 Qv NVAS'Xr> Q TOP CHORD 2-3=0/259,3-4=0/259,4-5=1534/0,5-6-1534/0,6-7=-1423/0,7-8=-1423/0 C''' �CrQ BOT CHORD 15-16=-1530/0,14-15=-1534/0,13-14=0/885,12-13=0/1423,11-12=0/1423, ' /rr`e " d 10-11=0/1085 A = ttl WEBS 7-11=-257/0,2-15=-1613/0,2-16=0/1711,5-13=252/0,4-13=0/701,4-14=-1231/0, '. 2-14=0/1449,8-10=-1171/0,8-11=0/549 NOTES g .¢� , 49639.ecl ztx 1 Unbalanced floor live loads have been considered for this design. ,� 0ISTESt 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 764 lb uplift at joint 16. 'VONALG\ 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. 6)CAUTION,Do not erect truss backwards. - . �pPROS LOAD CASES) Standard 4Gr�•`Ca AG)61Eg�, i2, 870 2PE - OREGO e? Lir A. HES EXPIRES:06/30/2015 April 22,2014 t WARNING-Verify design yararaefrun and READ NOTES ON THIS AND Lt/2t#DED MITER REFERENCE PAGE 1411-1473 rex i/29/2014 B R£OS£ - �� 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 p - ��» erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 6Y1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine ISM/umber is€ges?t.ed,the design aalues ame those effective 4G G112013 tnt*&.5-L Job Truss Truss Type Qty Ply 5D R41832561 PL14-92_UP F11 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 15:40:23 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-oDDmeWNwxtab17jC3RnLeFaSbfgs_F2QG2EzZ3zOQSc I 2-6-0 I0-5-10 1 1 1-2-0 I I 1-6-14 Scale=1:16.4 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 ., Ne e o 0 0 N N ,, .___ e e e 1C 9 8 3x4= ''\\\\\ 3x4= 3x4= 3x4= I 3-1-2 3--10 3-9-10 1 4-4-10 4 8-8-8 I 3-1-2 o-1- 0-7-0 0-7-0 011- 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edoe1,19:0-1-8,Edgel LOADING(psi) SPACING 1-7-3 CSI DEFL in, (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1ONiO 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 Q) ov WAS WEBS 2-10=757/0,2-9=28/290,5-7=-737/0 C." C, ,<._ '0 �'j NOTES c* ip. `Z 1 1)Unbalanced floor live loads have been considered for this design. d I 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "'iA 49639 .tj be attached to walls at their outer ends or restrained by other means. O f ' I ER LOAD CASE(S) Standard �'S'/ONAL' _0) PROPe �c.`5 ..,. �R sD29 `r` 87022PE r -7 AI GREG N cte'OZ O SER 11 - CS A. H F'' ''‘'' EXPIRES:06/30/2015 April 22,2014 WARNED-Verfy design paramefnrs and READ AD TES ON MIS AND IMIUDED f477Eff REFERENO'PAGE f411-7473 rex 1/29/2014 BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. MI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !Allele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/MI Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If SO Inhere Pirie$5P}kumlxer is specifrd,the design vetoes ere those effective 06/01/2059 by ALSO Job Truss Truss Type Qty Ply 50 R41832562 PL14-92_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 15:40:23 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXlUY-oDDmeWNwxtabl7jC3RnLeFaOwfYW AJQG2EzZ3zOQSc 1 2-6-0 1 1 2-3-5 1 1 1-2-0 1 1 2-4-11 1 Scale=1 28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 O N e t. 11s ♦ Rx 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 1 10-0-5 10-1113 11-3-1311 16-5-8 10-0-5 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edgel,f11:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BC LL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%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. ' T TOP CHORD 2-3=2476/0,3-4=-2476/0,4-5=-2549/0,5-6=2549/0,6-7=-2549/0 r.-'- BOT ^ BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 of 6 AWAS.trr, WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,412=379/0,411=-466/163,7-9=-1643/0,7-10=0/1116 r' r WQ x+ NOTES fr O." 1)Unbalanced floor live loads have been considered for this design. i—` i, ted 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. 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. 49E139 LOAD CASE(S) Standard �NAL �� R ms's ���'iNE�'y /0 '-.C"- 8 • 2PE <' -y '0j, OREGO �� <C/ -Y k'syli �A �e ER © C3S A. Hey' EXPIRES:06/30/2015 April 22,2014 WARNING-Verify design parameters and READ NOTES ON THIS AND INataTED MTTEK REFEREMa PAGE MST-1433 sea 1/2.9./20i4 Ha-DEFUSE .�� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1811 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandra,VA 22314. Citrus Heights,CA,95610 If SauterentPine lspl lumber is specified,the design values are Maas-effective /01/20€3 by ALSC Job Truss Truss Type Qty Ply 5D R41832563 PL14-92_UP F13 Floor 6 1 Job Reference(ootionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40:24 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-GPn8rsNYiAiSeHIPd81aAT7Xn3vFjbjZVi_W5VzOQSb I 2-6-0 j 1 1-1-11 II 1-2-0 II 1-2-5 1 Scale=1 33.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 T oI e o NI0.1 I / s 2 1• 15 14 13 12 11 3x4= 3x8= 3x6= 3x4= 4x4 = 3x4= 14511 15-5-3 I 14-0-3 14-1y11 1p(-3-1111 19-3-0 I 140-3 0.1-$ 0-7-0 3-9-13 0-7-0 0-1-8 Plate Offsets(X,Y): 112:0-1-8,Edael.113:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.35 13-14 >650 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.56 13-14 >413 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=841/0-4-4 (min.0-1-8),11=841/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. O'ONIO TOP CHORD 2-3-3066/0,3-4>3066/0,4-5=-3885/0,5-6=-3885/0,6-7=-2736/0,7-8=-2736/0,8-9=-2736/0 BOT CHORD 15-16=0/1817,14-15=0/3736,13-14=0/3406,12-13=0/2736,11-12=0/1839 (SV Ov tlAsx WEBS 7-13=0/459,8-12=585/0,2-16=1962/0,2-15=0/1347,4-15=723/0,6-14=0/583,6-13-940/0 9-11=1985/0, C fit{, — 'it 9-12=0/1209 i';' /7 O. d ,Z , I NOTES .. " N --z- 1 _ 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/TPI 1. 49639 � 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Pk -0IST6R '4.' be attached to walls at their outer ends or restrained by other means. ,45� 'S, �' ONAL LOAD CASE(S) Standard 't( - PRQp Gc� � j\ R0�, `t 8 • 2PE , c' rji cktt 7 ,'0'T OREGO cL(:)4(U -Y0 ‘,y$ER \1 Os, A. HE;‘4P EXPIRES:06/30/2015 April 22,2014 1 e YWAARFIIE-Verify design palaoretrsand READ NOTES O1/THIS AND DOMED MUSK REFERENCE PAGE W1-1473 tat 1/29/281495cuREUSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. MII 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 !Alibi( 8�= 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 BuBding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Stra[harn PineiSP)tumble ix specified,the design xelues are these effective O 4Ij2O23 by ALSO Job Truss Truss Type Qty Ply 50 R41832564 PL14-92_UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:25 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-kbKW3COATUgJGRtbAsppjgfleTHOS7RikMj3eyzOQSa 1 2-0-0 I I 1-10-1 I I 1-2-0 1 1 2-5-3 1 Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 3x4= 7 6 o a e o O N e- e a e e 1s 11 109 8 3x4= 3x5= 3x4= 1.5x3 I I 3x4= I 8-2-9 1 8-9-9 1 9-4-9 1 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edoel.110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0•VONIO l TOP CHORD 2-3=-1397/0,3-4=1397/0,4-5=-1183/0,5-6=-1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 v WAS WEBS 2-12=994/0,2-11=0/571,4-10=-443/3,6-8=1277/0 Iv© ,i,� '� NOTES 4 'T /�I _ '. VP 1)Unbalanced floor live loads have been considered for this design. ,41q- l 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. f 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r`t/ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '' '� be attached to walls at their outer ends or restrained by other means. `t'0 ,,' ¢ +t13�_. 40 GIS PES LOAD CASE(S) Standard / N L G�� k7�� cyG1NE�c" qi,, 87022PE r"' pA OR EG N (1 4// On �' BER >,\ 4) OSA. HS EXPI RES:06/30/2015 April 22,2014 e A WARNING-VedfydesignparaaersandREADt 7£S ONTHIS AND It:Zt#u£0Mf7£KPEF£R£flt PAGE P417-1473;es 1121/2014WORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. NI 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 a erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 eIC fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criferia,DSB-89 and BCS1 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 PineeiSP)fuming is specified,the design values axe thocat affextive 04/01/2053 by ALSO Job Truss Truss Type Qty Ply 5D R41832565 PL14-92_UP F15 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:25 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-kbKW3COATUgJGRtbAsppjgfhITGkS57ikMj3eyzOQSa I 2-6-0 I I 2-0-15 1 1 1-2-0 1 x¢51 Scale=1:24.8 4x4—1.5x3 I I 3x4= 1.5x3 I 1 3x4= 1.5x3 I I 1.5x3 11.5x3 I I 1 2 3 4 5 6 7 B 0 • 0 0 s N e e e e 13 12 11 10 3x4= 3x6= 3x4= 4x4= 3x4 = 10-6-7 11-2-15 I 9-9-15 91117 111-1-7 1 1 14-2-12 I 9-9-15 0-1-8 0-7-0 2-11-13 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edael,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 11-12 >925 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.30 11-12 >565 360 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 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=620/Mechanical,9=620/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 'tGNIO TOP CHORD 2-3=-1996/0,3-4=-1996/0,4-5=1633/0,5-6=-1633/0,6-7=-1633/0 �5, BOT CHORD 12-13=0/1287,11-12=0/2106,10-11=0/1633,9-10=0/1335 0$ v WAS "j4 WEBS 6-10=-744/0,2-13=-1389/0,2-12=0/765,4-11=-582/0,7-9=-1441/0,7-10=0/948 () � 'V NOTES Z c' 1, A ` 1)Unbalanced floor live loads have been considered for this design. �e I 2)Refer to girder(s)for truss to truss connections. ,,r 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. V 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 49639 47 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 0 '.4 x be attached to walls at their outer ends or restrained by other means. A ti LOAD CASE(S) Standard �� �� ��G)NE c6' rp,9 `'. 87022PE r- / y '0), OREGON c Q/ 9Ont..) FiLj$ER q1 `a �S A. NERD EXPI RES:06/30/2015 April 22,2014 i 1 ®WARNING-tredff design paraoseNts and READ NOTES ON MIS AND INQ.UDED MITER REFERENCE PAGEN11-1413 me.1/25/2014 B-)REUSE Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. �„ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the A/'�y � erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding iirl [0 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Bulding Component 7777 Greenback Lane,Suite 109 Safety Information available from loins Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ifSouthern Pine/SP}unnitaeris upecttfren,the design valuesart those tfrrccivr G6/431j201.33ry ALSO Job Truss Truss Type Qty Ply 5D R41832566 PL14-92_UP FG1 FLOOR GIRDER 1 1 Job Reference(pptionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:26 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-CouuGXPoEoy9uaSnkZL2FuC?ftLBenszOTdAOzOQSZ 1-4-12 I 1-4-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 L , o . e I 5 4 3x4= 3x4 = I 2-11-12 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 'ONIO NOTES 0v WAS 44-. 1)Refer to girder(s)for truss to truss connections. O i, `C 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. * r ` + ' 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. I N 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5.2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). d a 49639 !v LOAD CASE(S) Standard e4k I g 4' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 'S'ZONAL "$6\� Uniform Loads(plf) Vert:4-5=10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) e� t ?ROA-s0 �� 870 2PE pr US - 'dj, OREGSN cf:'O C ' � �`. $ER11 A. He ‘-'?" EXPIRES:06/30/2015 April 22,2014 ®WARNTMS-Ver'fdesignparatnearsandR€AD?EITESOMTHISAND1M2bIDEDMfFEI(REFEREt PAGE hff7-14nmei 1/29/2018BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. to 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 k Reg'* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !if[ D6. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA,95610 IfSoattsaxn Pint ISP!urn her is specified,the design cakes ale these effective 06/05/201.3 bs ALSE Job Truss Truss Type Qty Ply 5D R41832567 PL14-92_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 15:40:26 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-CouuGXPoEoy9uaSnkZL2FuCyuth?BcTszOTdAOzOQSZ 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 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4 = 11 3 4 53x4= 6 0 0 N e7-. N e e 10 XX e 9 8 3x4= 3x4—3x4= 3x4= I 3-2-10 1 3-9-10 1 4-4-10 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): f8:0-1-8,Edge1,19:0-1-8,Edaef LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ONIO {C�iA TOP CHORD 2-11=926/0,3-11=926/0,3-4=926/0,4-5=-926/0 � BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 ©' Qo W MItr, "ji WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 . 0 NOTES ,Z rn }" N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 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 "dt 49639 .c be attached to walls at their outer ends or restrained by other means. O x.01 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. 'Cck,. 0./STES- -E� "C1 The design/selection of such connection device(s)is the responsibility of others. '40NAL ,S,;\ 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 no PRoF�C ew Uniform Loads(ptf) .r��, 0, Vert:7-10=-8,1-6=80 �Co GI NE ie Concentrated Loads(Ib) Grp dip Vert:11=-169(B) "' $70�2�E t" N yfi'Cj, OR EGO ci.�'04// '�0 8ER1\ OS & HE P EXPIRES:06/30/2015 April 22,2014 L ®MIMING-Verify design parameters and READ hpTES CIV THIS AND IN:ZIIDEDMUM REFEREWIPAGE 1411-1413 me 1/29/2014955085055 Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. NI 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 fg-y�`.a erector. Additional perm6Y[anent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding E 1e fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fPlt Quality Criteria,DSB-89 and BCSI Buliding 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 M Eeuthexra Pine(SP}tscrrber is a mxtfi+cl the design values are these eftecttue O9?D1/2O1.3 by 6tLSc Symbols Numbering System en r Safety PLATE LOCATION AND ORIENTATION 1 I 6-4-8I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y fD y 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. ii:bh, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS 9 g,is always required. See BCSI. 01 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I MIEM 1(2 .. pbracing should be considered. ILN1INVI to eA 1 E3. Neverkexceedtthe designaduatloaelygraced and never IMAir stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7-8 c.-7 O1— designer,erection supervisor,property owner and plates 0-1/Ig' 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. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that , values as ed fe Indicated by symbol shown and/or SYP representsbyAWC in the 2005/2012 NDS specified. by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING �� 15.Connections not shown are the responsibility of others. Indicates location where bearings 1 b.Do not cut or alter truss member or plate without prior <ZS (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ® ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Mlle 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPIl: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. hi BCSI: Building Component Safety Information, lliTem 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 ' Mu MiTek6 rrir rrSA rAr. 7777 Greenback Lane,Suite 109 Citrus Heights,CA 95810 Telephone 916-676-1900 Fax 916-676-1909 February 22, 2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: I, Marcos Hernandez and MiTek USA,Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber& Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date tbr my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, „11/4 4: vr,,D PROA, 4,4t? ti lite" tz • lta 81022PE tREGati fr„, C A KO. EXPIRES:64049 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations MiTek USA, Inc. I CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIM/TCA 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). JatAt 4c9 41.4, 40, F ,4 4r ‘7*-'1°511P1417-'17k*• Pia 11: 411, +4M-� Or ),-,16 `` w, �r , 1‘3 370 } t• om'" Nep .J ; , f, lwj/1 „. ;IBES 0/3011 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-07-08 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR 11-07-08 GIRDER SUPPORTING 43-09-00 FROM 7-00-00 TO 11-04-08 1- 2=( 0) 72 2- 9=( -598) 2906 9- 3=( -572) 2674 13- 7=(-974) 4430 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4068) 864 9.10=(-1382) 6446 9- 4=(-4418) 994 WEBS: 2x4 KDDF STAND 3- 4=(-2906) 61B 10-11=(-2326) 10538 4.10=( -552) 2538 ILOADING 4- 5=(-6996) 1538 11-12=(•2326) 10538 10- 5=(-4306) 998 TC LATERAL SUPPORT <= 12'OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-9246) 2080 12.13=(-1910) 8634 11- 5=( -718) 3206 BC LATERAL SUPPORT <= 12"OC. UON. IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 2'- 0.0" V 6- 7=(-4800) 1090 13- 8=(•1054) 4800 5.12=(-2114) 342 IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 2'- 0.0" TO 9'- 7.5" V 7- 8=(•6686) 1490 12- 6=( -612) 2824 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 7.5" TO 11'- 7.5" V 6.13=(-4768) 1062 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 11'- 7.5" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 7'- 0.0" TO 11'- 4.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) IC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 2'- 0.0" 0'- 0.0" -682/ 3075V -34/ 41H 5.50" 4.92 KDDF ( 625) OVERHANGS: 12.0" 0.0" TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 9'- 7.5" 11'- 7.5" -1228/ 5488V 0/ OH 5.50" 8.78 KDDF ( 625) ADDL: BC CONC LL+DL= 3584.0 LBS @ 6'- 0.0" Connector plate prefix designators: , COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacinp. 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ -1'- 0.0" Allowed = 0.100" ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.001" @ -1'• 0.0" Allowed = 0.133" Join together 2 ply with 3"x.131 DIA GUN AND B TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.060" @ 5'- 9.8" Allowed = 0.535" nails staggered at: MAX TL CREEP DEFL = -0.178" @ 5'- 9.8" Allowed = 0.714" 9" oc in 1 row(s) throughout 2x4 top chords, ++HAN ER BY OTHERS TO APPLY 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC.' LOADS) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.015" @ 11'- 2.0" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.033" @ 11'- 2.0" 1-11-11 7-08-02 1-11-11 NOTE:Design assumes moisture content does T T T not exceed 19`b at time of manufacture. 1-11-11 1-07-08 2-02-09 2-02-09 1-07-08 1-11-11 Design conforms to main windforce•resisting T .21.30# 21.30# 12 system and components and cladding criteria. 12 10.00 V N10.00 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-4x6 M-5x8 in the plane of the truss only. M-3x8 M-4x10 M-3x8 4 -5- 6 - - - - - - N. /� - \ M-5x10 _ _ 41'1114)c.,..,... 00 ��_ o� _ mom ub� �„ I �� 1 1 �� 9 10 11 12 13 - 8 o M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 3584# > ,1 y ,1 y y 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 1-00 I 11-07-08 t.0 PR pce JOB NAME: POLYGON PLAN 5-D NH r AH14231 (' ppp___osi Scale: 0. \ �, l /�Y � 7 WARNINGS: GENERAL NOTES,unless otherwise noted: .!1{ I]t C3J?• r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual a f Truss: AH 1 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 /�V DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �,C� nlrr*" " P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r��, 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. ", i OREGON if..O `/,V S E Q. : 6051299 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, le i -9 ! ,yy'__'f__, A �7 ,1 design loads be applied to any component. and are for"dry condition"of use. '2. T-,. TRANS I D: 4O/5Y O 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if f, �3 CA fabrication,handling,shipment and installation of components. Dnecessary. "f�' 'ii ry t y "" Y P P 7.Design assumes adequate drainage is provided. �1 rl i L" B.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center (VIII VIII VIII VIII VIII 11 VIII IIII IIII TPIM?CA in SCSI,copies of which will be furnished upon request. Digitcoincidewith jointcenterche. e. Digits indicate size of platein inches. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR•1e88(MiTek) 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-64) 38 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" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 psfl uplift at 24 "ocin I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. spacing .I DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0,003" @ -1'- 0.0" Allowed = 0.100" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads cn o in the plane of the truss only. 0 0 N Ch/ CrRJAIIIIIIMIIM0 O O/- 4 1115. 1 M-3x4 1, y ), 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3J JOB NAME: POLYGON PLAN 5-D NH - AJ1 Scale: 0.6772 � o WARNINGS: GENERAL NOTES,unless otherwise noted: 5/1 -7 * 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OL_.�/^y�!t 1�p E t! Truss: AJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.o and at 10'o.c.respectively unless braced throughout their length by .rte "mmr. continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON !it ,� 4.No load should be applied to any component until after alt bracing and 4.Installation of truss is the responsibility of the respective contractor. "77" OREGON W SEQ. : 6051300 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 +�f? /(.. design loads be applied to any component. and are for"dry condition"of use. " "'�), 14, 20 .S(.•, TRANS I D: 407540 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 t?. fabrication,handling,shipment and installation of components. necessary. jar R I5 7.Design assumes adequate drainage is provided. 1 4- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center linea 9. Digits indicate size of plate in Inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 73 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° -41/ 322V -44/ 132H 5.50' 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" 0 -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' 9 -1'- 0.0" Allowed = 0.133' 12 -/ MAX BC PANEL LL DEFL = 0.002' 9 1'- 0.1" Allowed = 0.054" 10.00 7 MAX BC PANEL TL DEFL = 0.002" 9 1'- 0.1' Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" 9 3'- 10.9" MAX HORIZ. TL DEFL = -0.001° 9 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19+1 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. c'0 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. CO -� c. M-3x4 1-00 2-00 1-11-11 !PROVIDE FULL BEARING:Jts:2,4,31 ckc0 PR()Fe JOB NAME : POLYGON PLAN 5-D NH - AJ2 ( s, Scale: 0.6371 4..? '7 r[/117 1, WARNINGS: GENERAL NOTES,unless otherwise noted: ±lll`;J„�_r�' -yam 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AJ 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. Alleir ' 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 ' '1�^ - DES. BY: LJ Is the responsibility of the eredlor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON tr DATE: 9/5/2014 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. Sy, `V SEQ. : 6051301 fasteners are complete and at time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, (� 1 y design toads be applied to any component, end are for"dry condition"of use. `2. t4 TRANS I D: 407540 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 {�, t-� [S fabrication,handling,shipment and installation of components. Dnecessary. �4^R R tj \, V P P 7.Design assumes adequate drainage is provided. '�f'1 t.- 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111011111111 TPIM?CA in BCSI,copies of which will be furnished upon request. git coincideictwith jointche. 9. Digits idsize of t 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 IIII(III IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-138) 101 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 313V -63/ 178H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: LL ='25 PSF Ground Snow (Pg) 5'- 8.7" -99/ 146V 0/ OH 1.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 nsf) uplift at 24 "Sc spacing. 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" -v MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" 12 ' MAX HORIZ. LL DEFL = -0.001° @ 5'- 7,9" MAX HORIZ. TL DEFL = -0.001° @ 5'- 7.9" 10.00 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=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, CV Truss designed for wind loads o in the plane of the truss only. LC) C,1 r/-- vPATAIIIIIIMIM of o e 4062274 1 M-3x4 y y y y 1-00 2-00 3-08-11 'PROVIDE FULL BEARING;Jts:2,4,31 ti?,,...0 PROPS JOB NAME: POLYGON PLAN 5-D NH - AJ3 P Scale: 0.5270 x-'/5// T",1 {� WARNINGS: GENERAL NOTES,unless otherwise noted: '' s 7'' 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ik' =92$t PE r Truss: AJ 3 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. fir+" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ' DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / 41/01110P is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d �r 'Cr DATE: 9/5/2014 responsibilitybuilding designer. por eq rywa8(BC>. the overall structure is the res onsibilit of the 3.2x Impact bridging lateral bracingrequired where shown++ n /�r^r �+ I� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. '7 ,,gg'_OREGON C{J S E Q. : 6051302 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, s 7 'y ,4 design loads be applied to any component. and are for"dry condition"of use. /`,,�+, '9)" i 4' 2 �-. TRANS I D: 407540 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 e fabrication,handling,shipment and installation of components. Designneas. ' '"R R 1` 7. assumes atedadequate drainage is provided. 4.- 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPI WrCA in BCSi,copies of which will be furnished upon request. Digit coincide with jointcenterches e.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 2/31/20115 111 IIIA This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-64) 38 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" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1 11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ME MAXBC PANELLL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" T T MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 10.00 7 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=20ft, 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 CT/ in the plane of the truss only. 0 0 N C7,,,_ V -- O ./- ► 40 M-3x4 * y * 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4,3] JOB NAME : POLYGON PLAN 5-D NH - ASJ1 sale: 0.6772 �� 'NE, �r, WARNINGS: GENERAL NOTES,unless otherwise noted: 44Jy �b f 1.Builder and erection contracto should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Cr x 921 11 r E Truss: ASJ 1 and Warnings before construe ion commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing Must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by %rlrr P Y continuous sheathing such as plywood sheathing(TC)s and/or drywall(BC). 4 nn I. DATE: 9/5/2014 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. �y_v kr SEW. : 6051304 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" °7, �� design loads be applied to any component. and are for"dry condition"of use, 14 2, �^"' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 444. RIO i 7.Designlaesassumes adequate ne drainagehfaces istrus,provided. S:r'#RIO' 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII I III VIII VIII II II IIII IIII TPIM?CA in SCSI,copies of which will be furnished upon request. Digitsit coincide with joint aIn che. 9.linesindicate 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 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-11-08 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 19-11-08 GIRDER SUPPORTING 43-09-00 FROM 0-00-00 TO 14-11-08 1- 2=(-4208) 990 1-12=( -700) 3012 12- 2=( -652) 2762 17- 8=(-2250) 562 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3012) 732 12-13=(-1126) 4566 12- 3=(-1854) 526 18- 8=(-1012) 4520 WEBS: 2x4 KDDF STAND; 3. 4=(•4726) 1198 13-14=( -674) 2628 3.13=( -126) 758 8-19=(-3356) 864 2x6 KDDF #2 A LOADING 4- 5=( -996) 4070 14-15=( -698) 2738 13- 4=( -562) 2454 19- 9=( -714) 3114 LL = 25 PSF Ground Snow (Pg) 5- 6=(-1000) 4076 15.16=( -580) 2416 14- 4=( -368) 1860 IC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=(-5838) 1502 16.17=( -528) 2170 4-15=(-7398) 1894 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 15'- 11.5" V 7- 8=(-4484) 1176 17-18=(-1390) 5802 15- 5=( -740) 282 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 11.5" TO 19'- 11.5" V 8- 9=(-3932) 1020 18-19=(-1390) 5802 15- 6=(-8356) 2104 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 19'- 11.5" V 9-10=(-5328) 1322 19.10=( -908) 3932 16- 6=( -128) 754 NOTE: 2x4 BRACING AT 24"0C VON. FOR BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 0'- 0.0" TO 14'- 11.5° V 10-11=( 0) 72 6-17=( -678) 2882 ALL FLAT TOP CHORD AREAS NOT SHEATHED 17- 7=( -714) 3176 TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" IC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 15'- 11.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" .ADDL: BC CONC LL+DL= 3584.0 LBS @ 13'- 11.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -912/ 3929V -83/ 74H 5.50" 6.29 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 7.3" -2972/ 11613V 0/ OH 3.50" 7.82 KDDF (1485) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11.5" -934/ 3796V 0/ OH 5.50" 6.07 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' I Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 204 top chords, **HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.032" @ 4'- .6° Allowed = 0.400' 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = •0.062" @ 4'- 6' Allowed = 0.533" MAX LL DEFL = 0.036" @ 14'- .5° Allowed = 0.537" 9" oc in 1 row(s) throughout 204 webs, MAX TL CREEP DEFL = -0.100" @ 14'- .5" Allowed = 0.717" 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.001" @ 20'- 1 .5" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 20'- 1 .5" Allowed = 0.133" 1-11-11 7-10-05 2-05-03 3-08-10 3-11-11 MAX HORIZ. LL DEFL = -0.009" @ 19'- 6.0" 1-11-11 1-10-07 2-05-07 2-03-11 0-11-04 2-06-14 2-00-02 2-00-02 3-09-14 MAX HORIZ. TL DEFL = 0.020" @ 19'- 6.0" T 128# '1 1 '1 '1 11'128# f NOTE:Design assumes moisture content does 12 1 12 ♦ 12 not exceed 19% at time of manufacture. 10.00 7 10.00 7 Q 10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. M-4x8 Wind: 140 mphh=20.9ft TCDL=4.2,BCDL=6.0, ASCE 7-10, _8_ ' (All Heights) , Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 M-5x16 Truss designed for wind loads M-5x11 M-3x4 M-5x12 M-1.5x3 in the plane of the truss only. Aigg" co IIM II mom co O I � 1 - 12 13 14 X15 16 v 17 Ti 19 a 11111° 4 M-5x8 M-4x6 M-3x6 M-7x8 M-4x8 M-3x6 M-5x10 1 M-1"5x3 y ), y y M-8x14), ), y ,1y3584# y 1, 1-09-14 2-03-11 2-01-15 2-03-11 1-01 2-03-06 2-01-14 2-00-02 3-09-14 J' y y y 8-04-08 0-05-08 11-01-08 1-00 ), 1, ), 'PROVIDE FULL BEARING;Jts:1,15,101 19-11-08 1-00 JOB NAME : POLYGON PLAN 5-D NH - BH1Spate: 0.2765 .5 161E' -/ X5/1 � WARNINGS: GENERAL NOTES,unless otherwise noted: 9211 1,,,. 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual - PE Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t:C. DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4r /,� 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. 71 OREGON t, `41 SEQ. : 6051305 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, 1'7'6'7'1 . N. design loads be applied to any component. and are for"dry condition"of use. f' 7' }" i 4 2,© z- TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if A� - fabrication,handling,shipment and installation of components. necessary. ' E'„.R 1 i y 7.Designlaesassumes adequate ne dthi face is truss, �^( L-5r 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II VIII II II VIII VIII VIII III III III TPIM?CA In BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 Ell This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 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) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 43 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" -52/ 294V -23/ 81H 5.50' 0.47 KDDF ( 625) 1'- 10.9' -73/ 68V 0/ OH 1.50' 0.11 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 0.0' 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002° @ -1'- 0.0' Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 1' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.003" @ 1'- 3.7" Allowed = 0.131" MAX BC PANEL TL DEFL = 0.003" @ 1'. 7.7' Allowed = 0.206" i 12 MAX BC PANEL TL DEFL = -0.005" @ 1'. 12.0° Allowed = 0.206" 10.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c" load duration factor=l.6, o Truss designed for wind loads o in the plane of the truss only. N the NIFIAIIMINIIIIIII0 O O� ► 4 M-3x4 y y y • 1-00 4-00 'PROVIDE FULL BEARING:JtS:2,3,41 ,S c,Q PR Ore JOB NAME : POLYGON PLAN 5-D NH - BJ1 Scale: D.6BB2 +'4s0 WARNINGS: GENERAL NOTES,unless otherwise noted /5// 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 � II PE Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,,+ / 3.Additional temporary bracing t0 insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY LJ is the responsibility of the erector.Additionalpermanent bracingof 2' and at 10'o.c.respectively unless braced throughout their length by „....141w,- DATE: ,r1rwr - P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). np DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4!!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. "° 4! ra �{/ SEQ. : 6051306 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: 407540 426 �}� 4 design loads be applied to any component, and are for"dry condition"of use. 1 4 2„ 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if necessary. 4,1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C rR R I 1.-. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111011111111111111 TPI WlCA in BCSI,copies of which will be furnished upon request. lines coincide with jointacenter lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 2.3=(-95) 77 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" -35/ 332V -44/ 132H 5.50° 0.53 KDDF ( 625) 3'- 9.2" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CONE. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.[ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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" 3-11-11 MAX TO PANEL LL DEFL = 0.042" @ 2'- 5.3" Allowed = 0.305" MAX TO PANEL TL DEFL = 0.039" @ 2'- 5.3" Allowed = 0.458" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 10.00 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0) Truss designed for wind loads in the plane of the truss only. co0 C"," M V c, ►� 4 1111 M-3x4 y ), ), 1-00 4-00 [PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME: POLYGON PLAN 5-D NH - BJ2try s, Scale: 0.5824 s" {.7 /5/l WARNINGS: GENERAL NOTES,unless otherwise noted: T. ryry r C.- .,,.. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9211'11'#:- Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at moi.. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by }w 4�m�" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! - fy. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ }`,4�. 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. `'�G°,'r q_OREGON �* `+d SEQ. : 6051307 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, ftf,�w'.t *, 4, design toads be applied to any component, and are for"dry condition"of use. L! .r 1 2,°TRANS �'�- I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Dnesign . /Zgt+Ft A t Lx-" 7.Design assumes adequate drainage is provided. C 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I I VIII VIII VIII VIII III III III TPI/WfCA in BCS[,copies of which will be furnished upon request. git coincide with joint tecenter lines. 9.Digits indicate size of plate in Inches. r n 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 IIIIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-205) 171 3.4=( -58) 25 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 SO.IN. (SPECIES) 0'- 0.0" -16/ 314V -64/ 179H 5.50" 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 8.2" -139/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 9.2" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.9" -30/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'cc spacinp.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 10.0" Allowed = 0.286" 12 0MAX TC PANEL TL DEFL = -0.008" @ 1'- 11.4" Allowed = 0.428" 10.00 7 MAX HORIZ. LL DEFL = -0.002" @ 5'- 8.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 8.2" NOTE:Design assumes moisture content does not exceed 199; at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. (' o Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, in Truss designed for wind loads in the plane of the truss only. c' v � 0 5 1 y y y y 1-00 4-00 1-08-15 (PROVIDE FULL BEARING:Jts:2.5,3,41 JOB NAME: POLYGON PLAN 5-D NH t BJ3 Scale: 0.5270 c ' J'/ `-,- WARNINGS: GENERAL NOTES,unless otherwise noted: ! " a 1.Builder and erection contracto should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =9G,'PE E Truss: BJ 3 and Warnings before construct on commences. building component.Applicability of design parameters and proper r FJ 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. „r 3.Additional temporary bracing tq insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by *I/ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,� OREGON /ft`" DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '77 A. -t/ SEQ. : 6051308 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�r�°7� ��� design loads be applied to any component and are for"dry condition"of use. V, 14, ', TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e•Design assumes full bearing at all supports shown.Shim or wedge ifn .y fabrication,handling,shipment and installation of components. Designeas. ''ER A t i V 7. laesassumes adequateon drainageciso sa J^( 5.-5r 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 1111111111111111111 7PI WfCA In BCSI,copies of which will be furnished upon request. git coincide with jointpate center che. 9.Digits indicate size of plate in inches, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-48) 41 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -13/ 98V -18/ 42H 5.50" 0.16 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.7" -39/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin(td REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.131" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.196" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 1-11-11 NOTE:Design assumes moisture content does Ir ,I' not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. -/ Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 10.00 Truss designed for wind loads in the plane of the truss only. lik rn 0 0 0 N (7„_ 0iLgBIIIIMII of 1� 3�y M-3x4 y y 2-00 'PROVIDE FULL BEARING;Jts:1,3,2I JOB NAME: POLYGON PLAN 5-D NH - BSJ15/a4.6` Scale: 0.7703e . WARNINGS: WARNINGS: GENERAL NOTES,unless otherwise noted: sf�.yG 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =7 0 OPE ire Truss: BSJ 1 end Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. f �^ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,r� { is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �"' •- 'Cr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n I,� SE /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "9 OREGON ^wJ S E Q. : 6051310 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 -4y n \ AS design loads be applied to any component. and are for"dry condition"of use. /6 .1}f 14 .° �-. TRANS I D: 407540 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,handling,shipment and installation of components. necessary. 41. 5 i 4 ? 7.Design assumes adequate drainage is provided. C R t»5,.' 8.This design is furnished subject to the limitations set forth by 8.Plates shalt be located on both faces of truss,and placed so their center 11111 VIII 111111011011111111 III TPI/WI-CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center linea 9. Digits indicate size of plate in Inches. EXPIRES: +� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) 12j 31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2.10=( -983) 3050 3-10=(-298) 299 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3=(-3345) 1280 10.11=( -749) 2567 10- 4=(-182) 615 WEBS: 2x4 KDDF STAND 3- 4=(-3184) 1317 11-12=) -413) 1876 4.11=(-746) 536 LOADING 4- 5=(-2473) 1183 12.13=( -791) 2399 11- 5=(-406) 1050 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2474) 1183 13- 8=(-1026) 2857 5.12=(-406) 1051 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3187) 1318 12- 6=(-747) 536 TOTAL LOAD = 42.0 PSF 7- 8=(-3348) 1281 6-13=(-183) 618 OVERHANGS: 18.8" 18.8" B- 9=( 0) 79 13- 7=(-300) 300 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -341/ 2026V -262/ 262H 5.50" 3.24 KDDF ( 625) 44'- 0.0" -341/ 2026V 0/ OH 5.50" 3.24 KDDF ( 625) ICOND. 2: Design checked for net(-5 asf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017° @ -1'- 6.8" Allowed = 0.156' MAX TL CREEP DEFL = -0.016' @ -1'- 6.8" Allowed = 0.208' MAX LL DEFL = 0.206' @ 25'- 11.9" Allowed = 2.154" MAX TL CREEP DEFL = -0.397" @ 18'- 0.0" Allowed = 2.872" MAX LL DEFL = 0.017" @ 45'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ 45'- 6.8" Allowed = 0.208" MAX HORIZ. LL DEFL = 0.085" @ 43'- 6.5" 21-11-15 22-00-01 MAX HORIZ. TL DEFL = 0.139" @ 43'- 6.5" 1' T 1' NOTE:Design assumes moisture content does 7-04 7-01 7-06-15 7-06-15 7-01 7-04-02 not exceed 19N at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.001/ M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 „X (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), g1! load duration factor=1.6, M-5x8(S) M-5x8(S) Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" M-1.5x3 AVM-1.5x3 3 + MIf N o 1 2'I 10 11 1' 0.2512 13 --""A.1% o o IM-3x8 M-3x4 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) 1, y /, 1, y y y y 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y ) 1-06-12 44-00 1-06-12 JOB NAME : POLYGON PLAN 5-D NH Cl 5 IN 61P Is, Scale: 0.1506r f/5// 5 //y��, WARNINGS: GENERAL NOTES,unless otherwise noted: (k. f 7211•PE ��.• 1.Builder and erection contracto should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual GG €- end Warnings before constru on commences. building component.Applicability of design parameters and proper Truss: C 1 incorporation of component is the responsibility of the building designer. . 2.2z4 compression web bracing nst be installed where shown a, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing td insure stability during construction 2'o.c.and at 10'o.c.respectively unless their length by r 4"....."-- DES. DES° BY: LJis the responsibility of the erector.Additionalpermanent bracingofm Po Y ( continuous sheathing such as plywood sheathing(TC)braced throughout and/or ngthdrywall(BC). V. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+a OREGON !t 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -P ,g_ S EQ. : 6051311 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, �, °9A 0A 4 r. design loads be applied to any component. and are for"dry condition"of use. 1 4 . TRANS I D: 407540 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 d}Q fabrication,handling,shipment and installation of components. Dnesign assumes. l'�R R I y V P P 7.Plates adequateated drainageh isprovided.trus, '�y'i RIO- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII I III IIII III TPI WTCA in BCSI,copies of which will be furnished upon request. git coincideictwith Jointche. B. Digitssidsize of tplate in inches. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPO RES:12/31/20155 1E 1101II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2- 9=(-1042) 3021 3- 9=(-298) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3324) 1271 9.10=( -809) 2538 9. 4=(-182) 616 WEBS: 2x4 KDDF STAND; 3- 4=(-3164) 1308 10-11=( -431) 1847 4.10=(-746) 536 I 2x4 DF STAND A LOADING 4- 5=(-2452) 1174 11-12=( -780) 2358 10- 5=(-406) 1050 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2444) 1195 12- 8=(-1049) 2770 5-11=(-396) 1027 TC LATERAL SUPPORT <= 12"0C, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3108) 1368 11. 6=(-721) 526 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3267) 1326 6-12=(-226) 561 12- 7=(-247) 336 OVERHANGS: 18.8" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -342/ 2021V -247/ 257H 5.50" 3.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 9.0" -274/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series JT 8: Heel to plate corner = 2.50" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017' @ -1'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0,016" @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = 0.205" @ 18'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.386" @ 18'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.083" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.135" @ 43'- 3.5" NOTE:Design assumes moisture content does 21-11-15 not exceed 19% at time of manufacture. 21-09-01 T f Design conforms to main windforce-resisting 7-04 7-01 7-06-15 7-06-15 7-01 7-01-02 system and components and cladding criteria. f ff f f f f Wind: 140 mph, h=24.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 1212 load duratHeighion factoEnos ;ds Cat.2, Exp.B, MWFRS(Dir), 6.001/ M-4x6 Q 6.00 4.0" Truss designed for wind loads 5 v' in the plane of the truss only. M-5x8(5) 'N, 0"25" 0M-5"25"x8(5) M-1.5x3 /\10rM-1.5x3 101/\ c- M-3x8 v /^ 9 1 T 'r �1 12 **8 � o M-3x8 M-3x4 8.25" 0"25 M-3x4 0 M-5x8(S) M-5x8(S) ), J, y y > l y ), 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 1-06-12 43-09 1 c0 RROr; JOB NAME : POLYGON PLAN 5-D NH - C3 1N,~ '� Scale: 0.1508 ''? / /5/ 44'9' a WARNINGS: GENERAL NOTES,unless otherwise noted: /7/I b77'' 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 I-- Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. f. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .rte /K continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). ," DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OR EGON SEQ. : 6051312 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� AN design loads be applied to any component. and are for"dry Condition"of use. I{�*, '.1 iii. ,� 20 ".' TRANS I D: 407540 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 ty fabrication,handling,shipment and Installation of components. necessary. RFI7.Design assumes adequate drainage is provided. 8. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111 III VIII VIII VIII I III VIII VIII III IIII TPIANTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center linee. 9.Digits intliceie size of plate in inches. EXPIRES: ttC r 7 n MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) C p�RES'12 31!2 V 15 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2.13=(-1956) 5870 3-13=( -154) 354 2x6 KDDF #1&BTR T2, T3 2- 3=(-6766) 2286 13.14=(-3060) 8274 13- 4=( -486) 1888 BC: 2x6 KDDF #1&BTR LOADING 3. 4=(-6742) 2336 14.15=(-3340) 8912 13- 6=(-2804) 1328 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4. 5=( 0) 0 15.16=(-3048) 8220 6-14=( -92) 754 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6=(-5996) 2126 16-12=(-1910) 5602 14- 7=( -486) 380 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0" V 6- 7=(-8588) 3228 7-15=( -534) 394 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0" V 7. 8=(-8552) 3220 15- 8=( -100) 794 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0" V 8.10=(-5882) 2106 8-16=(-2866) 1340 9.10=( 0) 0 10.16=( -482) 1834 NOTE: 2x4 BRACING AT 24"00 UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10.11=(-6614) 2318 16.11=( -190) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 11-12=(-6548) 2250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 0.0" REQUIRE ENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM HORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1150/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) Connector plate prefix designators: AND BOT OM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0" -1095/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (I2 ) complete trusses required. M,M2OHS,M18HS,M16 = MiTek MT series Jbin together 2 ply with 3"x.131 DIA GUN 'GOND" 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" 9" oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = 0.269" @ 22'- 0.0" Allowed = 2.142" B" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.078" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.127" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9-11-1124-00-10 9-08-11 Truss designed for wind loads T T in the plane of the truss only. 5-01-03 4-04 0-06 08 5-08-15 6-03-06 6-03-06 5-08-15 0-06-08 4-04 4-10-03 T T "( 533.30# 1' f f 4,i,33.30# < 12 < 12 M-7x8(S) x'6.00 6.001/ M-5x6 5 T2 �x5 7 i.25" M-33x5 9 M-5x6 i.. M-1.5x3 \/\/ M-1.5x3 + + 1 En M-3x8 0 /- 0 o M-3x8 M-3x8 i 10.25" 0.2515 M 3x8 *�2 0 M-7x8(S) M-7x8(S) y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1-08 43-09 ,c)\..0 RR Ore JOB NAME : POLYGON PLAN 5-D NH - CH1 � + Scale: 0.1499 \ p WARNINGS: GENERAL NOTES,unless otherwise noted: 1. f�- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1.9 'PE 1' Truss: CH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/ DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by x fir ice" ' Po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .rte` f DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f �y � f J. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,7 OREGON I, ^V SEQ. : 6051313 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y__ design loads be applied to any component. and are for"dry condition"of use. /"q 'II' 7 4 "�' �T- TRANS I D: 407540 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 Cl 1/.. 'R }. f3 fabrication,handling,shipment and installation of components. Dnesign assumes. R A O- 'S+ P P 7.Plates adequateated drainage iso truss, r'F 1l B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII III)IIII TPI WfCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointinches.8.Digits oini ide size of tplate in lines. EXPIRES: q h MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPO RES:12/3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF R1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.13=(-1346) 2900 3-13=( -97) 178 2x6 KDDF tf1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-3372) 1652 13-14=(-1691) 3901 13- 4=( -331) 1025 BC: 2x6 KDDF N1&BTR 3- 4=(-3183) 1579 14-15=(-1739) 4230 13- 6=(-1371) 647 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15-16=(-1701) 3873 6.14=( -18) 401 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2791) 1452 16.12=(-1313) 2765 14- 7=( -257) 154 IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4061) 1945 7.15=( -276) 155 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4043) 1898 15- 8=( -18) 418 8-10=(-2734) 1407 8-16=(-1397) 647 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10-16=( -367) 997 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-3118) 1527 16.11=( -31) 219 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-3258) 1576 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 20.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING • MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -404/ 2034V -104/ 114H 5.50" 3.25 KDDF ( 625) vertical members (uon). 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.022" @ -1'• 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'• 8.0" Allowed = 0.222" MAX LL DEFL = 0.293" @ 22'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.510" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.082" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.122" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 13-03-11 17-04-10 13-00-11 Truss designed for wind loads f T T f in the plane of the truss only. 5-01-03 4-04 3-05-09 2-09-14 6-03-06 6-03-06 2-09-14 3-05-09 4-04 4-10-03 T T T T T T T T T T T 12 5 9 12 6,001/ M-7x8(S) \I6.00 M-5x6 x5 M-3M-4x6 3 7 0.25" M-33x5 go or T2 ,. - T3.. ).5X3 M-1,5x3 • + + 1111111111°'1 • `' M-3x8 to v ... T o 13 14 '( -5 16 *12 o IM-3x8 M-3x8 0"25" 0.25' M-3x8 0 M-7x8(S) M-7x8(S) 1, y > y 1, y y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - CH2 `�� Scale: 0.1499 1/5//17' l',,,, WARNINGS: GENERAL NOTES,unless otherwise noted: 92 r-�t- 'f�'„ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual C' ! I I t-L Truss: CH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. "- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • 61090101". po y permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / +i " DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,,g'`OREGON SEQ. : 6051314 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ' design loads be applied to any component. and are for"dry condition"of use, /,,+, ,fr 1 4 %Q0 ..'� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ! �? fabrication,handling,shipment and installation of components. necessary. 4/ �R1 i 1 7.Design assumes adequate drainage is provided. 1R L-5• 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII IIII VIII IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1067) 2889 3-13=(-152) 199 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3317) 1286 13-14=( -914) 2657 13- 4=( -33) 359 WEBS: 2x4 KDDF STAND; 3- 4=(-3114) 1250 14.15=( -700) 2439 4-14=(-524) 357 2x4 DF STAND A LOADING 4. 5=(-2567) 1138 15.16=( -700) 2439 14- 5=(-276) 797 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16.17=( -882) 2558 14- 7=(-435) 182 TO LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2228) 1099 17-12=(-1021) 2712 15- 7=( 0) 274 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-2213) 1074 7-16=(-457) 180 8- 9=( 0) 0 9-16=(-285) 791 LL = 25 PSF Ground Snow (Pg) 9-10=(-2551) 1111 16.10=(-489) 344 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-3039) 1229 10.17=( -77) 318 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3218) 1283 17-11=) -79) 251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -321/ 2034V -182/ 191H 5.50" 3.25 KDDF ( 625) 43'- 9.0" -251/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc - M,M2OHS,M18HS,M16 = MiTek MT series 'GOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' JT 12: Heel to plate corner = 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' 8 -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.201" 8 22'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.389" 8 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.085" 8 43'- 3.5" MAX HORIZ. TL DEFL = 0.142" 8 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19N6 at time of manufacture. 16-07-11 1 10-08-10 16-04-11 Design conforms to main windforce-resisting f H( T 1' system and components and cladding criteria. 5-02-03 0-04-08 5-04-05 5-05-11 5-04-06 f f i"' T TT T T T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-07-06 5-05-11 5-04-05 0-04-08 5-02-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T TT T ff T T load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 17' M-5x6(S) M-4x6 6 M-3x8 8M-4x6 "16,00 in the plane of the truss only. M-5x6(S) 0.25"/AigAlliLlitilloopy-1.5x3 .25" M•1.5x3 M-3x10 C‘, o AMAI1111111111 Aiiillikkh o13 14 15 '16 17 *92 o M-3x8 M-3x4 0.25" M-1.5x3 0.25' M-3x4 0 M-5x8(S) M-5x8(S) 1, ), y /, y .J > y y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 y 1-08 43-09 WEDGE REQUIRED AT HEEL(S). 0,0 Pri JOB NAME: POLYGON PLAN 5-D NH - CH3os '` GIN Ore Scale: 0.1483 \ WARNINGS: GENERAL NOTES,unless otherwise noted: l't15/1 11 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ±92 s t P E I-- T r u s s: CH3 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 dol.- DES. r it DES. BY: LJ Is the responsibility of the eredtor.Additionalpermanent bracingof 2'o.c.and at 10'o.c,respectively unless braced throughout their length byr�F "1a+ po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " OREGONICC DATE" 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ {,. I1 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. 1.4/ SEW. : 6051315 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 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407540 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 �1` CX fabrication,handling,shipment and installation of components. necessary. `�"} 'L Cy 11 �,,,,. V P Po 7.Design assumes adequate drainage is provided. +l rl 1i.- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPI WTCA in BCSI copies of which will be furnished upon request. git coincide with jointacenter che. 9.Digitssindicate 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-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIH III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 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) 84 2-14=(-1262) 2926 3.14=(-151) 184 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3337) 1610 14.15=(-1142) 2696 14- 4=( -22) 359 WEBS: 2x4 KDDF STAND 3- 4=(-3135) 1578 15.16=(-1120) 2476 4-15=(-523) 297 LOADING 4- 5=(-2589) 1493 16-17=(-1120) 2476 15- 5=(-357) 819 TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17.18=(-1208) 2619 15- 7=(-463) 298 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 7=(-2248) 1390 18-12=(-1346) 2848 16- 7=( 0) 274 TOTAL LOAD = 42.0 PSF 7- 9=(-2248) 1390 7.17=(-463) 298 8- 9=( 0) 0 9-17=(-357) 819 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2589) 1493 17-10=(-523) 297 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3135) 1578 10.18=( -21) 359 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3337) 1610 18.11=(-151) 184 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) , Connector plate prefix designators: 0'- 0.0" -444/ 2038V -198/ 198H 5.50 3.26 KDDF ( 625) C Connector 8,CN18 (or no prefix) = CompuTrus, Inc 44'- 0,0" -444/ 2038V 0/ OH 5,50" 3.26 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.254" @ 27'- 5.3" Allowed = 2.154" MAX TL CREEP DEFL = -0.403" @ 22'- 0.0" Allowed = 2,872" MAX LL DEFL = 0.022" @ 45'- 8,0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 45'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.101" @ 43'- 6.5" 19-11-11 4-00-10 19-11-11 MAX HORIZ. TL DEFL = 0.145" @ 43'- 6.5' 5-07-06 5-02-03 5-05-11 3-03-09 2-05-042-05-04 3-03-09 5-05-11 5-02-03 5-07-06 NOTE:Design assumes moisture content does f T I T IT I I I I not exceed 19% at time of manufacture. 12 6 8 12 Design conforms to main windforce-resisting 6.00 \16.00 system and components and cladding criteria. M-4x6 M-4x6 M-3x8 5 7 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,r, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 S load duration factor=1.6, ( ) M-5x6(S) Truss designed for wind loads 0.25" 0"25" in the plane of the truss only. Afl*NNIN%444141441.._ M-1.5x3 .-E le\ M-1.5x3 1 \ . 0.3 Ch a ci ��w�+ a 4 o t� 14 1 16 '' 0"25 K �7 18 �3 o M-3x8 M-3x4 o.25" M-1.5x3 M-3x4 M-3x81 0 M-5x8(S) M-5x8(S) y ), y ), ), J, y , ,, 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 ,, > 1-08 44-00 1-08 JOB NAME: POLYGON PLAN 5-D NH - CH4 6s Scale: 0.1623 � /� f WARNINGS: GENERAL NOTES,unless otherwise noted: *ff����yy p "y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =:7C.,0 C E r Truss: CH4 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. ;,,+^'• 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: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length byi�r�^ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood .+""-t -- DATE: 9/5/2014responsibility 9 designer. Impact . or required sheathing(TC)s shown n drywall(BC). y the overall structure Is the res onsibilit of the building 3.2x bridging lateral bracingre cited where ++ OREGON n '^i. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 A_OREGON "t t(j SEQ. : 6051316 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 / >' , design loads be applied to any component. and are for"dry condition'of use. f "4/}� r�t}4`' -.�... TRANS I D: 407540 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,n 0 7 fabrication,handling,shipment and installation of components. e . �,„ii R i i 7.Design assumes atedadequate drainagehfaces is truss, ri..,. L1r 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center I VIII VIII VIII VIII VIII VIII VIII III IIIITPIMrrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits indicate size of plate in inches. 10. !n ct+ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:RES:1 /31/2©15 CA 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) 72 2.4=(0) 0 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-71) 97 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" I TOTAL LOAD = 42.0 PSF 0'- 0.0" -116/ 306V -15/ 61H 5.50" 0.49 KDDF ( 625) 1'- 1.3" -58/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2DHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing"1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.7" Allowed = 0.059" i.02 MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.7" Allowed = 0.089" MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.3" MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. -/ Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 I, load duration-factor=l.6, 10.00 '' m Truss designed for wind loads o ��', in the plane of the truss only. .:,0 v MAIM ' 0 o� ► ��4 M-3x4 y ), y 1-00 'PROVIDE FULL BEARING:Jts:2,3,41 6-00 �ckt,D PR O/�'eS JOB NAME: POLYGON PLAN 5-D NH CJ1 Scala; 0,6954 ' 'N' q� `./a WARNINGS: GENERAL NOTES,unless otherwise noted: jL9 f#� 1.Builder end erection contract°should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C' T 921 11 r E r /� and Warnings before construc ion commences. building component.Applicability of design parameters and proper ./ Truss: CrJ 1 Incorporation of component is the responsibility of the building designer. r 2.204 compression web bracing Test be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing t?insure stability during construction 2'o.n,and at 10'o.c,respectively unless braced throughout their length by ,�" 4110-1 DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof p y g ( ✓^ f rt Po Y continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). OREGON `�. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `t /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7,, ,q_ W S E Q. : 6051317 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. n�^t�` As design loads be applied to any component and are for"dry condition"of use. +�. 14 . }- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If { fabrication,handling,shipment and installation of components. Design assumes. RIO- 6. t V p p 7.Padequateated drainage isprovided.tnissed. rl L 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center M111111111111111111110.TPI/WrCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9. Digits indicate size of plate in inches. l C MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1 988(MiTek) EXPIRE RES:12/31/2015 111111111 IIIIHIII 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) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-60) 58 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" -41/ 303V -27/ 91H 5.50" 0.49 KDDF ( 625) 2'- 3.6" -124/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 9sf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" T 1". MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.5" Allowed = 0.165" MAX IC PANEL TL DEFL = -0,007° @ 1'- 3.6" Allowed = 0.247' 12 MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL -0.023" @ 3'- 3.8" Allowed = 0.339° 10.00 V MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.6" MAX HORIZ, TL DEFL = 0.000" @ 2'- 3.6" -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ~o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads N in the plane of the truss only. M/- V O c, 10.--- 110- 1..114 M-3x4 • y y ), 1-00 1PROVIDE FULL BEARING;Jts:2,3,41 6-00 ,,. o PR o, JOB NAME : POLYGON PLAN 5-D NH - CJ2 Scale: 0.6704 ‹� ,,, INS-pt„, `i0 i5/! WARNINGS: GENERAL NOTES,unless otherwise noted: 7,�1y €-� /� 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 QC 1.32$t r'E r' Truss: CJ 2 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r�1. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length byI " is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). fY. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n s^n /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. " ,,qq__OREGON 1, `ti/ SE Q. : 6051318 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, -°7,' \ f<". design loads be applied to any component. and are for"dry condition"of use. ,}" .� ' �,° �^ - TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �}., V fabrication,handling,shipment and installation of components. necessary. `1 L+'R R I1 \,,, 7.Designassumes adequate ne hdrainage lorus,provided. C r'F rl 4- 8.This design Is furnished subject to the limitations set forth by 6,Plates shall be located on both faces of truss,and placed so their center VIII VIII IIII(IIII VIII I III IIII)IIII IIII TPINVECA in BCSI,copies of which will be furnished upon request. Digit coincideictwithizjoint centerinches 9.Digits indicate size of plate in inches. t MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIII 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) 72 2.5=(-49) 63 3-5=( 0) 76 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-118) 14 5.6=(-30) 95 3-6=(-99) 31 WEBS: 2x4 KDDF STAND; 3-4=( -17) 31 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 292V -27/ 91H 5.50" 0.47 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 2'- 3.6" -125/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) 6'- 0.0" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT series ;COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinp.; BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MCREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133° T 1' MAX TLMAX LL DEFL = -0.001" @ 2'- 5.5" Allowed = 0.159' MAX TC PANEL LL DEFL = 0.003" @ 0'- 11.5' Allowed = 0.081" 12 MAX BC PANEL TL DEFL = -0.003" @ 1'- 9.5" Allowed = 0.116" 10.00 7 MAX BC PANEL TL DEFL = -0.006" @ 3'- 9.0" Allowed = 0.140" MAX HORIZ. LL DEFL = 0.001" @ 5'- 3.3" -/ MAX HORIZ. TL DEFL = 0.001" @ 5'- 3.3" /11. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Lo Design conforms to main windforce-resisting osystem and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.O, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads �� � 6 ►/ in the plane of the truss only. v M-1.5x3 oroM-5x6 ••2X WEDGE W/(2) M-2.5X4 TYP. a 2.75 12 y )' y .1 2-05-08 2-09-13 0-08-11 ) y ) > 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,61 likt.D PR Ofe JOB NAME: POLYGON PLAN 5-D NH CJ2C51 Scale: 0.5669 \`0 <<^���('�' r/1E' `74. `U WARNINGS: GENERAL NOTES,unless otherwise noted: 4(5? V f l//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 t 92 a 11`E r CJ2C and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: Incorporation of component is the responsibility of the building designer. y 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 throughout their length by r l DES. BY: LJis the responsibility of the erector.Additionalpermanent bracingof , ,, fy P y continuous sheathing such as plywood sheathing(TC)braced throughout and/or dein length b OREGON /V��. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ W 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. q�- SEQ. : 6051319 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 ".7 Nit __yyA design loads be applied to any component. and are for"dry condition"of use. ,� 'fr1 4 '�L, t--T" TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �1I Cl T' fabrication,handling,shipment and installation of components. necessary. ,Yf R R�y - V P P 7.Design assumes adequate drainage is provided. r�}7 fl L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - - 11111111111111111111111111311111111 III TPIM?CA in BCSI,copies of which will be furnished upon request. Digitsgs coincideitwithizjointcenterche. a. linesindicate size of plate In Inches. EXPIRES: q 7nq MiTekUSA,IDC./CofnpuTfuSSoftware 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111IIIIIIII 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 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0' O.C. 2-3=(-82) 76 TC LATERAL SUPPORT r_ 12"OC. UON. LOADING I 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" -29/ 335V -40/ 122H 5.50" 0.54 KDDF ( 625) 3'- 6.1" -127/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 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. �COND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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 = 0.099" 3-06-13 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.132" T '1 MAX TC PANEL LL DEFL = 0.017" @ 1'- 11.8" Allowed = 0.270" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.1" 0/4k -/ MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, ✓ Truss designed for wind loads o in the plane of the truss only. co ay v 0 o� ►�4 y y t 1-00 'PROVIDE FULL BEARING:Jts:2,3,4I 6-00 ,0 RR OF �S' JOB NAME : POLYGON PLAN 5-D NH - CJ3 GIN . , Scale: 0.59174/51 / // WARNINGS: GENERAL NOTES,unless otherwise noted: , s=t� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 t�l: 1,,.I f Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at err DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length bya1rr�^" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -,- w," DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t It 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ",'} t ".fir SEQ. : 6051320 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, Yf,,,rr��,, � N. A design loads be applied to any component. and are for"dry condition"of use. c,! }s 4, �"� �}.- - TRAN S I D: 407540 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 fy fabrication,handling,shipment and installation of components. ne Design assumescessary. C+f..y R t iy- V. 7. adequate drainage Is provided. CC i"• 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III (IIII IIII(IIII IIII III IIII 11 IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9.Digits indicate size of plate in inches. v MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 11111 11 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) 72 2-6=(-52) 89 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-171) 21 5.7=(-69) 114 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -24) 34 3.7=(-127) 76 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -41/ 343V -40/ 122H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.1" -100/ 69V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 92V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND. 2: Design checked for net(-5 Psf) uplift at 24 "oc spacing"' BOTTOM CHORD CHECKED FOR 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.005" @ 2'- 3.8" Allowed = 0.199" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" MAX TC PANEL LL DEFL = 0.005" @ 1'- 1.1" Allowed = 0.159" MAX BC PANEL TL DEFL = -0.009" @ 3'- 7.4" Allowed = 0.186" 3-06-13 MAX HORIZ. LL DEFL = -0.004" @ 5'- 7.5" T T MAX HORIZ. TL DEFL = 0.005" @ 5'- 7.5" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting 011111111411 system and components and cladding criteria. M 4x6 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A101`, load duration factor=l,6, Truss designed for wind loads ird - 7 in the plane of the truss only. N APOillAir= CO -V TY m o M-1.5x3 c. ...- 16 0 M-3x4 M-3x4 M-3x4 y y t 2-03-12 3-08-04 y 1, y y 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2ti4"7I ¢t0 PR°pi's JOB NAME : POLYGON PLAN 5-D NH - CJ3C 5 (NE Scale: 0.4986 WARNINGS: GENERAL NOTES,unless otherwise noted: ) s(1/5//r 1. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual 792/OPE r Truss: CJ3C 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 tq Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c,respectively unless braced throughout their length by ftp P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,e f1„ DATE• 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON c' 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -,"rT �p� v -sqr SEQ. : 6051321 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, `b! . design loads be applied to any component. and are for"dry condition"of use. / .4 1 4 24 + TRANS I D: 407540 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 �P fabrication,handling,shipment and installation of components. necessary. /1/1RAli 7.Plates assumes adequate ne dthinace is truss,a l.. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPIMItCA In BCSI,copies of which will be furnished upon request. lines dcwith jointcenter lines. 9.Diggs pinindicate 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-1983(MITek) EXPIRES:12/31/2015 1E11 11 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) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-109) 95 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 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" -24/ 369V -53/ 153H 5.50" 0.59 KDDF ( 625) 4'- 8.4" -118/ 148V 0/ OH 1.50" 0.24 KDOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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 = 0.039" 4-09-03 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" - . MAX TC PANEL LL DEFL = 0.054" @ 2'- 8.9" Allowed = 0.374" MAX TC PANEL TL DEFL = -0.052" @ 2'- 7.0" Allowed = 0.561" 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.4" MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.4" 10.00 0 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ti (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. v M v 0 o� � ��4 M-3x4 1, y y 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,41 011 JOB NAME: POLYGON PLAN 5-D NH - CJ4C'3.' 5`` +tN o, s,Af Scale: 0.5377 \ 1 tts `/5// 1 WARNINGS: GENERAL NOTES,unless otherwise noted: .4:. e�^n1„, 9.. /� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1.=92.'PE Truss: CJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,r� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..w"" m,r DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGONlit d�� !� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �P ,�##__ ^xJ SEQ.. : 6051322 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, Xi A. fl-A% ik^s design loads be applied to any component. and are for"dry full b on"of use. i" i 4, 2 �4r. TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if {y fabrication,handling,shipment and installation of components. necessary. , rte,��i i V 7.Designlaesassumesadequateon eh drainagecisprovided.truss, C1^( L-1» 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII IIII VIII VIII VIII I III I III IIII IIII TPI/WrCA In BCSI,copies of which will be furnished upon request. it coincideiitwith joint centerche. 9. Digits indicate size of plate in inches. EXPIRES: o MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 2 31/2015 1E10111 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=1 0) 72 2.6=( -93) 129 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-214) 36 5-7=(-122) 165 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -59) 46 3-7=(-184) 135 LOADING 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 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" -30/ 375V -53/ 153H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.5" -85/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" -1/ 115V 0/ OH 5.50" 0.18 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. [COND. 2: Design checked for net(-5 nsf) 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.209" MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed = 0.279" MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.039" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.051" 4-09-04 MAX HORIZ. LL DEFL = •0.007" @ 5'• 7.5" T MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5" /01 NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.007 (i) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4X6 load duration factor=1.Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads #hoiskii...... CO in the plane of the truss only. r Tr m M-3x41, c M-1.5x3 0 �� 6 . M-3x4 M-3x4 y ), ), 2-03-12 3-08-04 ), y > 1-00 2-05-08 6-00 3-06-08 [PROVIDE FULL BEARING:Jts:2,4,71 atO PR Ore JOB NAME : POLYGON PLAN 5-D NH » CJ4C p1N `�' Scale: 0.4610 A(x?, {, j[/1 9 WARNINGS: GENERAL NOTES,unless otherwise noted: (� w J922 � , t''". 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper Truss: CJ4C and Warnings before construction commences. Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �r 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fti Imo"'"" DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ft. OREGON Cr DATE: 9/5/2014 the overall structure is the respvnsibitity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ V RE VN SEQ. : 6051323 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. if., O fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, l� -47,d U. , �y design loads be applied to any component. and are for"dry condition"of use. ,0 - }` 14 r "2 b. nTRANS I D: 407540 5.CompuTrus has no control ow(and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �I P3 1 fabrication,handling,shipmentand installation of components. Decessary. 'YI fj IR' V P 7.Design assumes adequate drainage is provided. +-'f 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 1111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center che. 9.Digits i dsize of plate o Inches. q 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 1111111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 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 -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" MAX TC PANEL TL DEFL = -0.144' @ 3'- 4.8" Allowed = 0.718" -/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 0NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads oo in the plane of the truss only. 4 0 in r> vIPIAMIIIIIIIIIIIIIIIIIMIIIII 0- 0 �� 4=� M-3x4 y > y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,4,31 Scale: 0.4821 /, {� INE i� JOB NAME: POLYGON PLAN 5-D NH - CJ5 /1 WARNINGS: GENERAL NOTES,unless otherwise noted: 9ft2�y t 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual U^ 7.=7L 1 IPE -r- Truss: CJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by } Ir is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ✓ M DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n r si. SE /� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7 OREGON lid SE Q. : 6051324 fasteners are complete and at no time should any loads greater than 5.Desgn assumes trusses are to be used In a non-corrosive environment, yf,nn,.7 N. } design loads be applied to any component. and are for"drycondition"of use. s„! }s 1 , 'a �}-"`-- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 111. ' � „„R 5 7.Designlaesassumes atedadequate drainage iso truss, ,f'"f M 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPIMlrCA in BCSI,copies of which will be furnished upon request. git coincide with jointain lines. 9. Digits indicate size of plate in Inches. EXPIRES: b K o r� MiTek USA,InC./CompuTruo Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII 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) 72 2.6=(-150) 175 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-257) 55 5-7=(-195) 224 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -87) 66 3-7=(-249) 216 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -34/ 398V -66/ 185H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -21/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.6" -69/ 108V 0/ OH 1.50" 0.17 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.010" @ 5'- 7.5" 5-11-10 MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" T < NOTE:Design assumes moisture content does --/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 I) system and components and cladding criteria. 10,00 7 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, A (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. /-4x6 vri44444 illhl . ,. *. .,_ ....,._ a) T IMo� M 1.5x37 WOMM o y y 1y 2-03-12 3-08-04 1, ), J" , y 1-00 2-05-08 6-00 3-d6-08 'PROVIDE FULL BEARING:Jts:2,7,41 p PRop= , JOB NAME : POLYGON PLAN 5-D NH CJ5C Scale: 0.4046 �� ' ' , WARNINGS: - ', GENERAL NOTES,unless otherwise noted: 't5l `� lft ry f�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 =7G t�Y- Truss: CJ 5C and Warnings before construct on 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 td Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length byR�r P y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON jx DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ } V�E+f01UMr � 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. ",P4^, v Ix -v,� SEQ. : 6051325 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /. design loads be applied to any component. and are for"dry condition"of use. AN. 'I}" /4 „ .2.0 4. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes full bearing at all supports shown.Shim or wedge if necessary. MC* A ` �... fabrication,handling,shipment and installation of components. 7. necessary. assumes adequate drainage Is provided. L: rl t•. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111101111111111111TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideiindicate with jointacenter lines. 9.Digits indicate size of plate in inches. EXPIRES:USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201 55' IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDOF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-217) 192 3-4=(-115) 66 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° -24/ 377V -79/ 216H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -242/ 398V 0/ OH 1.50" 0.51 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0" -108/ 58V 0/ OH 1.50' 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinn.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.074" @ 2'- 9.2" Allowed = 0.481" /12 '6 MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003' @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, oTruss designed for wind loads in the plane of the truss only. co co vo�o -' 1-00 6-00 1-02 (PROVIDE FULL BEARING:Jts:2,5,3,41 ,0 pR(Fk. JOB NAME : POLYGON PLAN 5-D NH - CJ6 �, (r�> A.t Scale: 0.4578 ? 5// {jam WARNINGS: GENERAL NOTES,unless otherwise noted: 44 t��t.�'yy p - 't 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual4. '1 JG 41 0 r" Truss: CJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Jr continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /" DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r^ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '? OREGON 14, SEQDesign assumes trusses are to be used In a non-corrosive environment, 4. Ai. 4, TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. f1,+,, '�1, 20 -,..°�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 , 4 fabrication,handling,shipment and installation of components. ne sessary. 49 R A't 4 ? 7.Design assumes adequate drainage is provided. Il - 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I III IIII III 0111 NI III 10 IIII TPI/WfCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center linea 9.Digits indicate size of plate in inches. 10. o 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:1 2/•31/2015 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.7=(-114) 160 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-236) 46 6.8=(-149) 206 6-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=(-165) 126 3-8=(-229) 165 LOADING 4-5=( -62) 26 TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF • BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" •29/ 387V -80/ 217H 5.50' 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -16/ 131V 0/ OH 5.50' 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -147/ 230V 0/ OH 1,50" 0.29 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.1" -18/ 11V 0/ OH 1,50" 0.02 KDDF ( 625) GOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for nett-5 sof) uplift at 24 "oc spacinp.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.008" @ 2'- 3.8" Allowed = 0.339" 7-02-01 MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" T 1' MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. I Design conforms to main windforce-resisting system and components and cladding criteria. �� Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 12 in 1o.00 7 M-4x6 coilliii......, , M-3x4 Add98 -/o o snommicsii, M-3x4 CV 7 M 1.5x3• -moo 0 0 M-3x4 /, y y 2-03-12 3-08-04 y ), y 1, 1-00 y 2-05-08 4 08 09 y y 6-00 1-02-01 (PROVIDE FULL BEAR!,ING:Jts:2.8,4,51 cO PR Opt JOB NAME : POLYGON PLAN 5-D NH CJ6C Scale: 0.3413 � ' ��' `'ca WARNINGS: - GENERAL NOTES,unless otherwise noted: '91�15/11-7 I- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t =921/.{E Truss: CJ6C and Warnings before construction commences. building component.Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. AOPIP -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 stabddy during construction 2'o.c,and at in'o.c,respectively unless braced throughout their length by f taw DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2n Impact bridging or lateral bracing required where shown++ t,� SEQ. : 6051327 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' 'v 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, n �y design loads be applied to any component, and are for"dry condition"of use. ✓ '1 fr 14, -° �-t',. TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if I A fabrication,handling,shipment and installation of components. necessary. '''. Ps R I5 + V P P 7.Design assumes adequate drainage is provided. r1 fl L» 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 101111111111111111111 TPI/WTCA In SCSI copies of which will be furnished upon request. git coincide twith jointcenter nche. 9.Digitssindsize of tplate in inches. nn MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-266) 237 3-4=( -90) 38 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" -24/ 378V -93/ 249H 5.50" 0.61 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4" -14/ 22V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.118" @ 2'- 11.7" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = 0.104" @ 2'- 11.7" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.7" MAX HORIZ. TL DEFL = -0.003" @ 8'- 3.7" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting v system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CO O load duration factor=1.6, Truss designed for wind loads `+o in the plane of the truss only. N- CO r/- v o/- 5,... . 0 M-3x4 y ,k y i 1-00 6-00 2-04-07 'PROVIDE FULL BEARING;Jts:2,5,3,41 0 PR 0/6 JOB NAME : POLYGON PLAN 5-D NH - CJ7 (NEppq___ Scale: 0.4129 ` 5/1 WARNINGS: GENERAL NOTES,unless otherwise noted: //��p-J- �E f,,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual T.92 l O t� Truss: CJ 7 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1r i1ra"^ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r"� ry. DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ V t 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -574 �q_OREGON L'{f SEQ. : 6051328 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,' '�! N� C design loads be applied to any component, and are for"dry condition"of use. /F -71 14 '2,® "1- TRANS I D: 407540 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 R!.* fabrication,handling,shipment and installation of components. necessary. -031:110- 6. 3 A 1�t Y 7.Designlaesassumes adequateatedon draiface is truss, 1•� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center 111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. lines coincide with jointacenter 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:12/31/20155 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #19BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.7=(-115) 164 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-235) 82 6-8=(-149) 211 6-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=(-216) 173 3.8=(-234) 166 LONDIOP 4.5=( -68) 31 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 386V -93/ 249H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -19/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) M,M2OHS,MIBHS,M16 = MiTek MT series ,REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'- 4.4" -34/ 53V 0/ OH 1.50" 0.08 KDDF ( 625) 'BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.008" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" 8-04-07 MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 41 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10.007 i load duration factor=l.6, ii Truss designed for wind loads in the plane of the truss only. to M-4x6 timilhs_ Alill I IN • 8... o D M-1.5x3 M-3x4 7M-3x" O M-3x4 > y 2-03-12 3-08-04 ) ) y J' 1-00, 2-05-08 5-10-1 y 6-00 -04-07 'PROVIDE FULL BEAR14G;Jts:2,8,4,51 ,`t,D PR O> S JOB NAME : POLYGON PLAN 5-D NH - CJ7C 1Nk' ' Scale: 0.3027 CI. 5I1 (1- WARNINGS: GENERAL NOTES,unless othenwsenoted s�9�2.�.it PE -r, CJ7C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: CJ 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 temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 41� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �,r DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it 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. -r+} O 4./../ SEQ. : 6051329 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, s"�A-.7' �xvQ 4. design loads be applied to any component, and are for"dry condition"of use. *../ }' .� �'"1;- T BANS I 407540 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 �I C� fabrication,handling,shipment and installation of components. necessary. 'v/� 4 V 7.Designassumes atedadequate drainage is sRIO- 6. 8.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and pieced so their center IRO III IIII I III I III IIII VIII IIII ill TPI VVTCA in BCS'copies of which will be furnished upon request. it coincide with jointcenterinches.9.Digits indicate size of plate in Inches. MITekUSA,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 1E110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-319) 286 3.4=(-102) 45 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 376V -107/ 284H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -250/ 379V 0/ OH 1.50" 0.48 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.9" -53/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" MAX IC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" 0 MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.1" MAX HORIZ. TL DEFL = -0.004" @ 9'- 6.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. c co co v 0 M-3x4 > ), y ), : 1-00 6-00 3-06-14 'PROVIDE FULL BEARING;Jts:2,5,3,4' c,0 PR Ore JOB NAME: POLYGON PLAN 5-D NH - CJ8 1N Scale: 0.3715 WARNINGS: GENERAL NOTES,unless otherwise noted: ,et't�1 i- 9�,." /+ 0 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 7G,0 P l- Truss: CJ 8 and Warnings before construction commences. building component.Applicability of design parameters and proper A!J 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.n,and at 10'o.c,respectively unless braced throughout their length by }t 4 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '` y fy., DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /'`K' SEQ. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. ` �}_ to VV t ^y SEW. : 6051330 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.f "7 } fl design loads be applied to any component. and are for"dry condition"of use. , 14 '�'�- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Designne , l l+*„„R�` 7. laesassumes adequateatedon draiface is truss, G:PRO, 8.This design is furnished subject to the limitations set forth by 6.Plates shall be located both faces of truss,and placed so their center 111111111111111111111111 TPI/WTCA In SCSI copies of which will be furnished upon request. lines coincide with joint tecenter nche. 9. Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 11111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-374) 304 3-4=(-142) 57 TC LATERAL SUPPORT <= 12"0C. UON. ' LOADING 4-5=( -56) 0 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 OVERHANGS: 12.0" 9.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 331H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -129/ 191V 0/ OH 1.50" 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 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 = -0.001" @ 10'- 9.2" Allowed = 0.077" MAX TL CREEP DEFL = -0.001" @ 10'- 9.2" Allowed = 0.103" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" 0MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.007 Design conforms to main windforce-resisting system and components and cladding criteria. co Wind: 140 mph, h=23.7ft, 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, c Truss designed for wind loads as in the plane of the truss only. Co oPir -V M-3x4 1, y 1, y 1-00 6-00 4-09-04 'PROVIDE FULL BEARING;Jts:2,6,3,4b (Alt Ores �, JOB NAME: POLYGON PLAN 5-D NH CJ9 Scale: 0.3424 , GINE /, WARNINGS: . GENERAL NOTES,unless otherwise noted: ry /� � sf�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 =9 G 4 11 r E (- Truss: CJ 9 and Warnings before construcryon commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing trust be installed where shown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing t Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of y 9 9 / v 'Cr continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'V4. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /�� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. (� `4, SEQ. : 6051331 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. /6 "' 1' 14 2° ^�- TRAN S I D: 407540 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 } �j Q fabrication,handling,shipment and installation of components. necessary. ,Nrj L�Fy R y V P P 7.Design assumes adequate drainage is provided. '�r7 f-� 1.. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII II II IMAM!I III VIII II III II IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincide with jointf 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 111111111 IIIIllH II) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(•411) 381 3.4=(•192) 140 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -55) 29 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 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED PRO AREA LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'• 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 9'- 11.2" -137/ 194V 0/ OH 1.50" 0,25 KDDF ( 625) 11'- 11.7" -30/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'• 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.9 MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7'10.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, p Truss designed for wind loads o in the plane of the truss only. MVt 1-00 6-00 5-11-11 [PROVIDE FULL BEARING:Jts:2,6,3,4.5I t0 PR of-, JOB NAME : POLYGON PLAN 5-D NH - CJ10 5 + t9, Scale: 0.3221 \ `/yr}j��J ft 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 f=7 t f Truss: CJ 1 0 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at err is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJpe r 9 e r "''*mow,- P y continuousxImpact sheathing such aacingoe sheathing(TC)iredere own drywall(BC). DATE: 9/5/2014 Nothe overallstructurebera Is the responsibilityanyp of the buildingafter designer.n 3.Installation bridging laterale bracing required the where shown++ OREGON tr 4. load should applied to any component until all bracing and 4. of truss Is the responsibility of the respective contractor. �"f ,q� r6,r SEQ. : 6051332 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� ".7� '1° '-i"'A. and are for"dry condition"of use. -i"' design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if ' r {}�P" TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. 41: "' t V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. L}l R I.- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPI/WI-CA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9.Digits indicate size of plate in inches. EXPIRES: n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1989(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-454) 427 3-4=(-246) 188 TC LATERAL SUPPORT <= 12"OC, UON. LOADING 4.5=( -77) 55 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 377V -148/ 392H 5.50' 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -169/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) 13'- 1.6" -60/ 90V 0/ OH 1.50" 0.14 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 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" ii MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.008" @ 13'- 0.9" MAX HORIZ. TL DEFL = -0.008" @ 13'- 0.9" NOTE:Design assumes moisture content does /I not exceed 19X at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 v system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. /I r co ,- 4:1- 6._' -/ • GI, • M-3x4 1-00 6-00 7-01-10 IPROI,iIDE FULL BEARING:Jts:2,6.3.4,5I „..0.0 PR(.�r�'�C JOB NAME : POLYGON PLAN 5-D NH ~ CJ11 coGINE V. Scale: 0.2976 \ 1 1 WARNINGS: GENERAL NOTES,unless otherwise noted: l /" 7 � •fr�� b 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =7 i E� Truss: CJ11 and Warnings before construct on commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing rust be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erec or.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Ip Y continuous sheathing such as plywoodsheathing(TC)s and/or drywall(BC). ry. DATE: 9/5/2014 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. -'p to SEQ. : 6051333 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-- A. N�` A` and are for"dry condition"of use. /0 "1 j' design loads be applied to any ver an component. 6.Design assumes full bearing at all supports shown.Shim or wedge if r {�P TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. A_ V fabrication,handling,shipment and installation of components.. 7.Design assumes adequate drainage is provided. "'r+-liF{l 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII I III(ILII VIII VIII III ILII TPINVECA in SCSI copies of which will be furnished upon request. lines coincide iat with jointain che. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-336) 304 3-4=(-109) 56 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 -111/ 296H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -261/ 392V 0/ OH 1.50" 0.50 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.8° -64/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc Spacino.) 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 = 0.064" @ 3'- 4.9" Allowed = 0.481" 10 MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.0" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.0" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10"00 7 system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 0 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 030 m M 0 OA- 5w m 0 1 M-3x4 J., ) y y 1-00 6-00 3-11-12 (PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ12 " " � , '� 0,, Scale: 0.3645 .7 /,/i WARNINGS: GENERAL NOTES,unless otherwise noted: 41^��y "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 =JL.4 OPE Truss: CJ 12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ 2'o.c,and at 10'o.c.respectively unless braced throughout their length by /r • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �"" • iy.. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r�n //`'�w'�,. 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 EGON 4/ SEQ. : 6051334 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,L� 4, N A design loads be applied to any component. and are for"dry condition"of use. .1 }' .� _ 2,',.., { TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if C fabrication,handling,shipment and installation of components. necessary. e Ali B.Designlaesassumesadequatene drainagehis sL" 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111 TPIMrrCA in BCS(,copies of which will be furnished upon request. git coincideiindicate with joint tecenter nche. B.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 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-249) 222 3-4=( -91) 37 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" -24/ 378V -88/ 238H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6" -14/ 3V 0/ OH 1.50° 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 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 = 0.095" @ 2'- 11.8" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10,00 F ), Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1,6, o Truss designed for wind loads o in the plane of the truss only. ti co v o/- 5..m. - 0 M-3x4 y y y 1-00 6-00 1-11-10 (PROVIDE FULL BEARING:Jts:2,5,3,4I 50 P R ori ^ JOB NAME : POLYGON PLAN 5-D NH - CJ13 �K �(+ , Scale: 0.4253 \ Gf WARNINGS: GENERAL NOTES,unless otherwise noted v ry /� f� er� 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 l�E r* Truss: CJ13 and Warnings before construct on 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 tc insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �+ DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'S.C.respectively unless braced throughout their length by /tom !"" continuous sheathing such as plywoodsheathing(TC)and/or drywall(BC). fy,. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 1 1 �'��^," 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /Li SEQ. : 6051335 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, ,q �N .4^, design loads be applied to any component, and are for"dry condition"of use. 1 '2„ "}^- TBANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �� fabrication,handling,shipment and installation of components. Dnesign assumes. P R.I i t P P 7.Desgn adequateated drainage i ogrossed. +'f 4.-5. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III I IIII I II VIII(III VIII I II ill TPI/WTCA in BCS(,copies of which will be furnished upon request. git coincide tae with jointcenterinches.e.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 II 1111IIIII 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 k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 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" -34/ 402V -66/ 184H 5.50' 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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" 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" -/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 0 NOTE:Design assumes moisture content does I2 not exceed 19% at time of manufacture. 10.00 V. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. .4- c, Lo co v o/- -/ o �� 4� M-3x4 > 1, y 1-00 6-00 IPROVIDE FULL BEARING;Jts:2,4,31 9,t0 PR JOB NAME : POLYGON PLAN 5-D NH - CJ14 � �C1P7�1�','�,` Scale: 0.4821 C? '( !1// J L7" WARNINGS: GENERAL NOTES,unless otherwise noted: ..yy p7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .,9G 1•f E 1-- TrussTruss: : CJ 14 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.n,and at 10'o,c.respectively unless braced throughout their length by ,,,i 4,110111" Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d /' "S!-" DATE: 9/5/2014 responsibilitybuilding g p or P q 9(r s ywall(sc). the overall structure is the res onsibilit of the designer. 3.2x Impact bridging lateral bracingrequired where shown++ r^� f� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "'I.- SEC:: OREGON +'{,/ 6051336 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, N design loads be applied to any component. and are for"dry condition"of use. ✓s# '' }" .�4, -� �^- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for Me 6.Design assumes full bearing at all supports shown.Shim or wedge if cil fabrication,handling,shipment and installation of components. necessary. /lit A ARA- 6. Designlaesassumes atedadequate drainage Iso truss, 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 1111111111111111111111 TPI/VYTCA In BCSI,copies of which will be furnished upon request. lines coincideinicwith jointcenter lines. 9. Digits indicate size of plate in inches. t* i MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 III V''''III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF f11&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-133) 112 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 398V -64/ 180H 5.50" 0.64 KDDF ( 625) 5'- 9.0" -108/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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 = 0.141" @ 3'- 6.1" Allowed = 0.465" 5-09-12 MAX TC PANEL TL DEFL = -0.129" @ 3'- 3.8" Allowed = 0.697" MAX HORIZ. LL DEFL = -0.002" @ 5'- 9.0" MAX HORIZ. TL DEFL = -0.002" @ 5'- 9.0" � NOTE:Design assumes moisture content does 12 li not exceed 19� at time of manufacture. 10.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads u� in the plane of the truss only. Cd O I «) CD sf o� ►� 4 M-3x4 I y y y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,1,31 ckt.D pR Ores JOB NAME : POLYGON PLAN 5-D NH CJ15 PR),�q } Scale: 0.4840 '/5// / WARNINGS: GENERAL NOTES,unless otherwise noted: „7 p7' 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 Ct' T 9211 11 f E `f" Truss: CJ 15 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing wrist be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�p "" P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rY. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ R OREGON �I"'c'• 4. No load should be applied to airy component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7 O -1c4 SEQ. : 6051337 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, ft,� 141 design loads be applied to any component. and are for"dry condition"of use. 6 • 1 TRANS I D: 407540 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 P fabrication,handling,shipment and installation of components. necessary. FN,j ty R{i 4 P P 7.Designlaesassumes adequate one drainagehis truss, C r'i it t L-5.» 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center _ VIII VIII II II VIII'III VIII I I'III'III TPIMIrCA in BCS',copies of which will be furnished upon request. git coincide with joint aIn che. 9. Digits indicate size of plate In Inches. Vr� 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:RES:12 r31/2015 111E 0111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-89) 81 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 345V -44/ 130H 5.50" 0.55 KDDF ( 625) 3'- 10.2" -125/ 134V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 0sf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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" 3-10-15 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.082" T f MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.109" MAX IC PANEL LL DEFL = 0.024" @ 2'- 1.8" Allowed = 0.300" MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 10.00 7 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.2" rpNOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, in (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads co in the plane of the truss only. M crPlAWAIIIIIMMIO C, �� 1111.-�4 M-3x4 1, 1, y 1-00 'PROVIDE FULL BEARING:Jts:2,3,4b 6-00 „A PR Or e JOB NAME : POLYGON PLAN 5-D NH - CJ16 Scale: 0.5878 iNE 6 , WARNINGS: GENERAL NOTES,unless otherwise noted: - // � s 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 11 P c-- Truss: CJ 16 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �, * " is the responsibility of the erector.Additional permanent bracing of - continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ EON �`" SE 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `}°' i,qy_� 4./ SE Q. : 6051338 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '+7 \,� N design loads be applied to any component. and are for"dry condition"of use. ,0 i" i 4, '�" - TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if ,,c, cessary. fabrication,handling,shipment and installation of components. ne Design ass C^ ry S y t V 7. laesassumes adequate ne drainagehcIs truss,a 'C� rl 4"5• 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 311111111111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. git coincide with joint ate in che. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 11 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) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. 1 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' I TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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" 5-1 110 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" -v MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" ') NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. v 0 c+' r� a o� t►� 4t�� M-3x4 J, y y 1-00 6-,00 'PROVIDE FULL BEARING;Jts:2,4,$I taco RROpe JOB NAME : POLYGON PLAN 5-D NH - CJ 17 Scale: 0.4821 `� G G '(N 1Pib WARNINGS: GENERAL NOTES,unless otherwise noted: =„rrrrrr^^^^^^��,,,,����ryjji /" 9�,,. 1.Builder and erection contractorshould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1 Sp f E Truss: CJ 17 and Warnings before construction commences. building component.Applicability of design parameters and proper 400.11111/1 2.2x4 compression web bracing Must be installed where shown+- incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Ira" is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P, ,ray„ DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /```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. "',P ,4��. -y SEQ. : 6051339 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,L�, '+7,� �iy4 4, design loads be applied to any component. and are for"dry condition"of use. d k 14, 2, �` TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. 444., A S t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided +:+'F 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 IIIIII VIII VIII VIII VIII VIII I I IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincideitwith jointcenterches 9.Digits indicate size of plate in inches. CV� MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 VI((((II(III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 26 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: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -132/ 478V -12/ 83H 5.50" 0.77 KDDF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50' 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ OH 1.50' 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacini 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6.00I/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019' @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222' MAX TC PANEL LL DEFL = 0.004° @ 1'- 5.5' Allowed = 0.204' MAX TC PANEL TL DEFL = 0.004" @ 1'- 4.3' Allowed = 0.307° 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 3.0" MAX HORIZ. TL DEFL = -0.000" @ 3'- 3.0" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. o 1111111111111111 . o/- 2� 4r M-3x4 1 > > y y 1-08 2-00 1-03-12 (PROVIDE FULL BEARING:Jts:2.4°31 ,90 P 13 Ore, JOB NAME : POLYGON PLAN 5-D NH - CSJ1iN€ Scale: 0.8191 I/y 1 C WARNINGS: GENERAL NOTES,unless otherwise noted: ' I✓/t I� •tt^r�+, /�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 :7G P Truss: CSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +r�Ir "" Po Y 9 continuous sheathing such as plywood sheathing(TC)s and/or drywall(BC). „M 1:C DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �. " 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -jr 4._OREGON ,, i SEQ. : 6051341 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-^ b7 t and are for"dry condition"of use. 'I 0 "'}- design loads be applied to any component. S.Design assumes full bearing at all supports shown.Shim or wedge if 1 ? ‘` TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. � 'L y 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'c4+rT I-y 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111 TPIIWTCA in BCSI,copies of which will be furnished upon request. it coincideictwith joint ate in inches.9. Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3v(-117) 53 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -98/ 461V -25/ 134H 5.50" 0.74 KDDF ( 625) 1'- 9.2" -65/ 193V 0/ OH 5.50" 0.31 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 7.7" -75/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc sgacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 6'- 7.0" 12 -/ MAX HORIZ. TL DEFL = -0.001" @ 6'- 7.0" 6.00 I/ - NOTE:Design assumes moisture content does 0 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. coc C) CO v o2 M-3x4 y ), y y 1-08 2-00, 4-07-12 (PROVIDE FULLIBEARING;Jts:2,4,3I EO .PROx JOB NAME : POLYGON PLAN 5-D NH CSJ2 GIN - Scale: 0.5840 qtr 01511 b WARNINGS: GENERAL NOTES,unless otherwise noted: fftt ryry 7r-'£ '�'. /�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 =92 0#P L Truss: CSJ 2 and Warnings before construct on 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 tc insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erec or.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , � CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r r� / 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7. Ar_V R EGON N �wd SEQ. : 6051342 fasteners are complete and at ilio time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, o d7 design loads be applied to any component. and are for"dry condition"of use. 4.1: '/}'. 14 2. -4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing Cl all supports shown.Shim or wedge if S JJ fabrication,handling,shipment and installation of components. necessary. 4fi A l 4-�^" 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPIA4IrCA In BCSI,copies of which will be furnished upon request. git coincide with jointain inches.9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.10=(-1663) 4302 10- 3=( -341) 1053 7.15=(-233) 532 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4933) 1929 10-11=(-1542) 3951 3-11=( -B03) 466 15- B=(-245) 335 WEBS: 2x4 KDDF STAND; 3- 4=(-3524) 1351 11-12=(-1082) 3153 11. 4=( 0) 366 2x4 DF STAND A LOADING 4- 5=(-2875) 1233 12.13=( -838) 2581 4.12=( -703) 297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2533) 1289 13.14=( -435) 1782 12- 5=( -313) 1029 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 1190 14.15=( -776) 2345 5.13=(-1362) 727 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3043) 1369 15- 9=(-1050) 2742 13- 6=( -522) 1020 8- 9=(-3238) 1327 6-14=( -372) 1119 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 7=( -708) 530 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -347/ 2034V -248/ 258H 5.50" 3.25 KDDF ( 625) 43'- 9.0" -274/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) JT 9: Heel to plate corner = 2.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.267" @ 14'- 6.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.490" @ 14'- 6.0" Allowed = 2.656" MAX HORIZ. LL DEFL = 0.120" @ 43'- 3.5" 22-00 21-09 MAX HORIZ. TL DEFL = 0.199" @ 43'- 3.5' f T '' NOTE:Design assumes moisture content does 2-09 5-10-08 6-04-08 7-00 7-06-15 7-01 7-01-01 not exceed 19% at time of manufacture. 1' 1' T T T T T T 12 12 Design conforms to main windforce-resisting 6.00 -- M-4x6 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 f'^ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), !` M-5X6(5) load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 0.25" M-5x6(S) o� 0.25" M-1.5x3 M-3x5 M-3x10 - ``- M-3x10 0 4 / �0 M-5x8 11 12 ,TIpl11111110•••••----- : .--- _ A o-� co 0 2 M-3x4 M-5x10 13 0.2514 M-3x4 15 9 0 a 2.75 +,2X WEDGE M-5x6 M-5x8(S) 12 W/(2) M-3X4 TYP. 2.75 c,,- ,1" y )' y J'12 J' y )' y -05-0 5-10-08 6-02 ),2 0), 9-05-15 8-11-05 8-09-12 y , 2-05-08 12-00-08 2-00 27-03 y 1-08 43-090.cO PROP".. , JOB NAME : POLYGON PLAN 5-D NH - D1 Scale: 0.1397co G // 0 WARNINGS: GENERAL NOTES,unless otherwise noted: ;^f.0 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 1 I PE r" Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length bytes continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r��t ty. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ R 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. ',' J ,,qq__ -K.i SEQ. : 6051343 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- `.7 design loads be applied to any component. and are for"dry full b on"of use. }f 7 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge iftIr fabrication,handling,shipment and installation of components. necessary. 41.. " i 7.Designiasassumes adequate ne draboth ace isotrus,provided. 'C� y. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I VIII VIII I I IIII I I VIII III IIII TPIIVJrCA in BCSI,copies of which will be furnished upon request. git coincideictwith jointcenterinches.9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:.12/31/2015 111E 1111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-15=(•2614) 8670 15- 3=( -370) 1254 2x6 KDDF #1&BTR T2, T3 2- 3=(-10024) 3052 15-16=(-2336) 7040 15- 4=( -248) 1598 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -9298) 2850 16-17=(-3184) 8740 4-16=( -394) 310 WEBS: 2x4 KDDF STAND I LL = 25 PSF Ground Snow (Pg) 4- 5=( -7446) 2614 17-18=(-3194) 8672 16- 5=( -650) 2246 TC UNIF'I'LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6=( 0) 0 18-19=(-3358) 8934 16- 7=(-2736) 1248 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'• 0.0" V 5- 7=( -6642) 2370 19-20=(-3010) 8132 7-17=( -444) 1282 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIFILL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0" V 7- 8=( -8830) 3350 20.14=(-1912) 5602 17- 8=( -244) 878 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0" V 8- 9=( -8444) 3242 18- 8=(-1376) 636 9.10=( -8660) 3238 18- 9=( -616) 326 NOTE: 2x4 BRACING AT 24"OC UON. FOR -C'CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10.12=( -5882) 2108 9-19=( -502) 480 ALL FLAT TOP CHORD AREAS NOT SHEATHED -C'CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 11-12=( 0) 0 19.10=( -182) 968 12-13=( -6614) 2320 10.20=(-2810) 1316 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13.14=( -6546) 2252 12.20=( -498) 1858 OVERHANGS: 20.0" 0.0" REQUIRE ENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20.13=( •192) 394 ** For hanger specs. - See approved plans BOTTOM HORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOT OM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -1151/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) M,M20HS,M18HS,(orM16 = MiTek MT series ( 2 ) complete trusses required. 43'- 9.0" -1096/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) JDin together 2 ply with 3"x.131 DIA GUN nails staggered at: :(-- 3" oc in 1 row(s) throughout 2x4 top chords, COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. R" oc in 2 row(s) throughout 2x6 top chords, r" oc DEFLECTION LIMITS: LL=L/240, TL=L/180 oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.005" @ -1'- 8.0' Allowed = 0.167" oc in 1 rows) throughout 2x4 webs. MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.300" @ 22'- 8.7" Allowed = 2.142" MAX TL CREEP DEFL = -0.594" @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.109" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.180" @ 43'• 3.5" 9-11-11 24-00-10 9-08-11 NOTE:Design assumes moisture content does T f . T not exceed 19% at time of manufacture. 3-02-03 0-06-11 2-03-08 5-11-03 0.06-11 4-10-02 T T T T T f'( T T Design conforms to main windforce-resisting 2-07-0 3-07-09 4-02-13 6-02-11 5-04-08 4-03-14 system and components and cladding criteria. 9 10-08 9-07-08 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), T T T load duration factor=l.6, M-7x8(S)12 533.30# M-3x4 533.30# 12 Truss designed for wind loads 6.001/ M-4x8 ( M-5x6 X16.00 in the plane of the truss only. 5 6 M-3x5 18 0925" M-310x5 11 2 13. M-3x44 M-1.5x3 M 1.5x3 \/"N__ 0, M-3x10 s _ M-3x8 0 v .--'��5 16 i- N1 e! 0 1 M-7x10 M-3x8 M-7x:', 18 0.25's 20 *14 o M-3x8 O **2X WEDGE M-7x10 M-7x8(S) -• 2.75 W/(2) M-3X4 TYP. 2.75 0 12 12 J J' yIy J' y 3-05-0 6-09-12 5 02-12 y2-o0, 9-02-04 9-00-08 9-00-04 y , 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 pp Scale: 0.1467 C7� t1' , a JOB NAME : POLYGON PLAN 5-D NH DH15�1 WARNINGS: GENERAL NOTES,unless otherwise noted: „ .�1 1.Builder and erection contracto should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 9G!+P E r Truss: DH 1 and Warnings before construe on commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing ust be installed where shown+, incorporation of component is the responsibility of the building designer. -'P' 3.Additional temporary bracing tO insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at sir DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /i mrd" ' continuous sheathing such as plywoodaired sheathing(TC)and/or drywall(BC). d n. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �V`�'. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 ,q� -,4, SEQ. : 6051344 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .2 ^7„l N'w. and are for"dry condition"of use. �*. n design loads be applied to any component. V. 14 1 4- T BANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment.and installation of components. Dnecessary. t 7.Plates assumes adequateatedon drarace is oprovis,provided. 4%i1:111-Ce'' . 1,t•,5.� B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center 111111111111111111 7PI/WTCA in BCSI,copies of which will be furnished upon request. git coincideIwith jointcenter nche. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 101&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.15v(-1943) 4359 15. 3=( -193) 596 2x6 KDDF #1&BTR T2, T3 SPACED 24.0' O.C. 2- 3=(-5055) 2323 15.16=(•1536) 3431 15- 4=( -422) 947 BC: 2x6 KDDF N1&BTR 3- 4=(-4703) 2253 16.17=(-1804) 4102 4.16=( -367) 244 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3503) 1741 17-18=(-1726) 4096 16- 5=( -445) 1192 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( 0) 0 18.19=(•1757) 4235 16- 7=(-1321) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 7=(-3092) 1593 19-20=(-1689) 3826 7-17=( -142) 657 BC LATERAL SUPPORT <= 12"0C, UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4148) 2081 20.14=(•1308) 2765 17- 8=( •297) 376 8- 9=(-3989) 1950 18- 8=( •633) 396 LL = 25 PSF Ground Snow (Pg) 9-10=(-4094) 1897 18- 9=( -318) 152 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.12=(•2734) 1406 9-19=( -258) 201 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 0 19.10=( -53) 491 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3119) 1526 10.20=(-1364) 635 13.14=(-3258) 1577 12-20=( -375) 1004 OVERHANGS: 20.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 20.13=( -29) 218 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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" -405/ 2034V -104/ 113H 5.50" 3.25 KDDF ( 625)** For hanger specs. See approved plans 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,C18,C1418 (or no prefix) = CompuTrus, Inc ]COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.329" @ 22'• 8.7" Allowed = 2.142" MAX TL CREEP DEFL = -0.571" @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.119" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.174" @ 43'- 3.5" 13-03-11 17-04-10 13-00-11 f NOTE:Design assumes moisture content does 3-02-03 3-05-12 2-03-08 5-11-03 3-05-12 4-10-02 not exceed 19% at time of manufacture. T T TT T T T T Design conforms to main windforce-resisting 2-07-0 3-07-09 1-03- 2 6-02-11 -05-0 4-03-14 system and components and cladding criteria. T T T 1' T T T 1' T T T T 9-10-OB 9-07-08 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 M-3x4 11 T T load duration factor=l.6, 12 M-7x8(5) 12 Truss designed for wind loads 6.00 1/ M-5x65 M-3x4 s 0 25" 10.3x510 M-4X6 Q 6.00 in the plane of the truss only. .e 11 y T 3 M-3x44 M-1,5x3 + 3 M-1.5x3 M M-3x10��-4 - M 3x8 0 v hi s 16 17 1"..s----l el tO 0 1 M-7x10 M-3x8 M-7x8 18 0.2519 20 *14 o M-7x10 M-3x8 a 2.75 **2X WWEDGE3X4 TYP. 2.75 - M-7x8(S) 12 W/(2) 12 I I I I I I -05-0 6-09-12 5 02 12 y2 00> 9-02-04 9-00-08 9-00-04 y y -05-08 12-00-08 2-00 27-03 y 1-08 43-09 ti) PROreS JOB NAME: POLYGON PLAN 5-D NH - DH2 Scale: 0.1467 ,C13 �;P �t�, s,0 WARNINGS: GENERAL NOTES,unless otherwise noted: f12.�y1 I. 11 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 �` 7.:721 i C t- r Truss: DH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respective] unless braced throughout their length i/irr""" DES. BY: LJy 9 ( by ,/•il,. : P Y continuous bridging such as plywood sheathing(TC)dwhere and/or drywall(BC). DATE: 9/5/2014 N the overallstructurebera is the responsibilityanyp of the building lldesigner.rr 3. Impact or laterale bracing required the where shown++ OREGON f�� 4.No load should m applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -G' W SEQ. : 6051345 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� design loads be applied to any component and are for"dry condition"of use. lb "4.), 14 .,. . TRANS I D: 407540 5.CompuT us has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if e fabrication,handling,shipment and installation of components. necessary. 41 : A O- 7.Designlaesassumes atedadequate draothi face is provided. L�...j"f(-f 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPIM/rCA In SCSI,copies of which will be furnished upon request. git coincideiswith jointacenter lines. 9.Digits indicate size of plate in inches. MITekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(•1627) 4217 14- 3=( -332) 1034 20-12=(-79) 251 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4923) 1901 14.15=(-1508) 3872 3.15=( -786) 419 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1366 15-16=(-1095) 3091 15- 4=( 0) 365 2x4 DF STAND A I LOADING 4- 5=(-2869) 1223 16-17=( -829) 2561 4-16=( -729) 350 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1187 17.18=( -702) 2427 5.16=( -340) 1042 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18.19=( -702) 2427 5.17=(-1026) 550 BC LATERAL SUPPORT <= 12"OC. UON. 1 TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1107 19.20=( -884) 2558 6-17=( -358) 762 8-10=(•2214) 1077 20.13=(•1023) 2712 17- 8=( -470) 169 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-2552) 1114 8.19.1 -440) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3040) 1230 10.19=( -285) 773 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-3218) 1284 19.11=( -491) 343 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-20=( -76) 319 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -322/ 2034V -181/ 191H 5.50" 3.25 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 43'- 9.0" -251/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series JT 13: Heel to plate corner = 2.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.251' @ 14'- 6.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.474" @ 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.124" @ 43'- 3.5° 16-07-11 1 10-08-10 16-04-11 MAX HORIZ. TL DEFL = 0.208' @ 43'- 3.5" 5-10-08 1-09 04-05 0-04-11 5-02-02 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 2-09 5-10-08 0-0�4-11 5-04-05 5-05-10 f ,r5-04-05 Design conforms to main windforce-resisting �� system and components and cladding criteria. 16-06-08 16-03-08 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M- x8 load duration factor=1.6, 6.00/ M-3x4 67 0 �I6.00 Truss designed for wind loads 5 "' 4 in the plane of the truss only. M-5x6(5) M-3x4 0"25" 1 a + + + M-1.5x3 2 M-3x5 M 3x10 ,,M-3x10 0 o 1 -.. - 14 15 16 Mak.; a ' A °`** o o M-5x8 M-3x4 M-5x10 17 M-1185x3 0.25''P M 3x4 20 13 0 **2X WEDGE M-5x10 M-5x8(S) 12 2.75 W/(2) M-3X4 TYP12 . 2.75 - 12 -05-0 5-10-08 6-02 2-OOy 5-06 5-10-12 7-09-02 8-01-02 y , 05-08 12-00-08 2-00 27-03 y 1-08 43-09 pe JOB NAME: POLYGON PLAN 5-D NH - DH3 �' R� Scale: 0.1338 \� f) { WARNINGS: - GENERAL NOTES,unless otherwise noted: / /" 1�q 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and is for an individual 92 II OPE t•- -7.., Truss: DH3 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 tri Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at rre. is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,irt�"" DES. BY: LJ /r !- P ry 2x Impact sheathing such bracing cing req ueadhwhere s ownor drywall(BC). ,� DATE 9/5/2014 the oadrsdctera Is ted to ally cibi pty of the ntillaingfte des gnee 4. In tmpai bodging lateralhe ponsbi required the where shown++ OREGON CC 4. No load should be applied to ally component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. '�",r ,,}g__ S E Q. : 6051346 fasteners are complete and et en time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L, '4"7 Qkr. A. and are for"dry condition"of use. 1' n design loads be applied to any component. {�J '�,i} a � TRANS I D: 407540 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 necessary. t* fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ^ r.,A it4 t^( t-i.. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center III I(IIII VIII II II IIII VIII III I III III TPIMffCA in BCSI,copies of which will be furnished upon request. lines coincideictwith jointcenterche. B. Digits indicate size of plate in inches. o t Jn 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(20155 11 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'• 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-1958) 4217 14- 3=( -408) 1034 20-12=(-79) 226 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4923) 2340 14.15=(-1814) 3872 3-15=( -786) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1732 15.16=(-1374) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1592 16-17=(-1123) 2561 4-16=( -729) 341 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 5- 6=(-2434) 1516 17.18=(-1114) 2427 5.16=( -401) 1042 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18.19=(-1114) 2427 5.17=(-1026) 475 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1413 19-20=(-1185) 2558 6-17=( -394) 762 8-10=(-2214) 1375 20-13=(-1303) 2712 17- 8=( -487) 277 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 18- 8=( 0) 297 NOTE: 204 BRACING AT 24"OC UON. FOR 10-11=(-2552) 1476 8-19=( -457) 292 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3040) 1564 10-19=( •361) 787 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-3218) 1611 19.11=( -491) 283 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-20=) -56) 319 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -445/ 2034V -182/ 192H 5.50" 3.25 KDDF ( 625) ** For hanger specs. See approved plans 43'• 9.0" -374/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) Connector plate prefix designators: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0' Allowed = 0.167" JT 13: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.299" @ 16'- 6.5" Allowed = 2.142" MAX TL CREEP DEFL = -0.474" @ 14'- 6.0" Allowed = 2.856" 19-11-11 4-00-10 19-08-11 MAX HORIZ. LL DEFL = -0.145" @ 43'• 3.5" MAX HORIZ. TL DEFL = 0.208" @ 43'- 3.5" 5-10-08 1-09 2-r05-04 3-03-12 5-02-02 NOTE:Design assumes moisture content does 2-09 T T 5-10-08 f f3-03-12< -05-0f 5 05 -10 5 04-05 not exceed 19% at time of manufacture. ' T T T T '' T T T T T T Design conforms to main windforce-resisting 16-06-08 16-03-08 system and components and cladding criteria. T T 7 9 T '' Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 6.001/ 8 M-3x8 p 6.00 load duration factor=1.6, M-3x4 Truss designed for wind loads M-5x6(S) 5 "' in the plane of the truss only. M-3x4 0.25" 1 4 M-3x5 °` '+ + + M-1.5x3 2 M-3x10 3 r M-3x10 0 0 M-5x8 M-3x4 M 5x10 M-5x10M-1185x30.25'I� M 3x4 *1 3 0 - 2.75 **2X WEDGE 2.75 o M-5x8(S) 12 W/(2) M-3X4 TYP. 12 y y y y ), y y y y -05-0y 5-10-08 6-02 ,2-00 5-06 5-10-12 7-09-02 8-01-02 y , ,-05-08 12-00-08 2-00 27-03 y 1-08 43-09 Qti) PR Ore JOB NAME : POLYGON PLAN 5-D NH - DH4 Scale: 0.1338 INE. `-'o WARNINGS: GENERAL NOTES,unless otherwise noted: r�n �E f,,,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =J / P Truss: DH4 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • DES. BY: LJ 2'o.c,and at 10'o.c.respectively unless braced throughout their length byir� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 0,- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n ! r� `"c. 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. Y, ,q_OREGON V N (/ SEQ. : 6051347 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, f ' N. design loads be applied to any component. and are for"dry condition"of use. 4.'-ib }'- 14, 2,°�0,,A•'TRANS -- I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifV fabrication,handling,shipment and installation of components. necessary. 1 �.r.,RAO- 8. t 7.Designlaesassumes atedadequate drainage iso truss, C j^( L»4 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111101111111111111111 TPI WfCA in SCSI,copies of which will be furnished upon request. git coincidewith jointcenter lines. 9. Digits indicate size of plate in inches. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 12/31/2015 11111111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N1&BTRSPACED 24.0" O.C. 2.3=(-64) 38 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" -68/ 301V -23/ B/H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1 11-1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" '( '' MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 7 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. '4 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, fr Truss designed for wind loads o in the plane of the truss only. 0 0 N O o� ,110,1:9""ii...11111._ 4► -f M-3x4 y y y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3] ,ckt0 PROpe JOB NAME : POLYGON PLAN 5-D NH -H EJ1 -s` . t+ ),R�rt,'Y.,`,. .1 Scale: 0.6772 kr ' f 5/i ! a1 WARNINGS: GENERAL NOTES,unless otherwise noted: 'r9r�12q JCC" 1.Budder 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 =:JG 1 11 P G r Truss: EJ 1 and Warnings before construct on 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 tc Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erec or.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � � r P y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r n r�. "CC. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 1 �```+" 4.No load should be applied to a ty component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ` ' ,,yqr__ izi SEQ. : 6051348 fasteners are complete and at mo time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, arf "7,� tib. design loads be applied to any component. and are for"dry condition"of use. �" 1 4 "�, " TRANS I D: 407540 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 �r fabrication,handling,shipment and Installation of components. necessary. `Y/ " 1 7.Designlaenassumes atedadequate drainage is sC E{ ,,,1+ 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII III VIII I III VIII I III'III'III TPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with jointcenter lines. g.Digits indicate size of plate in inches. v r* 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 111111III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 73 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" -41/ 322V •44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ •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" 12 -/ MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.054" 10,00 7 i MAX BC PANEL TL DEFL = 0.002" @ 1'• 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'• 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=l.6, Truss designed for wind loads co in the plane of the truss only. M/ OarAilli c, r 41110.--- 11.1 M-3x4 y y 1, 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3I ,0 RROpe,, JOB NAME : POLYGON PLAN 5-D NH - EJ2 � i0-41 Scale: 0.6371 C'*. °I'15/441 1 t' WARNINGS: GENERAL NOTES,unless otherwise noted: =9 i- t°� �i-A �1„,» 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 2 I t P Truss: EJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �"' - DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /'' i It 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -`j ,q,OREGON u As SEQ. : 605 1 349 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, / '444� design loads be applied to any component. and are for"dry condition"of use. t }. 1 4 2- �^4- TRANS I D: 407540 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,handling,shipment and installation of components. necessary. 41. 1:11:1111-‘"" 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111101111111111111111111111111111 TPI VYfCA in BCSI,copies of which will be furnished upon request. it coincideitwithzjointcenterches 0. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1'-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-144) 105 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG 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' -24/ 309V -66/ 185H 5,50" 0.49 KDDF ( 625) 1'- 9.2' -65/ 156V 0/ OH 5.50" 0.25 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -103/ 153V 0/ OH 1.50' 0.24 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. GOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0,001" B 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 10.00 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cn c3 load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. to P3 /-VrA7/- -4- o il - 0 ►� 4►� M-3x4 ) ) ), y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts: ,4,31 v`c 0 RRQ, JOB NAME: POLYGON PLAN 5-D NH EJ3 �� (N Scale: 0,5134 N. t ` � l WARNINGS: GENERAL NOTES,unless otherwise noted: '` !y.y -2" 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 =�7L.I*P E Truss: EJ 3 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 Ic insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �w"" is the responsibility of the erec or.Additional permanent bracing of continuous sheathingsuch asAIIIP plywood sheathing(TC)and/or dlywall(BC). pry., DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 �r�OREGON L`j j SEQ. : 6051350 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, sof °7� N 'N design loads be applied to any component. and are for"dry condition"of use. ,e>, }" 14 2,O �' - TRANS I D: 407540 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 iJ fabrication,handling,shipment and installation of components. neessary. /�'.„,Rtr 7.Designlaesassumes adeqne drainage a istru ,provided. ,t+f 4. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111 TPIMrrCA in BCSI,copies of which will be furnished upon request. lines coincide with jointcenterche. 9.Digits indicate size of plate in inches. C C nrr1� MiTek USA,IDC./COmpUTrusSoftware7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1688(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by PACIFIC LUMBER-BC IIIIIIIIIIIIIIFICq=1.00 WRIDD IBC 2012 MAX MEMBER FORCES 4 TRUSS SPAN 7'- 11.7" 1.MB( 0) 72 wR/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2.3=(•194) 138 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. BC: 2x4 KDDF #1&BTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7,N) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF248V 1'- 0.0" 0/ -88/ 238H5.50" 5.50" 0.49 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -167/ 308V 0/ OH 5.50" 0.40 KDDF ( 625) OVERHANGS: 1p.e" 0.0" 7'- 11.7" •138/ 205V 0/ LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: COND. 2: Desitn checked for net •5 rsf u.lift at 24 "oc sracint. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.009" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" 0 MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" NOTEx19t attimeof nelu notexceedmanufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads CD in the plane of the truss only. 0 0 0 r-- co M Vt - OJ��-- �� ocm4 0 M-3x4 1-00 2-00 5.11-11 x.,00PROF68PROVIDE FULL BEARING'Jts:2 4 3 PLAN 5-D NH - EJ4 Scale: D,425DI511 ` JOB NAME: POLYGON -92••P �` GENERAL NOTES,unless otherwise noted: Ale,+" -building component.Applicability of design parameters and proper 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. Incorporation atwn of component is the responsibility of the building designer. Truss: EJ 4 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 y o.c.and at 15'o.c.respectively unless braced throughout their by OREGON"op �„ ✓ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dein length BC). DES. BY: LJ the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ YG/���V 14 ON �4 DATE" 9/0/ 135 5.Design assumes trusses are to be used in a non-corrosive environment, 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 and are for"dry condition"of use, its shown.Shim or wedge if �,�„�.. SEQ. : I D: 4075401 design loads applied on ro any r and assn 8.Design assumes full bearing at all supports TRANS I D: 5.CompuTrus has no control over and assumes no responsibility for the T Des gn anecessassumes adequate drainage is provided. fabrication,Is handling,shipment tori ie ion of components. on 8.This design Is furnished subject the limitations set forth by 8'mets coincideawith located center of truss,end placed so their can er �V�� III VIII VIII VIII IIII IIII 7PI/UYTCA In BCSI,copies of which will be furnished upon request. 9 Digits indicate size of plate in inches. h 1111111 VIII VIII II MiTek USA,IEC./CompUTf Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111111 This design preps, LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x4 KDDF CATION TRUSS SPAN 1'• 0.0" �`ryd 76, BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 TC LATERAL SUPPORT <= 12"0C. UON. SPACED 24.0" O.C. IBC 2012 MAX MEMBER FORCES BC LATERAL SUPPORT <= 12"OC. UON. 1.2-( -7) 84 2.4=0, LOADING 2-3=(-72) 45 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 20,0" 0,0" DL ON BOTTOM CHORD = 10,0 PSF BEARING LOCATIONS MAX VERT MAX HORZ BIG REQUIRED BAG AREA Connector plate prefix designators: TOTAL LOAD = 42.0 PSF REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Conner 8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'• 10.0" -105/ 460V -5/ 51H 1.50" 0.74 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 1'- O 2" 0/ OH 1.50" 0.08 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -81/ 31V 0/ OH 1.50" 0.05 KDDF ( 625) 6.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Desi n checked for net -5 sf urlift at 24 "oc sracint. AND BOTTOM CHORD CHECKED FOR 1OPSF DS ACTLIVENONLOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, llTLowed80 MAX LL DEFL = 0.021" @ -1'- 8.0" Allowed 80 0.167" MAX TL CREEP DEFL = -0.021" @ -1'• 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = -0.001' @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.035" I • MAX HORIZ. LL DEFL = -0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1� Iv? load duration factor=1.6, Truss designed for wind loads -/- in the plane of the truss only. ot -i 0 02'4M-3x4 000 .....1111111111111 l 1-08 1-00 JOB NAME: POLYGON PLAN 5-D NH - P1 �•at,t� PROPSSS WARNINGS: Scale: 1.0020 cam ` /)/) Truss: P 1 ES,unless otherwise noted: 1•Budder and erection contractor should,be advised of all General Notes 1.GThis designL s based only uponthe parameters shown and is for an individual .�J �t. �y r and Warnings before construction commences. building component.Applicability of design parameters and proper -57 2.2x4 compression web bracing must be�installed where shown r, incorporation of component is the responsibility of the building designer. , DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: :9/5/2014 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 the overall structure is the responsibility of the building designer. continuous sheathing such as SEQ. : 6051353 4.No load should be applied to any component until after all bracingand q, plywood sheathing(TC)and/or drywalf(BC). / '' 3.Installation Impact bridging is lateral boning required the where shown contractor.a -410 �y,. fasteners are complete and at no time nhould any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, `'� of truss is the responsibility of the respective TRANS I D: 407540 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. v , f 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary. /6 .y1. 1 4, 00 -{'`, I II VIII VIII 11111 VIII VIII VIII IIII IIII 6.This design is furnished subject to the limitations set forth by 7.Designlatesassumes adequate on both thifaces age Is provided. jj PAIL. T' TPUWTCA in SCSI,copies of which will be furnished upon request. 8 lines coirncide with joint center lines. of truss,and placed so their center / 1'1 I� ,,. 9. MiTek USA,InC./CompuTrus Software 7.6.6(1L)-E e in inches. 10.For�basic ts iconnector plcate size of atetdesign values see ESR-1 31 1,ESR-1 988(MiTek) - EXPIRES:12/31/2015