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Plans (93) / 7Et! 77-6 L-a-r r ®®� RECEIVED MAR 0 9 2016 MiTek. CITY OF TIG, RD R! !!! D1N 3 DiViSiON MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264_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: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. <<- 0 PROFFd,: �NGI NEER 0/0* 89782PE_— �' 9,L OREGON 04° ti PAUL 1!i •, s 1 inn August 7,2015 Reivera,Mark 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. A Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPFR F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnV berKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1 vAV Lj56CBygBiS 1 1-0-0 1 f>.5-61 I 1-2-0 1 E.17.ad Scale=1:25.0 1.5x3 ll 1.5x3 II 1.5x3 I I 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 • :7_, I, N e- c e . e • a e e ..... ir 2.•. 23 22 21 20 19 18 17 ...its. 3x5= 3x5= 1.5x3 II 3x5= 3x5= 3x5= I 7-0-14 17-7-1418-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets WO– [8:0-1-8.Edge].[19:0-1-8.EdgeJ LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 IC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Ina NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=1671/0,4-5=-2270/0,5-6=-2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=2423/0, 10-11=-1991/0,11-12=-1991/0,12-13=-1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=-384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 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). �— LOAD CASE(S) Standard �(#) PROF. FSS 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 5 ‘AGINE / Uniform Loads(plf) � ER 2 Vert:16-24=-8,1-15=-80 4/ Concentrated Loads(Ib) 897$2PE C.-. Vert:2=-674(F) 7 OREGON d'‘ Q' 9,QIf ��UL J�Q' EXPIRES: 12/31/2016 August 7,2015 6 s ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERANCE PAGE M11.7473 rev.02/16/2015 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. �, Applicability of design parameters and proper incorporation of component is responsbility 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 bulding designer.For general guidance regarding fabrication,quality control.storage,delivery.erection and bracing,consult ANSI/TP11 Quality Cdteda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available From Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Suite 109 risme UuQhrs,rA QN10 4 • rJob Truss Truss Type Oty Ply POLYGON R45124649 III PL15-264_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber E Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdfZNgikdygBiR 1 0-10-12 1 1 1-2-0 1 1 0.10-8 1 1 2.8-0 I Scale:1/2"=1' 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34x4= 4 5 6 7 8 • e d \ 14441"1"4004.4%., 0 N N e c e e e 1i1 13 12 11 10 9 3x4= 1.553 II 1.553 II 4x6= 3x6= 3x4= I 1-1-12 11442 12-3-12 1 13-8-4 I 1-1-12 0-7-0 0-7-fl 11-4-N Plate Offsets(X Y)— 12:0-1-8.Edae].13:0-1-8.Edael LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress!nor YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=819/0,3-4=-1502/0,45=-1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=382/0,2-14=-1170/0,7-9=1316/0,7-10=0/704,5-11=-471/0,4-11=345/0,3-11=0/993 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. Strongbaf ks to be attached to walls at their outer ends or restrained by other means. i�cO PRop cos �NGINE�R si0• 244 -9 4z' 8.782PE 1! �y OREGON`P 't-. 99kgRY *1 '; ,Q� (AUL ' EXPIRES:12/31/2016 August 7,2015 4 �r r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MWTEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE , Design valid for use only with MTek connectors.This design a based only upon parameters shown.and is for on individual Welding component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �p a for lateral support of individual web members only.Additional temporary bracing to insure stability during construction a the responsibillily of the IYI(TeK' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality controL storage.delivery.erection and bracing.consult ANSI/SPI1 Quality Criteria,DSB-89 and BCSI Brading Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312 Alexandria.VA 22314. Suite 109 ran,c Heighr�r.A scorn ..Job Truss Truss Type Qty Ply POLYGON R45124650 P1.15-264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.630 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-7nyxAbZWyUc51WHGifEXZdwpLm?ZVgaoo1aDG3ygBiQ I 2-6-0 1 p-5-1011 1-7-0 11 0-6.14 1 Scale=1:22.8 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 53x4= 6 7 8 e v ea •a •a e a a — \_ o — N O e O O O 14 13 12 11 10 3x4= 3x6=1.5x3 II 1.5x3 II 3x6= 3x4= I 5-10-2 16.5 2 17-0-2 I 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X Yl— [4:0-1-8 Edge].[5:0-1-8 Edge] LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:60 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) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1740/0,34=1740/0,4-5=-1761/0,5-6=1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 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. e'ilDPRO/ 4tJCa[NEF9 �� 2 `c 89782PE .- INN 9 OREGON t.' '.q� ''gRY162o'r" k PAUL •R\J _ EXPIRES: 12/31/2016 August 7,2015 a ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for on Individual building component. l- 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 resporsibi!lity of the MiTek� erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TP11 Quardy Cdteda,058.89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Sale 109 Cants Heights,CA rffiio Job Truss Truss Type Qty Ply POLYGON R45124651 PL15-264_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber d Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MITek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKotyJvgB-U WJOxZ8jokyffsSGMIm6rT v91TEGtylhJmpVygBiP 1 2-6-0 I 1 1-6-6 1 1 1-2-0 110-8-14 1 Scale=125.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 lk o N IPIIIIIIIIIIIIIIIIIIP"- — o :, v � v v . 1•& 13 12 11 10 �� 3x4= 3x8= 1.5x3 II 1.5x3 II 3x6= 3x4= 1 7-0-14 17-7-1418-2-14 I 14-4-4 I 7.0-14 0-7-0 0-7-0 8.1.6 Plate Offsets(X.Y1— 14:0-1-8.Edgej.[5'0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/fP12007 (Matrix) Weight:65 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) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-2010/0,4-5=-2110/0,5-6=-1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 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)14. 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. '\(stip PRQc CCI 0 6‘.1GI NEFc /029 9782PE 1' -7 OREGON ooh 19'l �'AUL �\I EXPIRES: 12/31/2016 August 7,2015 t t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/06/2015 BEFORE USE. Design valid for use only with Mrrek connectors.This design is based only upon parameters shown.and is for an individual bulding 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 responsibility of the A"Tek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control.storage,delivery,erection and bracing.consult ANSI/TPI1 Quatily Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely information available from Truss Plate Institute.781 N.Lee Street.Suite 312 Alexandria,VA 22314. Suite 109 Citrus Heinhlc�A meta l _ Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton.Oregon 7.530 5 Ju111 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMlm6rT 19JyEJXylhJmpVygBiP I 2-0.10 I I 1-7-0 1 I 0-8-14 1 1 7-6-0 I Scale=1:18.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 • • 0 N e e 1'Y 10 1 8 34' 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= I 2-3-10 12-10-10 13-5-10 I 9.7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— 12:0-1-8.Edge).[3:0-1-8.EdggJ LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 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. . QED PROFF s cc �GIN s/0-y . 89782PE C" P: v 7�Ir -9 .REGON p'' EXPIRES: 12/31/2016 August 7,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 0111-7473 rev.02/16/2015 BEFORE USE Design valid for use only with Eek 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 h responsiblity of building designer-not truss designer.Bracing shown `• M 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 bulding designer.For general guidance regarding MiTek" fabrication,quality control.storage,delvery,erection and tracing.consult ABSI/IP11 Quality Criteria,DSB-89 and BCSt Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Suite 109 Mot,Heirghtc,ra ocein Job Truss Truss Type aty Ply POLYGON R45124653 PL15-264_UPPER FOG Floor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHamU5spGpReg3G?e203vZYzhM5FL3JLyygBiO I 7$0 I 2-1-17 I I 1-7-0 110-9-8 I 2-1.0 I 1 1-2-0 1 1 1-4-0 1 1-6-0 1 Scale=1:27.8 • 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e a0 11114114141111111111141111111% _ e e e e e ee 1T� 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 II 3x5= 3x4= 12-10-12 I 4-10-12 15-5-12 16.0-12 1 11-8-12 12-3-121 1 15-11-12 I 4-10-17 0-7-0 0.7-0 5-8-0 0-7-0 0-7-0 3.1.0 Plate Offsets(X.YI— p•0-1-8.Edge).[12:0-1-8 Edge].[15:0-1-8.Edge].[16:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incl YES WB 0.57 Horz(TL) 0.04 11 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) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=-2351/0,5-6=-2679/0,6-7=-2679/0,7-8=-1863/0,8-9=1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=1585/0,2-16=0/983,7-14=0/950,6-14=281/0,5-15=-490/0, 9-11=1159/0,9-12=0/1121 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. <�.R 0 PROFe co NGINE /4 /O 2 .89782PE r 7 OREGON ''` 1:9, k PAUL 01,0 EXPIRES: 12/31/2016 August 7,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M0-7473 rev.02/16/2015 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown.and's for an individual bulding component. 1• 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 stabilty during construction is the responsibility of theA A�Tek• erector.Additional permanent bracing of the overall structure is the responsibility of the bulking designer.For general guidance regarding ivl fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSII-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Suite 109 Cirnss Heinhrc CA g5n1n Job Truss Truss Type City Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:53:582015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guz0gOnnEBGYKrz?RiD8EU?ottOygBiN I 1-9-14 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 I Scale=1:17.6 1.5x3 II 354= 1.5x3 11 3x4= 1.5x3 ll 1 2 3 3x4= 4 5 6 e e IIMIP —Ai — 0 N i. a .r e 11 10 9 8 ?;(<:. 1.5x3 II 1.5x3 II 34= 3x4= 3x4= 1 2-0-14 12-7-14 I 3-2-14 I 9-4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y1— [210,11.Edgej 13:0.1-8 Edge] LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 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) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=796/0,5-7=-817/0,3-8=0/420 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. � ,�ED PROFESS c2 ENGINE /o2 cc .89782PE r -94L •REGON 9�/� PAUL �J�� 4RY 1b EXPIRES:12/31/2016 August 7,2015 t t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 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 Mil 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 MiTek" fabrication,quality control storage.derrvery,erection and tracing,consult ANSI/TPI1 Quality Criteria.DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Suite 109 cirn,cHnwPub�rA awn e Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264_UPPER FOB Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fd Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB.uzBSOzc10j6XW7b1 xUJTkTSMGNFRRbbOjfYQPgygBiM I 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-30 I I 2-3-0 I I 1-?-0 I I 0 I Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 354= 1.5x3 II 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • c e N ir'll15-""qllIllIllIllIl Will111;.3. Z 1.—‘1 O e e e 1' 16 15 14 13 12 3x4= 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 15-5-12150-121 11-8-12 12-3-12) 1 16-4-4 i 4-10.12 0-7-0 0-7-0 5-8-0 0-7-0 0-7.0 3-5-8 Plate Offsets(X Y)— 17:0-1-8 EdgeJ 112:0-1-8.Edge).(15.)-1-8.Edgej [16:0-1-8 Edge) LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.05 11 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) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2435/0,3-4=-2435/0,4-5=-2435/0,5-6=-2821/0,6-7=-2821/0,7-8=-2063/0,8-9=-2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063.11-12=0/1552 WEBS 3-16=-319/0,4-15=0/287,8-12=-559/0,2-17=1629/0,2-16=0/1028,7-14=0/894,6-14=-276/0,5-15=-526/0, 9-11=1675/0,9-12=0/946 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. .c 06INE4 /o2 zt 89782PE r r 7'42 . at I" •REGON o %I-- 714, /°AUL R J�� EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/F7473 rev.02/162015 BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual budding component. T, Appliicabidty 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 slobitty during construction is the responsibillity of the /d - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding NiiTek' fabrication,quality controL storage,delivery,erection and bracing.consult ANSI/7PN Quality Crtfeda,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Sheet,Suite 312 Alexandria.VA 22314. Suite 109 rimrt Heights,ri_uswin ' Job Truss Truss Type Qty Ply POLYGON R45124658 PL15-264 UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 I D:DFkz9p3tCrPAGZnV berKOtyJvgB-MIIgEJcfnnOEO7HADVCgiGheXZnbxA2zXyJHyHygBiL I 7-6-0 1 7-1-12 1 1 1-2-0 11 0.9-8 1 2-3-0 I I 2-3.0 1 1 1-7-0 11 l 121 Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 _ a e a _\ o / - o a ` /n \ 1'7 e a e e e ty 1 16 15 14 13 12 '[FY4 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 I 4-10-12 15-5.12�a0.12 1 11-8-12 12-3-121 I 16-2.8 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-17 Plate Offsets(X.YJ— V:0-1-8 Edael.112.0-1-8 Edael 115:0-1-8.Edtte],116:0.1-8 Edge,]. LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.3814-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/rP12007 (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) 17=707/0-4-4,11=707/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2402/0,3-4=-2402/0,4-5=-2402/0,5-6=-2764/0,6-7=-2764/0,7-8=-1993/0,8-9=-1993/0 BOT CHORD 16.17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=-512/0, 9-11=-1668/0,9-12=0/975 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. , PROr4- 86782PE 7 . 7 5 zOREGON off/" .1, ti�gRy -1 244z- 9' /'AUL C't% EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/160015 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and Is for an individual budding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiBly of the M Tek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.lee Street.Suite 312.Alexandria.VA 22314. suite 109 rirn,k Hnighss,f:A 9581n Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/a Center plate on joint unless x,yI 6 4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury MT= Dimensions are in ft-in-sixteenths. 111� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracin9•isalways required. See SCSI. TOP CHORDS Y q ' 0'1/16" IMIIIREMINimiimmiNg k. 2. Truss wide bracing must be designed by an engineer.For truss spacing,individual lateral braces themselves 311.1 " liniliikli may require bracing,or alternative Tar I _ pbracing should be considered. a1�� 3. Never exceed the design loadingshownand never U stack materials on inadequately braced trusses. cr-a O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�r c� designer,erection supervisor,property owner and plates 0 '4d'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 "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 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,ESR1988 responsibility of truss fabricator.General practice Is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Indicated by symbol shown and/or in all respects,equal to or better than that specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,If no ceiling is Installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 111 Indicates location where bearings (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved 16.Do not cut or alter truss member or plate without prior ■iMi■ reaction section indicates joint approval of an engineer. MNIMI number where bearings occur. 17.Install and load vertically unless indicated otherwise. 11.--7-ellMin size shown is for crushing only. MN I1II, NM 18.Use of green or treated lumber may pose unacceptable i environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone mMliT DSB-89: Design Standard for Bracing. is not sufficient. 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 • w i II Re ii: Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 RECEIVED MAR 0 9 2016 CITY OF TIGARD • • BUILDING DIVISION Re: 7-A GE AT GARAGE NH-KD ROOF DESIGN INFO 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: K1345829 thru K1345848 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. I---- 0 PROP NGINE�cR x/0 89782PE 9r 7 OREGON ��" .4_ PA UL R‘ 1SIR 16 August 10,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF $1&BTR LOAD DURATION INCREASE - 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF Il16BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"oC. UON. LOADING Wind: 140 mph, h=24.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( '7.0) ON TOP CHORD- 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MHFRs(Dir), DL ON BOTTOM CHORD - 10.0 PSF load duration factor-1.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 NSF Ground Snow (Pg) Gable end truss on continuous bearing wall 004. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL It-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-03-04 8-03-04 1 q 4 12 IIM-4x4 12 14.00 7 3 N 14.00 O A11k N O O M-3x4 M-3x4 �nD PR()FFA 1 y yi—Doy 1 ,04GINEE;9 �i02 1-00 16-06-08 4� :97$2PE 9r JOB NAME: POLYGON NW PLAN 7—A NH — Al Scale: 0.2641 Ar j� fJ WARNINGS: GENERAL NOTES. unless otherwise noted: V p c(�--(� �tr�. 1.Budder and erection Contractor should be advised of al General Notes 1.�sd.&gnIing ��eedAonn�po ability elpaapnpareme n and to(for n Individual .�f �j}-_- Fll��^Or`�0 ��, Truss: Al and W.mbpsnhronnWWbnnmmanas. Inarporslbnofcomponemlathe raapondblityoftt5 and proper +� •V • 2.Z44 compr.ssbn web bracing mud belnst505d where shown.. 2.Design assumes the top and bosom chords to De isisnNbread at .1;9 "4R y 15 <e,: 3.Additional ismponry bracing b Insure otabp8y during construction Z e.o.and at 1G ma respectively unless band throughout their length by /� . Is the responsINAry of the erector.Additional pemwnenI bracing of continuous.ha.thing such aspl/wood swathing(TC)andhr drywal(BC). Psi I 'L. ``\ - DATE: 8/10/2015 the oveaf structure le the responsible),of the bolding designer. 3.Zr Impact badging or latent basing reword where shown.. v S E K 13 4 5 8 2 9 4.No bad should be applkd to airy component until aver el basing and 4.Installation of buss Is me r•spen.NIy°lbw reapedNe Contractor.Q• hsieners as complete and at no time should any beds greater then 5.Design assumes Owns are to be used In a noncerresiv*environment design bade be applied to any amponM, end erebr•dry condition'of use. TRANS ID: LINK a.Design@same.BAbearing at al supppm drown.Shim or wedge if EXPIRES: 12/31/2016 5.ComWTw Mem control over and assumemasponsibgby for the naaerry- + - febmatbn,handling.shipment and lnatalNmn of components. 7.Design assumes adequate drainage Is provided, August 10,2015 6.This design Is furnished subject to th.8mhamn set forth by B.Plates shag be bated on both has ethos*.and placed so their anter TPWITCA In BC51,copies ofoNNt nub.furnished upon request. Ins coincide with Jolts comer Irmo 6.DI5It.Indicate she of plata In inches. MITek USA.lncJCompUTNS Software 7,6.6(1L)-E 10.For basic connector plot.design values see ESR-1311,ESR-1685(MITek) • 4, This design prepared from computer input by PACIFIC LUMBER-BC " LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE- 1.15 1- 3-( 0) 86 2- 6-(-74) 485 3- 4-(-269) 278 BC: 2x4 KDDF 81EBTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-704) 207 8- 6-(-70) 383 8- 4-(-269) 530 3- 4-(-546) 278 8- 5-(-270) 278 LOADING 4- 5=(-546) 278 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-704) 207 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-( 0) 86 TOTAL LOAD = 42.0 PIE OVERHANGS: 12.0" 12.0" LL - 25 PIE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -149/ B09V -292/ 292H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -149/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11-- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Desion checked for net(-5 ysfl uplift at 24 "oc 'cooing. 8-03-04 8_03_04 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 fMAX LL DEFL - -0.002" @ -1'- 0.0" Allowed " 0.100" MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed - 0.133" 4-03 4-00-04 4-00-04 4-03 MAX LL DEFL- -0.002" 0 17'- 6.5" Allowed - 0.100" 1 i f f MAX TL CREEP DEFL- -0.003" 9 17'- 6.5" Allowed = 0.133" 12 12 MAX TC PANEL LL DEFL - -0.019" @ 10'- 0.2" Allowed - 0.387" M-9x6 MAX BC PANEL TL DEFL = -0.047" 0 3'- 9.1" Allowed- 0.498" 14.00 17N 14.00 4 4.0" MAX HORIZ. LL DEFL - 0.006" 9 16'- 1.0" MAX HORIZ. TL DEFL - 0.009" 9 16'- 1.0" 8 1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-24.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 0 .•r o o •a u7 I -e- o o M-3x4 M-3x8 M-3x4 0 y 8-03-04 y 8-03-04 y0.Ep PR OFFS i-coy 16-06-08 i-coy �`5� Ar' 1-00 �'XC2 2 89782PE yr JOB NAME : POLYGON NW PLAN 7-A NH - A2 -�� Scale: 0.2614 �^ WARNINGS: GENERAL NOTES, unless olMnwanoted: `9 OREGON Truss: A2 I.Barrer and erection contractor should be ed.leed of al General Nodes 1.TldsdesIgn Is weed only upon the parameters shown and I.ler an Mlviduel '� and Warning.before construction commences. Marling component,AppHW bfiIy of design ammeters and proper Q. 2.Su4 Compression mob bating mud be Metalled where show a. Inarpenibn of compenaM la the responsibility doh*Priding designer. �y�-4 � �j !]� 3.Additional temporary bracing Ie Mews stability during consbutilon 2.Dodge uaue..the top and bosom chords to w labnly bead al 1 Il R Ab , �`l`,_ Is the rospaedbllpy ormsarodor,Additional permanent bracing of 7e.e.and al17.ec.o.respectively Mess brand throughout leek length by v DATE: 8/10/2015 Iwoveraldaduretothe respondbIlyofthe baldIngdesigner. amiss101elragi l"h••�Ngre'mitred own•arywse(ec). /PA UL ` 3.le2Impact Mor Ire Sr lateral bnarw ly of 168 where gown.. SEQ.: K1345830 4.Nobad should be applied leany wmponente,xaan.raebacingand 4.Ind0latbnorwulatwrosponsibiliyoflwrespective amador. . • fasteners aro complete and al no time should any loads greater men 5.Design assumes trusses are to be used Ina non<or oshe environment TRANS ID: LINK design bads be appeal to any component. and an hardly condition'of use. 5.Compeers h.enocontrolover end assumes noresponsibility for me e.Dedgn..eeme.ndb.adng.t.l.upponedwwn.smmorwweg.0 EXPIRES: 12/31/2016. febrkatbn,handling,sMp,eeel end leelsila0on of components MN.Mry. 7.Pates sealassbe ls.l.d on bath Isprovided. August 10,2015 8.This designIn 801 shipment to the bnkatbns setco forth 8,Debs dal w loadeq o drainage slime and peed w their ismer 7pgWTCA In SCSI,copies of Mich MS be Nmhhed upon request. Ines alndde with Mint anter knee MRek USA,InalCom Trus Software 7.6.6 1L E o.Digits Indicate she of plat.In Inches. Pu ( 10.For basic connector plate design values me ESR•1311•ESR•1B88(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-06-08 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x6 KDDF #18818 LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2-(-6136) 1370 1- 6-(-864) 3722 2- 6-( -630) 2990 BC: 2x6 KDDF #16828 2- 3-(-4064) 1042 6- 7-(-868) 3740 2- 7=(-1886) 570 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4064) 1042 7- 8-(-778) 3740 7- 3-(-1494) 5772 2x4 OF STAND A; LL- 25 PSF Ground Snow (Pg) 4- 5-(-61361 1370 8- 5-(-774) 3722 7- 4-(-1886) 570 2x6 KDDF 92 B TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 16'- 6.5" V 8- 4-) -630) 2990 BC UNIF LL( 414.1)+DL( 301.6)- 715.6 PLF 0'- 0.0" TO 16'- 6.5" V TC LATERAL SUPPORT C. 12"OC. UON. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA BC LATERAL SUPPORT C. 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1450/ 6448V -256/ 256H 5.50" 10.32 KDDF ( 625) 16'- 6.5" -1450/ 6448V 0/ OH 5.50" 10.32 KDDF ( 625) �r ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9 9" cc in 2 row(s) (a) throughout 2x6 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 7" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=1/240, TL-1/180 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL - -0.039" 0 4'- 5.2" Allowed - 0.781" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL - -0.079" 9 4'- 5.2" Allowed - 1.042" MAX HORIZ. LL DEFL - 0.014" 9 16'- 1.0" 8-03-04 8-03-04 MAX HORIZ. TL DEFL - 0.024" 9 16'- 1.0" 4-06-15 3-08-05 3-08-05 4-06-15 Design conforms to main windforce-resisting f f 1' •( '( system and components and cladding criteria. 12 12 M-4X10Wind: 140 mph, h-24.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 14.00 14.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 34.0. load duration factor-1.6, Truss designed for wind loads �� in the plane of the truss only. M-3x6 M-3x6 2 N 1 0 PI' , k. •i .uU `®�■�lli��II 1,0 o 1 67 8 i M-5x10 M-3x8 ` M-7x10 M-3x8 M-5x10 01 0 i 1 y l y PRE F 4-05-03 3-10-01 3-10-01 4-05-03 <<�N FSS j y ' GINF /p,S. 2 16-06-08 4,j 9 4t' '/ 8 782PE r JOB NAME : POLYGON NW PLAN 7-A NH - A3 /�\/ . Scale: 0.2332r. WARNINGS: GENERALNOTES, udesso0endol noted: V RE �� 1.Holder and endbncon.AordeddbeadvWdeIeUOearslHeta 1.This design I.based onyupon the panmslanshown and lsfor mindMdwl _. -1�]�OREGON �y.. Truss: A3 and Warnings before construction commences. holding component Applicability of design parameters and proper • (/ 0' ` 2.914 compression web bradng must.Installed where shown•. Incorporation of component le the responsalty or the bolding designer. .H. V'A h� �G 3.Addllbalhmperary brachgmNwro stability during condo Uon 2.Design sesames me top end bottom chords ho.Musk braced at 7 'l(� :J ��j lathe roeporidW oft.angor.Additional permanent of To.gendat1000.respectively ura.ss braced throughout 01.0 length by V ray penane contnwue sheathing such as plywood sheehing(TG)and/or drywal(BC(. Pq./( L.L DATE: 8/10/2015 the overall dadara New responsibility eft.building desgner. 3.24 Impact bridging or lateral bradng required wfiee shown•• U SE K1345831 4.No badshould be applied to any component un(l a0er al bradng and 4.Instillationewflimast is the he:.`pons of the reaporto env001. Q• feetenen ars complete and at no tune should any beds greater than Design design beds be*paled to any component. and are for-dry condition'of use. TRANS ID: LINK 5.compclnehas noconrolover end aeeomeenoresponslwbyfor he 8.nDewoseastyn°aNLampdaAwppo sdevm.5hmorvndpslf EXPIRES: 12/31/2016 y fabrication,handling.shipment and Installation of components. 7.Design"sume(e adequate faces h podded. w aAugust 1 0,2015 8.This design le furnished subject to the AmkaWna eel forth by S.Plates shall be located on both s of him and placed their center TP1W CA In 8151,copies of which will be furnished upon request. In"wind.with joint center Imes. 9.Digits Indkate age of plate in Ines. Milek USAInc./Compulrus Software 7.6.6(1L)-E 10.For bade connector plate dollen values see 009.1311.ESR-1980(MRaa) This design prepared from computer input by PACIFIC LUMBER-BC ., LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci6g. TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. 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 Wind: 190 mph, h=21.3ft, .2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD - 10.0 PSF (All Heights), Enclosedosed,, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor-1.6, Truss designed for wind loads LL - 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall 009. 4-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTtus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-06 3-06 T T T 12 12 IM-4X4 14.00 1 'N 14.00 2 /\ o s A4Illk o PAIII.1111.111101-‘ 1.71 o f- o o A i 0 M-3x4 M-3x4 l y 7-00 P p ��`oNGINFF9 /phi ,..1.,:i � 89782PE 9r JOB NAME : POLYGON NW PLAN 7-A NH - B1 „...--_-_-D`/ . Scale: 0.5570 -••-✓/ ,___,_ WARNINGS: GENERAL NOTES, unless othen,se noted: C.. J' OREGON (� Truss: BZ 1.Balder Ind erection comrader should be advised oral General Note+ 1.Thla design la based only upon the parameters show and Is for an Individual N. and Warnings before construction commences. bolding component.Applicability of design parameters and proper �„' �/� Ci, I.264 eompreaabn web brainy must be lnNatbd were shown•. bcoryanlbn of component b IM raNwnlO/try of the bolding designer. 9,. XT A y A 5 V < J.Additional temporary lassos to boas stability during construction 2.Design mows the lop and bottom chords m be»holy band at 'l Is the responsibility of me erosion.Additional permanent bracing of ?ellnma wo.and e110 ow napactNely unless brand MroughC) d/or mal length by f1` DATE: 8/10/2015 the overanstructure lathe responsibBtyunhebumingdesgner, 23Imaaaaahgingogweha+edngreuiredwedomed rshoo•arywa(ec). PAUL �` J.In Impact bridging oby or Mens prodnyity required Me wen Woven•• S EQ. Ki 345832 4.NSOns,so load no cMlel.applied ns component amt toafted greate5 r end 4.Designni.s one,50,.e.o Is the raapom used in commbore fasteners are complete end et no lime should any fonds greater than 5. assumes trusses are to be used M•nan<ono W e environment, TRANS ID: LINK design bads be applied to any component. end are for*dry condition'of use. 5,campuTrvs ho no control over and assumes no responsibility for me 6.Design assumes MI bearing at el supports shown.Shim or wedge If Cessary• EXPIRES: 12/31/2016 febdutbn, hod.'Nomad end Installation of components. T.Design assumes adequate drainage Is provided. August 1 0,2015 e.This design I.Is furnished subject to the limitations set forth by R.Plates Wel be located co both faces Whin.and placed w their center TPIMRCA In BCSI,codas dudish WOO.NndW ed upon request. Inas windde mMh john anter Ines. MRek USA.Ine.ICom Trus Software 7.6.6 1s.E R.Digits Indicate No of plate In inches. PU { )' 10.For bolo connector plate design values so ESR61311,005.1555(MITOI) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" ICOND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing. TC: 2x4 KDDF UliBTR LOAD DURATION INCREASE - 1.15 KD SPACED 24.0" O.C. Design conforms to main windforce-resisting 8C: 2x4 ; system and components and cladding criteria. 2x4 KDDFF N1881iBTR B2 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor-1.6, Truss designed for wind loads LL - 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. '4-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 12-04-09 12-09-09 "( 1 I' 12 IIM-4x4 12 7.002 Q 7.00 1 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. N in 1 o.ssyI.--� 1 /" E2 1 o1 M-3x5(S) o M-3x9 M-3x4 .1' 10-00 y 14-08-08 1 RcO PROpe y 24-08-08 ;I , NGIN;EF ).4" " :9782PE 91' JOB NAME : POLYGON NW PLAN 7-A NH - Cl fes! • Scale: 0.3040 -'R WARNINGS: GENERAL NOTES, unessothendse noted: • v p 1.Bolder and erection contractor should be advised of till General Notes 1,This design Is based only upon the parameters shown end Is for an Individual -� 1jy_.OREGON� r�. Truss: Cl end Wamhpsbefore construction commences. buldingeonrponlnt.AppOabllyofdesign parameters and proper G r12 ' ,,,!r 2U compression web badnO must be metalled vfiere shown•. Incorporation of component is the naponsibRry of the building designer. 11;9, C/qR Y:15 Q, . 3.Additional temporary bracing la hums stability during construction 2 Design mums the lap she bottom dents to be Wendy broad at �Fj:' Is the responsibility/lira ender.AddlbMlpermanaM beteg of 7rdln and at 1g o.e.respectively unless band throughout their length by betty acontinuous sheathing such as plywood sheathbp(.G)ander drywaa(Bc). PA 1 1.{ �` DATE: 8/10/2015 the oven!structure lathe responsibility of the building designer. 3.2i Impact bridging or latent bradrq required when shown•• V a- SEQ.: K1345833 4.No bad shwa be applied to any component until after a1 bracing and 4.Installation NAation of Min la eaapoweueryeef therm a centrednr.environment. fasteners ae complete and at no throe should any bads greater than p TRANS I D: LINK design bads he applied to any component. and rs for'dryCondition' fun be ring ase. 5.Campania has no control over and assumes no responslbliy for the 5.Designsswmes fun bearing atAwppons shown.Shim orwedgeIf EXPIRES: 12/31/2018. ry• fa rkagon,handlhp,shlpmenlandinstallationofcomponents. 7.Design assumes adequate drainage is provided. August 10,2015 H.This design's furnished object to the Minton,sal forth by S.Plates shag be baled on both faces of Maw and plead so their center TPIWfCA In SCSI,copies of which will be Nmlshed upon request. lora coincide with(obit center Ones, 8.Digits Indicate dze of plete h Inches. MfTek USA,Inc./CompuTrus Software 7.6.0(11)-E 10.For basic connector plate design values see ESR-1311,ESR-195e(MITek) This design prepared from computer input by PACIFIC LUMBER-BC ., LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5^ IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2.)-2855) 608 1- 7=(_473) 2459 7- 2-( -195) 1460 BC: 2x4 KDDF 8168TR SPACED 24.0" O.C. 2- 3=(-1140) 335 7- 9-(-466) 2401 2- 8-(-1691) 453 WEBS: 2x4 KDDF STAND 3- 4-) -987) 311 8- 9-)-199) 1225 8- 3-) -172) 678 LOADING 4- 5=)-1544) 313 9- 5-)-198) 1227 8- 4-) -556) 202 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+01) 7.0) ON TOP CHORD- 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 5- 6-( 0) 57 4- 9-( 0) 326 DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 0.0" 12.0" TOTAL LOAD- 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA "• For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -135/ 1037V -168/ 162H 5.50" 1.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -179/ 1157V 0/ OH 5.50" 1.85 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF 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 - -0.125" 0 5'- 9.0" Allowed - 1.190" MAX TL CREEP DEFL - -0.248" 0 5'- 9.0" Allowed = 1.586" MAX LL DEFL - -0.002" 0 25'- 8.5" Allowed - 0.100" MAX TL CREEP DEFL= -0.003" 0 25'- 8.5" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.077" 0 24'- 3.0" 12-04-04 12-04-04 MAX HORIZ. TL DEFL - 0.128" 9 24'- 3.0" 5-10-12 f Design conforms to main windforce-resisting 6-05-08 5-03-07 7-00-13 system and components and cladding criteria. Wind: 140 mph, h-22.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 12 7.00 IIM-4x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q7 00 load duration factor-1.6, 4.0" Truss designed for wind loads 3 'fvy in the plane of the truss only. 9A M-3x4 M-3x6 ,441) ee • M-3x5 7 in M-5x6 0 N Q er:. SO 0 i 1.. g� 9 ±5 • :o M-5x10 M-1.5x3 M-3x4 to .G 3.50 3.50 .. 12 12 l l l ,1 01 5-09 5-03-08 6-07-03 7-00-13 1 5-09 J. 5-03-08 1. l 1' PROF y 13-08 1-00 (,� �SL� 24-08-0e y ��5 �NGINE�cR /�2 � ;782PE ��"JOB NAME : POLYGON NW PLAN 7-A NH - C2 �� r ,. Scale: 0.2375 / \ WARNINGS, GENERAL NOTES, unless omens.noted: ` 40 Truss: C2 1.Bidder and eredbneonhadarshould beadvlsedoral General Note. 1.This desgn Is based only upon lhe parameters Mown and l.for anmdlvldual 9 OREGON N. and Warnings before construction commences. bulding component.Applicability of design perimeters and proper 2 '�/}' Q,.. 2.2a4 compression vnbbndnp must be Installed rdnre mown., Incorpenlbn 01 component is the,,ep.nstDllty of the buldnp dastpner. ' '17,, �.4 y AS ���� S.Additional temporary bracing to Insure stability during construdbn 2 Dodge enamel the lop and bosom Morels 10 W knnly bnpd el /^� Is me responsibility of me erector.Addition.'permanent bracing or 7 o.e."rest at 1G e.c,eagdlwly unless bread andror d/their length by DATE: 8/10/2015 the overall structure le me,eepondbmlyofthebaldingdesigner. 3.x,!1rp.co rdgingorsantasacingreuired ere sown•ary«.ntec). PAUL Q 4.No load should be applied to s corn mp.ct bridging or WNW bracing required reap.shown.• S SEQ.: K1345834PW M component untq eller all bredog and 4.Instegalon of Ww la me reeponsiNlly of me respectNe contractor. fastener.are complete and at no Ilene should any bads greater men 5.Design.scorn.Cusses are to be used In.non-cono.h.environment, TRANS ID: LINK dedgnloads beapplied toany component. and are for'dry condition'of use. 5.CompuTma hes no control over and.s"um"s no responslblly for Ns 8.Dnecessary.sesames full bearing al eq supports Mown.Shim or wedge if rabrm.11an,handing.shipment endbetelleoonofcomponent.. wry` EXPIRES: 12/31!20.16 El.This design is fumhed.ub)ed tome Imitations eel conk8.Pestgnaswmeoeded onoremege Is prodded. August 10,2015 by 8.Plates shat ee rah skit boil.,faces of Wat,and plaudcolhelr center TPIAVICA In SCSI,copies of Mkk WI be furnished upon request. In..colndde wflh joint center Ines MRek USA,Ino./CompuTrus SoRwara 7.6.6(11)-E8.Daae Indicate.0.of plate In Inches. 10.For basic connector plate design values.ee ESR•1011,ESR.1800(MIT..) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF $1&BTR; LOAD DURATION INCREASE= 1.15 1- 2=(-2890) 810 1- 7=(-543) 2485 7- 2=7 -234) 1475 SPACED 24.0" O.C. 2- 3=(-1185) 519 7- 8=(-534) 2426 2- 8=(-1650) 445 2x4 KDDF 81LBTR T2 3- 4=( 0) 0 8- 9-(-387) 1244 8- 3.7 -217) 641 WE: 2x4 KDDF STANDR LOADING 3- 5=(-1025) 424 9-10=(-386) 1245 8- 5=7 -547) 364 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF WEBS: 2x4 KDDF STAND 5- 6=(-1540) 527 10- 6=(-427) 1224 5- 9=7 0) 232 TC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA __ LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24" OC TOE. FOR __ -- H ___ _-2 ____= 0'- 0.0" -241/ 1057V -126/ 128H 5.50" 1.69 KDDF ( 625) '- 2.5" -17/ 365V 0/ ON 131.00" 0.58 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY DUE TO NOT SPATIAL 24 REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 35'- 1.5" -760/ 1084V 0/ OH 131.00" 1.74 KDDF ( 625) ______.___===:=m==_ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Icn_ND. 2• 0....., ti,-),•...1...r._..___.-. -_. .:J 1...;1.....+era++,r.,:t1 g. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal (anon-structural VERTICAL DEFLECTION LIMITS: LLL/240, TL=L/180 vertical members atloon). MCX EP DEFL= -0.245" 9 5'- 9.0" Allowed= 1.187" MAX TL CREEP DEFL =-0.248" 9 5'- 9.0" Allowed 1.583" Unbalanced live loads have been MAX HORIZ. LL DEFL- 0.079" 8 24'- 8.4" considered for this design. MAX HORIZ. TL DEFL = 0.130" 8 24'- 8.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 17-06-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 17-06-12 f load duration factor=1.6, ff Truss designed for wind loads 5-10-12 6-05-08 5-02-08 0-00,{-15 17-05-13 f in the plane of the truss only. 1IM-4x4+ 12 12 12 4 M-5x6 Q 7 00 Q 7.00 Gable end truss on continuous bearing wall. 7.00 if-1x3 or equal typical at stud verticals. Refer to MiTek gable end detail for complete specifications. M-4x6 • 3 :M-4x4 S� M-5x6+(S) ti 0 M-3x6 1 9, 2 0 I ': +ao AlhIIIIIIIIIIII6 M-3x5ftiiiiiN, o o 1 w^ 8 9 10 0 0 M-5x10 M-3x5 M-3x6+(S) o o d3.50 3.50 M-3 y+ ��ED PR OFA. 12 12 y y y y y � GINE '4 S/0 ), 5-09 J, 5-03-08 y 6-07-03 6-06-13 10-11 y y �GJ N F �.. 5-09 5-03-08 24-01 y 1-00y , 89782PE 9r y 35-01-08 1-00 JOB NAME : POLYGON NW PLAN 7-A NH - Dl '► i ---- Scale: 0.1790 -7RNIOREGON ).,. Q,•. WANGS: GENERALNOTES, uNeesolhembe noted: A //.. . 1.Bolder and erection contractor should be advised of a1 General Notes 1.Tins design I.based only upon the parameters shown end Is for en Individual `J , �/,Q+l n Y::,�GJ 175).175).Truss: D1 and Wbeforegs before conabudbn commas. building component Applicability of design parameters and proper % 2.al4 compression web leering mud be Installed where shown.. 2.Deualo a assumes the top component m chords is Is 1of li.r.�l5 brr ilding d a°nen. /t 3.Additional temporary bracing to Insure stability during construction 7 0.0.and at 10 eve,reepectNely unless braced throughout mew length by PA UL `n`\ Is the responsibility oI the erector.Addnlonal pennant bracing of continuous sheathing such..plywood st.sthhg(TC)endfordrywal(BC). DATE: 8/10/2015 the oven.structure Is the responbNly of the building dedgnar• 3.2r Impact bridging or literal br.dng required when sMwn•• SE K1345835 4.Noload.hooldbe Applied to any component vnlanerasbracing and 4_I�tioo:.nfleett,ess�.heress arepsnblo be l.Ne���llss ed,,.environment, Q• ( rostananansempeteand atnollmseheddany bads9roaterman and ere for'dry condition'ofuse. EXPIRES: 12/31/2016 TRANS ID: LINK design bade be applied to any component. 8.Design assumes hil boring at el supportssAohn.Shan or wedge Il 5.Cempelmsha.noseMrolover and eswmeenoresponsibility for the ma,,,ry. August 10,2015 febriatbn.handling,shipment and Installation of components. T.Ciatign assumes edequats drelas9e Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates steal be located on both faces of buss,and placed so thea anter • TPIIWTCA In BOB.apes ofwhkh Ml be Nmlehed upon request. 9.InesDigitcolnddecatithskeofphbinr(Ines. MITek USA•Inc./CompuTrus Software 7.6.6(1L).Z 10.For basic connector plate dasynvak,.a..ESR41311.ESR41988(9Tek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 1816BTR LOAD DURATION INCREASE - 1.15 1- 2-(-4268) 838 1- 8-1-669) 3798 8- 2- -303) 2203 11- 6-1-251) 211 BC: 2x4 KDDF SPACED 24.0" O.C. 2- 3-(-1985) 489 8- 9=(-657) 3711 2- 9=(-2202) 480 STAND WEBS: 2x4 KDDF STAND 3- 4-1-1516) 448 9-10-1-234) 1697 9- 3-1 -21) 320 LOADING 4- 5-(-1505) 452 10-11-(-216) 1597 3-10-1 -671) 259 TC LATERAL SUPPORT 6- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-2124) 509 11- 7-(-359) 1912 10- 4-1 -275) 1096 BC LATERAL SUPPORT 6- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-1-2348) 510 10- 5-1 -657) 256 TOTAL LOAD - 42.0 PSF 5-11-1 -51) 494 ee For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -215/ 1475V -232/ 232H 5.50" 2.36 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 35'- 1.5" -215/ 1475V 0/ OH 5.50" 2.36 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net1-5 cell uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.206" @ 5'- 9.0" Allowed - 1.710" • MAX TL CREEP DEFL - -0.412" 8 5'- 9.0" Allowed - 2.281" MAX HORIZ. LL DEFL- 0.127" @ 34'- 8.0" MAX HORIZ. TL DEFL = 0.211" 0 34'- 8.0" Design conforms to main windforce-resisting system and components and cladding criteria. 17-06-12 17-06-12 Wind: 140 mph, h-24.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 5-10-12 5-05-04 6-02-12 5-08-06 5-08-06 6-01-15 load duration factor-1.6, f f 1 f f Truss designed for wind loads 12 12 in the plane of the truss only. 7.00 M-4x6 Q 7.00 4.0" 4 ,ya M-5x6(5) 3. M-5x6(S) 3.1 0.25" 0.25" 3 to Rt tl M-3x8 M-1.5x3 + \Ilpop 6 • 144144, o M-3x6f. o M-5x8ul ( O 1•• 9 10 , 11 ..7 p of =M-6x6 0.25" M-3x4 M-3x5 to ..3.50 3.50 C ... M-5x8(5) 12 12 l 5-09 y 5-03-08 y 6-06-04 1 8-07-07 l 8-11-05 y ?'o" PR pfigs y 5-09 5-03-08 24-01 ,, ��5� �NGINEF6) �%2 35-01-08 j782PE 9<` JOB NAME : POLYGON NW PLAN 7-A NH - D2 • l Scale: 0.1739 WARNINGS: GENERAL NOTES, uN.ss otherwise naffed: 40 Truss: D2 I.Bolder and erection contractor should be advised al all General Hales 1.This design is based only upon the parameters shoesand bmranIndividual ' OREGON o'' and Warnings before construction commences, building component.Applicability of design parameters and proper Inarparoan al component le the responsibility re g tiG Q` 3.lot compression Iteepaw.b bracing laHabelnam.dvn..e•mvn,.. sponsibBtyoftheboldl designer. .. .9,7 AIRY A5 Q., 3.Addmonal temporary bracing to insure Medley dews construction x Design mums me lop and bottom a,orosto a Wanly braced at !;. IS merespondNlay ollM eroewr,Addltwnal pamunpM bradnp or 7o.c.and sh 10 me.rospecevly Wass bread throughout their length by V DATE: 8/10/2015 the overae*oche.Is the respandblity of bolding designer. m,Im“MMpact brideemor"1Ch a•adW required where shown •drywag(Bc. 3.Inlmpad bdagln.or let.nibrodrp roquk.a wn.n sMvm.. ' � PAUL. `� SEQ.: K1345836 4.Nowedshould beapplied toany component Indoafter ebbracingand 4.Installation elms.la the rospondbntysathe respective contractor. listeners are complete and at no time should any loads greeter than S.Design assume.trusses are to be used Ina non<orrodv environment, TRANS ID: LINK design wads be applied to any component. and aro for'dry condition*doss. 5,CompuTmshes noconMlover end assumunoresponsMliyfor the 8.OedpnuwmeaNlbeadnpate5tuppoNsMvm.SNmorvndpell EXPIRES: 12/31/2016 necessary, febrlalwn, g.sNpment end Installation of components. 7.Design assumes adequate drainage Is prodded. August 10,2015 0.This 15 iand s design Is Nmished subject to the Imitations set forth by 8.Mates shall be looted on both faces alms,and placed so IMP anter TPIA TCA In SCSI,copies of Mob wfl be luml*ed upon request. Ines abrdde with john center lines. MRek USA,Inc./Com Trus Software 7.6.6 1L E 9.Digits Indicate dr.or piste w Inches. Pu ( )• 10.For bade connector plate design vetoes see ESR•1311,ESR-1985(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 35'— 1.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF#1ABTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF Nl&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Wind: 140 mph, h.24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), DL ON BOTTOM CHORD - 10.0 PSF load duration factor=1.6, Unbalanced live loads have been TOTAL LOAD= 42.0 PSF Truss designed for wind loads considered for this design. in the plane of the truss only. LI.= 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UOO. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4-102 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 17-06-12 17-06-12 f T T 11-08-09 5-10-03 5-10-03 11-08-09 T T ' T 12 I IM-4x4 � OM 12 7.00 p 3 WHEN A FLAT BOTTCHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING M-3x5(S) M-3x5(S) PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY +� N 4r FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL =RACING TO THE HINGE CONNECTION SITUATION. 4 N 0 20 it• 0 1 6 I 1 M-3x5(5) o o M-3x4 M-3x4 y 17-06-12 y 17-06-12 c' I E 619 1-00 35-01-08 .89782PE c JOB NAME: POLYGON NW PLAN 7—A NH — D3 ''' •.-2 �✓' ' Scale: 0.2314 _ WARMNOS: GENERAL NOTES, unless otherwise noted: '74/. �OREGON �� 1.Balder arid eredbn contractor should be advhed of al General Notes I.Tmadedgn 14 bawd anlyupon the parameters Mown end is for anbdhldual �OT Truss: D3 end Warnings beforecondnMlan commence. balding component.Applicability of design parameters and proper - /�.' �j Af 2 aro compression web bsdng mudMMetalled Mhere bane Incorporation of component Is the responsibility of the building designer. 9' G4'l., 1 J 3.Additional temporary bracing Is Insure stability during condrucllon 2 Design essumes.o lap and bottom chords to d laterally bead at I _+CI. b Na responsibility of the erector.Additional permanent bndrp of 2'to.and et sc o'e reapeclively unless Owed throughout mar length by V continuous sheathing such es Plywood sheathing(TC)eMnr drywal(BC). PA.0 L. �\ DATE: 8/10/2015 the overall structure Who responsibility ord.building designer. 3.arImpact btdgingorlateral bradngrequired Mere shown•• 4.Na load should be applied to any oomponentunll after al bracing and 4.Installation responsibilityation of Inds la the responsibility the respective contractor. SEQ.: K1345o37hdeners are emoted and e1 no lice should any beds greater man 5.Dedpn nwmaIm.a.s en toS.uadIna noncanoahe envronmanl, for 4dry TRANS ID: LINK design lod.be applied to any component. ensign e.[deign.ssume*mecndbbniOuse. .nabearing.ta supped*shown.Shim orwedge u EXPIRES: 12/31/2016 . 5.CompuTws has no control over and assumes no nsponsiblGry Orme necessary. febric,n,handling.shipment end meditation of components. 7,Design assumes adequate drainage is prodded. August 1 02015 0.This design is furnished subject to the gmletlone set forth by 1.Plates shag be baled on both faces of buss,end plead so their anter I ... TPIANTCA M SCSI.copies of Mich WA be fumbled upon request. g.Ines DIA,oinddIndicae>iith of plate ter line.. MITek USA.Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values*.ESR.1311,ESR-fell(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF N16BT0. LOAD DURATION INCREASE = 1.15 1- 2=(-2309) 503 1- 8=(-748) 1971 2- 8=(-225) 205 BC: 2x4 ROOF S16019 SPACED24.0" O.C. 2- 3=(-2088) 501 8- 9=(-216) 1658 8- 3=( -45) 460 WEBS: 2r.4 KDDF STAND 3- 4=(-1496) 451 9-10=(-214) 1589 3- 9=(-640) 253 LOADING 4- 5=(-1495) 450 10- 7=(-359) 1902 9- 4=(-282) 1122 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2109) 505 9- 5=(-653) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2336) 509 TOTAL LOAD = 42.0 PSF 5-10=( -50) 487 •• For hanger specs. - See approved plana 10- 6-(-251) 211 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -216/ 1470V -231/ 2316 5.50" 2.35 ROOF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 0.0" -215/ 1470V 0/ OH 5.50" 2.35 ROOF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. [COND. 2: Design checked fox net(-5 oaf) nnlifr at 24 "mc enac(ltg, VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.098" 0 17'- 5.2" Allowed " 1.704" MAX TL CREEP DEFL - -0.199" B 17'- 5.2" Allowed = 2.272" MAX HORIZ. LL DEFL = 0.045" 9 34'- 6.5" MAX HORIZ. TL DEFL - 0.075" 9 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-05-04 17-06-12 fWind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-00-07 5-08-06 5-08-06 5-08-06 5-08-06 6-01-15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor"1.6, f '( f f f 12 fTruss designed for wind loads 7.00 M-4x6 12 in the plane of the truss only. Q 7.00 4.0" 4 .M M-5x6(5) M-5x6(5) 3.1 141Nlistil, 0.25" 0.25" 4vp 44 M-1.5x3 M-1.5x3 x. • / Let m 0 o 0 1 8 9 ,• O o �M-3x5 •M-3x9 0.25" l0 7 � M-3x4 M-3x5 0l M-5x8(S) y y y y 0lip rnQ, . 8-10-11 8-06-09 3 8-06-09 9-00-03 ?� NG1N c� S%p2 k s oo 89782PE ter- JOB NAME : POLYGON NW PLAN 7-A NH - D4 �;��G� 1. Scale: 0.1922 err WARNINGS: GENERAL NOTES, unless OBwrwha holed: -. Truss: D4 1.Bulderand erection contratlorshould beadvisedo,MIGeneral Notes 1.TNsdesign isbased onyupon the parameters shown end ifor enindividual 9 OREGON a� �aw and Warnings before construction comma".., bidding amponem.Applicability ofdasign parameter.snd proper .:� �� 22, . A Zee commando.web basing nasi b.installed where shown., Incorpon.n of component 1s me responsibility of the Dining designer. 3.Addnbn.Itemporary bracing 1e insure medley during.nWMbn 2.Design..wme.I.loP.rd bollen .,ion to be.tangy Primed at y�. qR�,. .1r, J ' is me responslbliey erR.enactor.Additional permanent bracing of I me.and at e.ones.respectively aspty ea ass Mimed throughout their length by \ DATE: 8/10/2015 the over..&trucbn is the r.spons@Ilty aloe boldingdeatoneG .anpaatinuous.opino apatNtbredeg remind where Owcno•dryvnl(BC). PA UL • Q 3.7.Impact Dict...or ereapandb roqubed wash New".. P `` SEQ.: K1345838 4.Na bad Maud be applied to any component anti miler al bracing and O.Installation Was is the responsibility of the respective centrum,. laden.,.en namptet.and at no tone should any beds greater then S.Design assumes busses are to be and In•noncorrosive environment. TRANS ID: LINK design loads be applied to any component. end are for"dry eandtint of use. S.CompuTnshas ne.Mnlover and„„,,,,,,rearsapensibpaybrme H.DesignaawmeaNlbeadopalalwppedallovm.ShMorwedgell EXPIRES: 12/3112016 fabrication,handling,shipment and In.t.Oelon of components. nae dgo lissome. 8.TNsd.dgn is furnished subject to the Imitations set forth by T.Peawmelocted enate anl.ge loprn,den d. AU9USl 10,2015 8.Ie.,Plates shall be located center Dom faces of Wsa,and placed so their."tar TPNWICA in BCS1,copes of which 0411 be bmlNed upon request. Ines coincide vmA)oM center lines. MRek USA,Inc.lCom)wTrus Software 7.6.6(11)-E8.Dph.Indicate arta of pieta In Inches. 10.For basic connector plate design values see ESR•131 t,ESR.1088 NATO) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq"1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE= 1.15 1-2"(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x4 BIDE' 616BTR SPACED 24.0" O.C. 2-3=( -26) 12 4-5=) 0) 0 WEBS: 2x4 DF STAND; LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 2x4 KDDF STUD ABEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x4 or equal at non-structural LL " 25 PSF Ground Snow (Pg) �_ vertical members Won). k"ONI. 7: D,s-:..a+.+ti a-L.:4._a_. -./......e-_"--+.21++_ . U g. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL"L/240, TL"L/180 Unbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. considered for this design. MAX LL DEFL = -0.015" 0 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL- -0.009" 6 0'- 0.0" Allowed" 0.133" JT 1: Heel to plate corner = 4.25" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" 0 6'- 2.6" Allowed = 0.275" MAX TL CREEP DEFL - -0.044" 8 6'- 2.6" Allowed - 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL " -0.001" 8 7'- 2.2" l' 1' 1' MAX HORIZ. TL DEFL = 0.001" 8 7'- 2.2" 12 Design conforms to main windforce-resisting 4.50 system and components and cladding criteria. Wind: 140 mph, h-20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, M-3x4 End vertical(s) are exposed to wind, eM 2 Truss designed for wind loads in the plane of the truss only. PIP"... 0 , 0 1 M jlnIIAIIIIIIIII 0 I -ai6�� m �5 -' Y- M-3x8 M-3x8 M-3x5 l ) l 6-03-04 1-01-12 l ,1 ,1 1-00 6-05 y ) -05 ��Ep PROj 't- 8 782PE 1' PLAN 7-A NH - El ��i , JOB NAME : POLYGON NW Scale: 0.5166 WARNINGS: GENERAL NOTES, unless otherwise noted: t% OREGON �� I.Bolder and erection antrador should be advised of al General Not.. I.Tnb design h Weed only upon the parameters deem and Is for an Indlrldual /J -i1. � l7= Truss: El end Warnings before conabuc0en commences. building component.Appusabillty of design parameters and proper +T -1��. 2.gx4 compression web hissing mud be installed where dawn.. DesignIncornrsan at component and bottom the tobeity ftinsally bra design,. '�. 4R\! 15_. 3.Additional temporary bncbg to Insure debility during construction 2 Design assumes the top and bosom dams to throughout lelerary brand st al II `�/ le the respandbolp eleu erador.Addkanel permanent brs 1 cntiuou.end NtOnin.rsuch as plyudesebrsang(Tc( d/or MyNnpmby /�^ F dopa coanusuaNnWng such as pyweed dnaming(TC)arldlor drywal(BC). '�� !"n..U.L �`\ DATE: 8/10/2015 Um overall ewdure Is the rsspemmaty of the bolding designer. 3.n Impact bridging or lateral bradng required snares own•• SEQ.: K1345839 4.No lead should besmelled toany component until ate,ell bracing end 4.IndalaanofWs,lathe reepondbllyofthe respective antradar. fasteners are complete and at a time should any loads greeter men 5.Design assumes trusses ars to be used In a non-corrosive envbanment. design loads be ensiled to any component. and ars for"dry condition"of sue. TRANS ID: LINKO.Dadgnassumes 541bearing atelsupped.Moves Shlmorwedge If EXPIRES: 12/31I2O.18. S.Compallna nes a control over and assumes a responsibility necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage I,podded. August 10,2015 B.This design is furnished subject to the:Imitations rat forth by a.Plates Nal be located on both farms of Sues,and placed so theiranter TPWITCA In SCSI,copies of which Mt be furnished upon request. 9.Mae ooDigitMnclda vdth dicatebe)dtcenpte ten teas.nch , MfFek USA,Inc./CompuTrua Software 7.6.7(1L}E in.For basic connector plate deelgn values sue ESR4311.ESR•tsll(MITek) This design prepared from computer input by Pacific Lumber F Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0^ IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE - 1.15 1-2-(-196) 62 1-4-(-100) 137 2-4= WEBS: 2x4 DF STAND; SPACED 24.0" O.C. 2-3=( -26) 12 4-5=( 0) 0 ( 208) 161 2x4 KDDF STUD A LOADING TC LATERAL SUPPORT G. 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSG' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT G. 12"OC. 005. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) Unbalanced live loads have been 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) considered for this design. LL = 25 PSF Ground Snow (Pg) JT 1: Heel to plate corner 4.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL SOND 2• D ch Y d f ( 5 fl lift od �(,9. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.015" 0 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSG' LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" B 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" 9 6'- 2,6" Allowed - 0.275" MAX TL CREEP DEFL - -0.044" 0 6'- 2.6" Allowed - 0.367" 6-03-04 1-01-12 f fMAX HORIZ. LL DEFL - -0.001" 0 7'- 2.2" 12 MAX HORIZ. TL DEFL - 0.001" 0 7'- 2.2" 4.50 2 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 3 'I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Z Truss designed for wind loads itt in the plane of the truss only. mw to 0 "a 0 1 M II o 6'= 4 ��5 -e M-3x9 M-3x8 M-3x5 1 1 'I 6-03-04 1-01-12 l )' 'I 1-00 6-05 l l 7-05 ,1 ,�NGINFFR 110 7 89782PE 9r JOB NAME: POLYGON NW PLAN 7-A NH - E2 N�:' Scale: 0.5166 `--- WARNINGS' GENERAL NOTES, udessothenolaenet•d: Truss: E2 1.Bader and erection coMnctor ahold be advised of aS General Notes 1.TM.design le based any upon the parameters Morn and Is bran Individual v and Warnings beton oonhmcWn commence.. bcldbpeempanenl.Applicability of design penniless and proper .' OREGON N. 2.2r4 compression sob bracing coup be mstalbd rae,,Morn., ineerporatin,of component I.me responabRry of the building designer. 3.Additional lempenry Weekly to Insure staWlny during censWcnon 2.Design•.ones me top end bottom chords to b.latently braced.t O Is ms reapondbasy of the erector.AtltlSbMlpanneneM bracbly of 2Ac.end at ID Ac.nspea,ply uNesa braced throughout th,yu.E(hby �� qRY _`� DATE: 8/10/2015 the overall structure is the respenelblity of the building designer. eenmnwwrMeWnr acantt.pyxgrtlsired Nu shown,.rywag(BC). ���� �\V SEQ.: K1345840 4.No bad should be applied to any component anti.nerd bracingand 0.2c Impact bridging of lalanlbndnp required Num Yw.n.♦ 4.Installation of trues is me r,,labs my of the respective coendm. n fasteners ecomplete and at no One should any beds greeter than 5.Onion assumes trusses an to be used In•nor"aorrosha environment, TRANS ID: LINK destgn bads be applied to any component, end ere foetidly condition'al use. 5.CompuT d hes no control over and assumes no responsibility for the 6.Design assumes All bearing at ail supporta shown.Shim or wedge If fabrtu5on,handling,eMperent and Imrsllatun of component. necessary. EXPIRES: 12/3112018 6.This design Is furnished subject to the!Mignon*eel forth by e.Plates assumes beoaded d moth face. efWsa,enn August 10,2015 TPWVICABCSI,cookie of h NI be furnished upon request. fines does rolndtls with IM center lira. d placed MfTek US9.BORN2fe 7.6.7(114-E9.Digits Indicate she of plate in Nab,.. 10.For baste connector plate design values see ESR•101 I,ESR-1856(MITek) • This design prepared from computer input by Pacific Lumber F Truss (DX) TRUSS SPAN 4'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq"1.00 LUMBER SPECIFICATIONS 1-2-(-79) 23 1-4"(-68) 60 2-4=(-142) 120 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE C 1.15 2-3"(-26) 12 4-5=( 0) 0 SPACED 24.0" O.C. BC: 2x4 KDDF g16BTR WEBS: 2x4 DF STAND; LOADING 2x4 KDDF STAND A BEARING MAX VERT MAX HDR2 BRG REQUIRED BRG AREA LL( 25.0)FDL( 7.0) ON TOP CHORD - 32.0 PSF LOCATIONS REACTIONS REACTIONSHORZSIZE RE Id. (SPECIES)BRG TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF 1'- 0.0" -28/ 233V -18/ 40H 5.50" 0.35 KD(F ( 625) BC LATERAL SUPPORT <= 12"OC. UON. 4'- 6.8" -24/ 150V 0/ OH 5.50" 0.29 KDDF ( 625) Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) considered for this design. [COND. 7: Design checked for nett-5 osfl uplift at 24 "oc ,pati g. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 1: Heel to plate corner " 4.25" REQUIREMENTS OF IBC 2012 AND DEC 2012 NOT BEING MET. MAX LL DEFL= -0.005" 0 0'- L0.0"/24 Allowed 0 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL- -0.003" 0 0'- 0.0" Allowed - 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.010" 0 3'- 4.4" Allowed = 0.132" MAX TL CREEP DEFL = -0.014" 0 3'- 4.4" Allowed = 0.176" 4.0 3-05 1-01-12 MAX HORN. TL DEFL - -0.000" 0 4'- 4.0" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 4.50 v Wind: 140 mph, h=20ft, TCDL"4.2,BCDL>'6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 -/ 1M-1.5x3 ililll t os 0 0 0 Pril ��lal� illil N ier Iill MI O ice / 4 �5 M-3x8 M-3x8 M-3x4 y y y 3-05 1-01-12 l l 1 1-00 3-06-12 y y 4-06-12 ���E NE FFsi . �N FR Q29 89782PE 1-' JOB NAME : POLYGON NW PLAN 7-A NH - E3 i.. --..., Scale: 0.5632 _-.- WARNINGS: GENERAL NOTES, unless otherwise noted: ef OREGON N. 1.aEdda ndWa ntlarodbn shodd be vluOofd General Nola, 1.baldingdeeIgn Is compbaud only upon the perimeters shown and bfor per Individual /J_ 1/(/ �Q ,Zr Truss: E3 andw,mbp,before mnd xibn consomme. baldingcomponent.cmponentltllyh of design pen malen end proper +� v 2 34 ampreubn web bracing mud be Installed where shown•. Inaryontbn of component blas rosppndblby of the buldlnp designer. _'1;9, '4R" 15 3.Additional temporary brutal to haute etcERy during andn 0W 2.Osdgn onetime,On lop and bottom chords 10 be latera throughout braced atf V by Is ms nsponedBlly of the ands.AddNonal permanent bracing of Zo.a and at ices.0088....respectively od.hs.less ceng)TC)d ploNm rywallir h). 1 (���� Q� ca Impact sheathing wch as plywood ere shown•dryvnl(BC). P C` DATE: 8/10/2 015 tae even)dncmra la me reapendbtlty ctun bulding dedgner. 3.3 impact bddghg or lateral bndng required where e e SEK1345841 4.No toedehnwd be epplted to any component mil alter albndng end 4.IndeAatlon dimes Is terespondbllty ofgn rospedbe comredor. Q•• Wieners an complete and at no time should any bads greeter than 5.Design assumes trusses re to be used Ina noncorrosive environment, design loads be applied to en component. end are for'dry condNon•of use. TRANS ID: LINK7 a.Design MAWS Mlbeedng at all supports ahem.Shim atweds.If EXPIRES: 12/31/2016 5.GmpuTM Mane control overall lissome*no responsibility mriM woman,. fabrication.handling.shipment and msta5.Oon at components. 7.Dedgn assumes dequete drainage is provided. August 10,2015 B.This design h banished subject to gra limitations tit loll by B.Plates aR Mb locatedith on both r.00s or truss,and placed so their center TPUWfGAhSCSI.copies or which WI be(wished upon request. Ines Dlpb Indicate aka or plate In Indian. MITek USA(nc./CompuTrus Software 7.6.7(1L}E 10.For basic annedor plate design values one ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER–BC LUMBER SPECIFICATIONS TC: 2x4 KDDF 01413TR TRUSS SPAN 22'– 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BC: 2x4 KDDF ft1cBTR LOAD DURATION INCREASE .• 1.15 SPACED 24.0" O.C. Design conforms to main ree–resisting TC LATERAL SUPPORT <- 12"OC. DON. system and components andd cladding criteria. BC LATERAL SUPPORT <- 12"OC. ON. - LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF Wind: 140 mph, hts), Et, osed.TCDL.4.2,BCDL.6.0, ASCE 7-10, DL ON BOTTOM CHORD - 10.0 PSF (Al]. Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD - 42.0 PSF for load duration ftot-1.6, Truss designed fowind loads LL 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall U04. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. Ref or Rx2er to to equal typical at stud verticals. RefCompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 11-00 1 12 T 7.00 1;7' IIM-3x9 12 3 Q 7.00 II ut 2 o • N 1 IS. o O o M-3x5(S) I 0 M-3x4 M-3x4 l 10-00 y 12-00 l 22-00 1-00 ;Rp ��FS. I.�NGINPR�F.9 S% �' 89782PE ' JOB NAME : POLYGON NW PLAN 7-A NH - Fl Scale: 0.3307 , *:-.e/ WARNINGS: GENERAL NOTES, who.olhemiw noted: (/c ),••--•'i^ —.— Truss: Fl I.Builder and erection contractor°houldbeadvised ofalGeneral Notes t.This design Is based onyupon the parameters shown andfa for anhdhldlal -��y OREGON TZ and Warnings before construction rs commences. buldhg component.Appllceblly of design ptomaine and proper 'I �. 2.2a4 eamprenbn wwb bracing musico installed where shown e. Incorpoetbn of component Nine responsibility of lin binding designer. 7 . G 2O 3.Additional temporary braeng to Inuits stability during construction 2 Design uewmw Ns lap.sI bosom Moble to W laterally braced at ��. '9 R Y 15 �� Is the reapondbllly el the erecter.AddXbnalpennaneMbradng of 7o.e.end at IS o.e.nsel,.. uewabnndlhraupn dl molt length by /jam, L DATE: 8/10/2015 la overall wrdpre Is mere.pdnalbu aMnpset sheathing such a ptyswodWuNhg(TC)aw,,.drywal(BC). i �A UL. M or the building designer. 3.b impact bridging or blend bracing required where shown•e SEQ.: K 13 4 5 8 4 2 4.No load Would be spoiled to any component WI after al bracing and 4.Installation of be Is the responbblIty of the respective contractor. fasienem are Complete and al no time Would any bed'greater than 5.Oesign assumes busses m to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component, end cora for'dry condi on'alusa. 5.CompuTrus has no control over end names no responsibility Por the B.Design assumes 0li beating at sl supports Woven.Shim or wedge if fabrication.handling.Wcomponents. 1pment and Installation of con necessary. EXP I R ES: 12/31!201.6 5 by 7.Design assumes adequate drainage Is provided. This designIsfumishedsubjecttothelhneatbnssetforthby B.Plates than beloatedonboth faces ofInns.and placed wlhebaMer August 10,2015 B. TPWYTCA In SCSI,copies of which will be NMWed upon eq«s4 Ines coincide with joint center Ones MfTek VSA Inc./CompuTrus SoRWare 7.6.6(1L}E 0.DIplh Indicate she violate In Inches. 70.For basis connector prate dealgn values we ESR•1311,ESR-1888(MITea) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 51&BTR LOAD DURATION INCREASE - 1.15 1- 2=) 0) 57 2- 8=)-181) 1109 3- 8=)-299) 232 BC: 2x9 KDDF 81aBTR SPACED 24.0" O.C. 2- 3-)-1360) 305 8- 9-) -88) 718 8- 4=(-126) 521 3- 4=(-1195) 337 9- 6-(-207) 1085 4- 9-(-126) 521 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1195) 317 9- 5-)-299) 232 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6-(-1360) 305 BC LATERAL SUPPORT <= 12"OC. 50)1. OL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 57 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL 25 PSF Ground Snow (Pg) LBEARINGS MAX VIRTS REACTIONSSIZE SQ.IN. BRG(SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -159/ 1038V -153/ 153H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -159/ 1038V 0/ ON 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 MAX LL DEFL- -0.002" 0 -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL- -0.003" 0 -1'- 0.0" Allowed - 0.133" MAX LL DEFL- -0.035" 0 14'- 6.1" Allowed = 1.054" MAX TL CREEP DEFL- -0.071" 9 14'- 6.1" Allowed- 1.406" MAX LL DEFL - -0.002" 0 23'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL= -0.003" 0 23'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.016" 0 21'- 6.5" 11-00 11-00 MAX HORI2. TL DEFL = 0.026" 9 21'- 6.5" f T f Design conforms to main windforce-resisting 5-08-13 5-03-03 5-03-03 T 5-08-13 T system and components and cladding criteria. f 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 Q 7.00 load duration factor=1.6, 4.0" Truss designed for wind loads 4 4"f in the plane of the truss only. Oi\ llr(INppp M-1.5x3 M-1.5x3 3 aiii =allgillIllk\ N o O u t O M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 7-05-14 7-00-05 7-05-14 y 10-00 y 12-00 y � �E GPNRE()Fe • l l 22-00 i-00y 4\ .�co N FR 02 1-00 �� :97$2PE f JOB NAME : POLYGON NW PLAN 7-A NH - F2 • Scale: 0.2557 r j• J WARNINGS: GENERAL NOTES, unlessotetwis•noted: ••' RENON I.Buldann.endion antndor should be advised of all Genera Notes I.This design Ia based only upon Na parameters slam and Is tor an Individual Truss: F2 and Wambg.Mbnansbucancommences. buldinpamponent.Applicabiliyofdesign pannrotenand proper 2G ro �'. 2.2x1 ampreubn nab br.dnp mud be handed xMre slain•. Inarpanlbn o1 amponem Is the responsibliy of IM bulding designer. �"� q C3`� ,y. 3.Addiionaltemponry bluing to Mure stabily during ansbucflon 2O.agn eaaumsa Bra lop.0 bo6om dards toW nbnly bead el ,IQ al F `_1 lathe r•spwnlNlay oath.andar.Add0an•l permanent braclrq of c ntinuou•110oin.such d•e.braang)TC(d noNth•fnrpinby V anhaua Mei g or sea•s plyvuod sh.,thhors s own and/or•dryvAl(BC). !"q.U` DATE: 8/10/2015 the avenl an nbaa laths nspondbgty of the bolding daaigner. 3.2r Impact bridging or Marsh beading required alae,.suers.. S E K 13 4 5 0 4 3 4.Na lead should be applied to any ampoant until altar al bracing and 4.InstallationDall truss the e.npo.tbe u:Y of the nn�rteeM nedor. Q• hmnan en complete and at no time.IaNdany beds pnalar man andm farr%fry Boise.'ofuse. TRANS ID: LINK design ConpoTadsbeeppladlaanycompan•nt. 6.D•sign,•sumeafull boron.at0auprodsshown.Shim orwedge 1) EXPIRES: 12/31/2016 B.CompuTrahas noamntaMsw .r. . m..ar.sponadllyrorthe necessary. febrlaan,handling,augment and lnslsMan of components. 7.Design name.adequate drahege is prodded. August 10,2015 O.Tran design te furnished sub)ane to Hr.lbnaatbns set forth by B.Plates shag be bated on both lace.albite.,end placed se their anter TPNMCA in SCSI,spies of Wen vAl be furnished upon egad. 9. Ines es nalnddindican pejoint oitnbinrlines MITek USA,InciCom)xtTrua Software 7.6.6(1L}E 10.For basic annedor plate design values wa ESR-1311,ESR-1986(MITch) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF N16BTR 22-00-00 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 BC: 2x6 KDDF SS LOAD DURATION INCREASE- 1.15 (Non-Rep) 1- 2-(-12708) 2820 1- 8-(-2334) 10626 8- 2-( -536) 2544 11- 6-(-1920) 470 WEBS: 2x4 KDDF STAND; 2- 3=(-10490) 2372 8- 9-(-2318) 10550 2- 9=(-1920) 470 6-12-( -536) 2544 2x4 DF STAND A; LOADING 3- 4-) -8090) 1872 9-10-(-1904) 8850 9- 3-) -776) 3504 2x6 KDDF B LL - 25 PSF Ground Snow (Pg) 4- 5=( -8090) 1872 10-11-(-1904) 8850 3-10-(-3170) 760 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6-(-10490) 2372 11-12-(-2318) 10550 10- 4-(-1814) 7896 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 414.1)+DL( 301.6)- 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7-(-12708) 2820 12- 7=(-2334) 10626 10- 5-(-3170) 760 BC LATERAL SUPPORT <- 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5-11-( -776) 3504 ter• ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX THORZION BRG REQUIRED BRG AREA Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR IO PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) XXnails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1908/ 8576V -139/ 1J9H 5.50" 13.72 KDDF ( 625) 9" on in 1 row(s) throughout 2x4 top chords, 22'- 0.0" -1908/ 8576V 0/ OH 5.50" 13.72 KDDF ( 625) 7" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, lafe@9" oc in 2 row(s) throughout 2x6 webs. '^-.`"...'•�•-•+-a_,., a.11'_.-_.;wAk.a,.-„r dg• VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.144" @ 14'- 6.8" Allowed - 1.054" MAX TL CREEP DEFL - -0.291" @ 14'- 6.8" Allowed - 1.406" MAX HORIZ. LL DEFL = 0.048" 0 21'- 6.5" MAX HORIZ. TL DEFL - 0.081" @ 21'- 6.5" Design conforms to main windforco-resisting 11-00 11_00 system and components and cladding criteria. 4-03-12 3-05 3-03-04 3-03-04 3-05 4-03-12 Wind: 140 mph, h-22.40t, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor-1.6, 7.00 IIM-6x6 Q 7 00 Truss designed for wind loads in the plane of the truss only. 6.0" 4 2444441 M-3x6M-3x6 r r, M-3x6 2 M-3x6 ir6 M-6x10 o �`, r M-6x10 ul d ��, =1 n� wit0 cp M-3x8 M-6x8 10 0.25" M-6x8 M-3x8 11 12 -T 7:14-8/(8(S) o 1 4-02 y 3-03-04 y 3-06-12 y 3-06-12 y 3-03-04 y 4-02 y CEO P R OFF J• zz 00 ��5 \AGI NF - �'f, 89782PE 9r JOB NAME : POLYGON NW PLAN 7-A NH - F3 ^ ci7; Scale: 0.2911 WARNINGS: GENERAL NOTES, unless otherx/ee noted: ,^ Truss: F3 1.Bulearand endbnanlndorahol/abe.avhedor.IGeneral Nmes L TMsa.slpnbbend enyupon the parameters Ygxnand broran4klvWuat E., 40 OREGON �, and Vvamkps before construction commences. bulding component.AppllcebliW ofdeslgn parameter.and proper � Q �. 2.Ire compre.skn web Mooing must be installed nnan shown.. Incorporation or component Is the realms/belly of binding designer. J.Addebnal temporary bating mmwe.kdlay during ansbutlbn 2.Design swum..the top and bottom Mohs to be Warmly braced at 17iF GgRY 15 _ �Gr IS Ua roaponciMlry of Na eracier.Additional permanent Gracing of 7ex.and atl0 c.c.reunh as unless Meted t,hyroughout their length by (�. -l DATE: 8/10/2015 IM ovenisbudure 1.Nero continuous sheathingor aunt es aplywoodcing required o...5005,"drywal(BC). / /Ts .n`V aponakllty of the building deJgneo 3.2.Impact bridging or latent bracing Morro Mown.. /"' `` SEQ.: Ki3 4 5 8 4 4 4.No bad Mould be applied to any component uml eller al bracing and 4.metal don of buss is the reapoedbilty of the respective contractor. Steers are complete and at no Ike.should any bads greeter man 5.Design assumes tenses are to be used N a noncorrosive environment. TRANS ID: LINK design bads be applied to any componentand aro for dry condition'el use. 5.CompuTne has no control over and aswmn no responsibility ler the B.DeApn assumes Oil bearing at al supports shaven.Shim or wedge If fabrication."' "°"'"" EXPIRES: 12/31/2016 handling,n shipment and N,lalktes of components. 7.Design assumes adequate drainage is provided, N.Ibis design le furnished subject to the limatkns set forth by B.Plates than be located an both faces of loss,and placed so theircenter August 10,2015 TPIANTCA In SCSI,copies of Mkt MI be furnished upon request. Ines colntlde with Mint center lines. MRek USA,Ine./CompuTrus Software 7.6.6(4L}E B.Digits Indicate sir.of plate N inches. 10.For bat°connector pieta deeps values see ESR•1311.EBR-1008(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1- 2-( 0) 50 2- 8-(-224) 1261 3- 8-(-311) 220 TC: 2x4 KDDF 014BTR LOAD DUSPAIED I24R0ASE C 1.15 2- 3-(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 BC: 2x4 KDDF STANTR SPACED 24.0" O.C. 3- 4-(-1318) 338 9- 6-(-253) 1261 4- 9=(-111) 492 WEBS: 2x4 KDDF STAND LOADING 4- 5-(-1318) 338 9- 5-(-311) 220 LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6-(-1504) 335 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-( 0) 50 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5,50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IR.,.smr. •-.aa.a.:,-.,a-.s-..�... 4,...1. ... �•+ ,,,+✓g• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL.L/180 MAX LL DEFL- 0.002" Cl -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL= -0.003" Cl -1'- 0.0" Allowed- 0.133" MAX LL DEFL - -0.043" Cl 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL= -0.089" Cl 14'- 5.8" Allowed - 1.406" MAX LL DEFL - 0.002" 0 23'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" Cl 23'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL - 0.018" 0 21'- 6.5" MAX HORIZ. TL DEFL- 0.030" Cl 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. 4 f 5-09-04 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 5-09-04 5-02-12 f 5-02-12 f ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,� load duration factor-1.6, 12 End vertical(s) are exposed to wind, 12 M-9x6 'Q 6.00 Truss designed for wind loads 6.00 in the plane of the truss only. 4.0" 4 ,Fay iu M-1.5x3 M-1.5x3 3 5 rn O rM O Y M 0 11r v c 1 9 g o ofM-3x4 M-3x5(S) M-3x4 M-3x9 0 o 14-3x4 y l l l 7-06-03 6-11-11 7-06-03 .V y y ,R„Ep PROF 61 ROFFS 1 )' 10-00 12-00 ). co Co \AGI NEE. •",10 1-00 22-00 4t 89782PE r JOB NAME : POLYGON NW PLAN 7-A NH - G1 Scale: 0.2557 /.l ' -- / WARNINGS: OENERALNOTFS, udessot s,vdanted: y,L:Of 6GON�o'�Ix) 1.Builder and erection contractor should be advhed den General Notes 7.This design b based only upon to parameters shown and h bran Individual Truss: G1 end Warning.afore construction commences. building component.Appllab8ly of design pamnelent and proper Incorpenan of component le me raspondblity of the bolding designer. "�' G LIV .`y /� 2.2x4 compression web bradng mud a Instated where shown•. 2.Design assumes the top and bottom Mohs to a latently Mad at - rf ! *., 3.Addnbnel temporary bracing to Insure stability dues anw/dbn 2 ox.and et IS ex,respeSIN.H unless Mad Uvough04 meir hrpm by �y (�, le the responsibility of the erector.Additional permenaMMaq of continuous0sthing who es*moddnething(TC)and/or drywel(BC). Pq.0 L. ```' DATE: 8/10/2015 the overall wxtlaa lame rssponwRN of a boldngdeelgnar. 3.2a Impact bridging or lateral bracing required where shown•• SEQ.: K1345845 4.No bad shoulder applied to any component ural after al Mdnq and 4.IndaaO>�fww es s are usyH of n a respect0co factor. t. fasteners ere complete and dna thee should any Had.greater than and Desiire for"My condition of use. TRANS ID: LINK design loads a applied to any component. 6.Design assumes MI bearing at el supportsdnvm.Shim or wedge U EXPIRES: 12/31/2016 . 5.Colman:,nesno control over and assumes no responsibility brlM mammy. a fabrication.handling,shipment and antelleIon of components. 7.Design assumes adequate drainage Is provided. August 10,2015 e.This design Is furnished subject to me IMhegena set font by e.Plates Mal a foaled on both faces of Was,and placed so taw center TPBWTCA In SCSI,copies of vddch NO be furnished upon request. 9.Ines collnddde she ithof plateint anin lines. DigitMITek USA,Inc./CompoTrU$Software 7.6.7(11)-E M.For basic connector plate design values sea 019.1311.ESR•1B5e(MITeS) i This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS ' TC: 2x4 KDDF 01iBTR TRUSS SPAN 22'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci LOAD DURATION INCREASE= 1.15 (— ng. BC: 2x4 KDDF g168TR SPACED 24.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. DON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, Cot.L=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End verticals) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall U0 . 4-152 or equal typical atstud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 11-00 11-00 I T 12 6.00 ((M-4x9 12 3 Q6.00 M 2 17 O 1 ` 9 11iIIi"lI % al o o M-3x5(5) 0 M-3x4 M-3x4 1 10-00 y 12-00 y y 1-00 y 22-00 ,`c�(�FID P'OFF& C. • �NGIN -•.R >O 89782PE " JOB NAME : POLYGON NW PLAN 7-A NH - GGE l/fo$ - - � Scale: 0.3682 ..f ,�\ WARNINGS: GENERAL NOTES, unless otherwise noted: ' Truss: GGE 1.Bolder and eredkncontractor shnddBeadvlssdofalGenerlNotes 1.ThSdesign Isbased only upon the parameters snownandSfor anindividual y ORE40 GON '• and Warnings before construction commence,. Wising component.Applicability of design parameters and proper .: A� �O• �. 2 2x4 compression web brsdng mud be Installed were shown e. Incorporation of component la the responsibility MINI building designer. �!/ 3.Additional lempanry bracing to Insure stability during construction 2 Melon nd at IP me lop and Mom chords to be latently braced et 94. q RY Ab �. DATE: 8/10/2015 la the reapendMlNy otm.enaar.Addllloelpermeembr.sing of 7o.aard at IGOA.respedNely unless braced thmuohaut their length by 4 .\_\ • the ayerel Mnxlue le the responsibility of the building designer. =Minuousahe,lmng mochas ptyeoodeheamllg(TC)and/or drywsl(BC). ,1 /1A UL �V SEQ. K13958AC 4.Nob,dslloWdMapplied loany campoeMUMl,RaralOnd and 3.2xlmpadbridgingorlateralbndngregauiredMeredrown•• P M 4.InstallaDesign of Was Is the respoelbilty Imo reagens contractor. fasteners are complete end at no time should any beds greater than S.Design assumes trusses are to be used In a en•conosise environment, TRANS ID: LINK design bads be tippled to any component. and are for•dry condition'of use. 6,design has no control over and assumes no responsibility for me 6.Design as Adlbannp at coo supports Mown.Shim or wedge if tabrkation,handling.shipment and Installation ofcomponenla ^e�ayry. EXPIRES: 12/31/2016 9.This design Ishenlshedsubject tothe hmlationsset faitS be forth S.Peupnaswmelocated ae0edae both othlfagelo aces ofmae,trema.M placed so their anter August 10,2015 TPOWTCA In SCSI,copes ofwnkh oil be furnished upon request. Ines colncWwith pint center linea MRek USA Inc./CompUTNti Sotfwsre 7.6.7(11..)-S9.Digits indicate sue of plate In inches, 10.For basic connector plate design values see ESR•1311.ES R•1999(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBERTRUSS SPAN 2'- 11.0" 'COND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing. 4P TC:: 2x4 KDDF FICDF M18BTR6BTR LOAD DURATION INCREASE - 1.15 Design conforms to main windforce-restating SPACED 24.0" O.C. system and components and cladding criteria. BC: 2x4 KDDF 816BTR WEBS: 2x4 KDDF STAND LOADING Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT C. 12"OC. UON. DL ON BOTTOM CHORD n 10.0 PSF interior zone, load duration factor=1.6 TOTAL LOAD 92.0 PSF �7ote:Truss design requires continuousUON LL = 25 PSF Ground Snow (Pg) I bearing wall for entire span LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2009 AND INC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2-09-09 0-01-12 '1 'H 12 4.00 M-1.5x3 3 •e• r1 0 1 N rti G 1 fir oIIIIIIIIIIIIIIIIM-2.5x9 M-195x3 .1 y l 1-00 2-11 ��EO P R Ope, `'� t4G I N 4-• �'ip�v cv 89782PE r' JOB NAME : POLYGON NW PLAN 7-A NH - H1 Scala: 0.7190 ._ % WARNINGS: GENERAL NOTES, unless otherwise noted: ., OREGON y4 1.Balder and erection=tractor should be advised of al General Notes 1.Th Ilding s component.Applicabilitysed only upon mepara design parameters shown ho n,ndand ls for popar dual /�_ 1A nQ-�Q', Truss: H1 and w.mlp.b,foe bnshudbnamm.wee Incorporation of componentis thereepanslblltyofthebaldingdesigner. j'J-y' ,iroAl 15 V_` 2.Dr4 compression web braving mud be MWbd where shorn•. L Design assumes the lop and bottom chords a be bluely braced at V 3.Additional lemparery brsdng to insure stability during condrudlon To.e.and st10 o,.respecively unless bead throughout their length by '�� �''A.0 L. �` Is the responsibility atthe sector.Morons'pmmanent brsdng al continuous sheathing such as plywood sheathing(TC)and/or drys/AABC). DATE: 8/10/2015 the camel structure lathe responsibility of the balding designer. 3.al hind bridging or lateral bndng required where shown•• SEQ.: K1345847 4.No load should be spelled to any component until era elbooing and 4.mwla1onoftruss Isthe responsibility oftheeepedrveamedor. fasteners or,complete and st no time should any loads greater then 5.Design swum.haws are to be used In a noncorrosive environment. and ere for'dry condition'ease. TRANS ID: LINK design loads beapplied eany comp.new. N.Design,wmeafull beeringatalsupports shown.shenorwedge II EXPIRES: 12/31/2016 5.t ompuTrvs Ms m control over and assumes norasponslNily for the mcemry. ebdanon,handlhp,shipment end 105101e0on ofwmponems. 7.Design assumes adequate drainege b prodded. August 10,2015 9.TThis design Is PWWTCA In SCSI, of width will be furnished upon request. B.trebled to the Smitallons sel forth by lines PolniddeewellJuiMender Ones.of Was,old placed cotMkarder ' 9.Digits indlate sae of plate In Inches. MITek USA,Inn.ICompuTma Software 7.6.4(1L}E 10.For beleannedor plate design rubes see ESR•1311,ESR•ftee(MITek) 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.O0 TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE a 1.15 1-2=(-29) 14 1-3-70) 0 BC: 2x4 KDDF 1116BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)rDL( 7.0) ON TOP CHORD . 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"OC. ION. DL ON BOTTOM CHORD= 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) JT 1: Heel to plate corner 5.25" TOTAL LOAD= 42.0 PIF 3'- 9.2" 0/ 30V 0/ OH 5.50" 0.06 KDDF ( 625) 12 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) 4.00 LL a 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL"L/240, TL=1./180 MAX LL DEFL a -0.004" 8 0'- 0.0" Allowed a 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL - -0.003" 0 0'- 0.0" Allowed n 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008" 8 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL . -0.010" 6 2'- 7.0" Allowed- 0.274" MAX HORIZ. LL DEFL a -0.003" 0 3'- 11.2" MAX HORIZ. TL DEFL a 0.003" 8 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 2 -V Wind: 140 mph, h=19.eft, TCDL=4.2,BCDL.6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor.1.6, Truss designed for wind loads in the plane of the truss only. N .-I r 0 • ul ,-I t I m 01 I 0 1 0 4x 3X ,-s M-3x8 M-3x6 1 y 3-00 y 14-00 Q;ED PR OFF s 'PROVIDE FULL BEARING;Jts:4,3,2 ' 5: NGI N �,9/p :9782PE -7r JOB NAME : POLYGON NW PLAN 7-A NH - H2 f-*� � � Scale: 0.9459 4•-� � - WARNINGS: OENERAL NOTES, unless otherwise noted: c 4) 1. Truss: H2 Builder and emotion contractor should be advised of al General Notes 1.Tdello is bawd only upon the parameters shorn end le for an Individual 9 OREGON " end Warnings before cons/motion commences. building component Applkablly of design parameters and proper1. 0 2 244 amm.aen web Madng mud be installed where shown.. Incorporation of component lame responsibility of the buldng designer. 3.AddlUonai temporary taming to Insure stability during construction 2 Design eesumw the cap and bosom chords to a laterally band at i4" �-Y 1 td��. I•the responsibility of me erector.Additional permanent braemp o/ 2'e.a en at l0'o.0.respectively unless bracedthroughoutMY length by '�� �``,�/' DATE: 8/10/2015 the Dramnrudur.b cowr•spendbn y sped siwstmngaidsasprytaoeaMemIng(Tc).naroraryvngec). Sid rynent buldrpdthrad• 3.bImpacthedging orlateral bradnprequiredwhereshown•• PAUL. SEQ.: K1345848 4.Nobadshould beripplledtoany componentuntlafter albradngand 4.Installation oftrussN Mresponsibility au of the respective contractor. fastenersfastenersaro complete and at no the should any beds greeter than 5.Design assumes trusses re toebe N used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component end are foc•dry condition•of use. 5.CompuTrushes nocontrol over and assumes noresponsillykxthe B.Design••wmes50bearingoldcupport.dwwn.SMmerw.dgeit EXPIRES: 12/31/2016 nemmy. fabrication,Mndong,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.Thladesign IsWished subject tothe:Medians set forth by 8.Plates shell belocated enMI5 Mee ofMs,and placed so their center August 10,2015 TPIM.ICA In SCSI.copes of which vdl be furnished upon request. Ines nbdde with Joint canter lines. Welt USA,Ind./CompuTrus Software 7.6.6(1L)-E 9.Digits Indicate sire of platen Inches. 10.For bade annedor plate dedpn values we ESR•1311,ESR•1088(MITek) .-.. . . ..... _....: .: ,.,-_:r..: ::____ .:::'•::: ;...:tr_>'. cl.::r .:•: tir •- 0 CONFORMS TO DESIGN CONCEPT ( 41-0' 1 .�.r-0� ` 0 CONFORMS TO DESIGN CONCEPT WITH 1 REVISIONS AS SHOViN 0 NON-CONFOR.MING-REVISE AND RESUBMIT _... -._--.r_. _-.- _..__._._ ......___:. ....-. Ms OfOP DPARI0:.4F6 BEER MIDST FOR GUM cTh'ORI WITH INE 0:370R C.XICEPT ORI.T NO WES INT Rail t ne FIERICATBRIOERQB OF P°SPDBSIBILIIT FOR OXIFORISIC'E 5115 T'E ..... :................ C3 DEMI BTAE=Nee SPECTFICATTORS N.L OF MU PATE FRIECT .. • ••• ..... a s OYER TER STOP 0155105 y: Arnold R.Solo:oe 01t:Jemmy RC ales 8:12\ 8:12 _ 7 ENGINEERING INC To C4 (4) co - _. 'PLI - _ - o= • - g,_E ~a5 o — ,..a.- >r ' =a Wo0- — v a8v z z '# ow rY OO 7 Bp"* 4 Tx) Z' z Vc S. 8:42 h z 6 TO I cs g g 34 t- --- in am la C] z g i:3 C7 2 0o ,. .gid R a N N Z O _o4z y 0210' e2zz "$ w_a � 1 2 QO v u v = LL> Z m.0.2,.,._ S .1 - -. 442 aj - 8 B z „ 5§, _. 1�4 2 1 B4 \ i ❑ ,,,,,,,g,. ,.- __ CV 9 1 _ `? • CD w m __ gym _ • -7/ >: . cm • i ,.Z2 B2 (5) . //// \\-v • _...:7/4/01.\ \. . co 4 12 i m N w . I 2sq 0 Copyright CompaTlus inc.2006 BUILDER: ISSUE DA7 : AaO.5PIJW PROVIDEDFOR TRUSS • POLYGON NW 09/12/14 tLAACEMENT nw SANER G PROJECTTITLE REVISION-I: D� STRUCTURAL 7-B NH KDCEea° NGeEEROFFE RESPONSIBLE FOR ALL NON-TRUSS PL • AN: DRAWN BY.' REVISION�2 TO TRUSS COMIECTIONS.BVD.WNG . • 7-B NH / B-NH CHECKED BY:: DESIGNER/ENGINEER OF TO 4 SS •`t: • DELIVERY LOCATION: SCALE: REVISION-3: DES • IGNS PRIOR TOCONsrRucnoN. int TRU G`L� i1'p�1!!Y 0.11"-1' - All designs are property of-Pacific Lumber and Truss. AU designs are null and void if not fabricated by-Pacific Lumber and Truss. ...... • _.. . _ . „ . 1 • 261-0" ----------- I I I 22'-O' 4.-0* 1 Eg CONFORMS TO DESIGN CONCEPT 0 CONFORMS TO DESIGN CONCEPT Wrill i • I REVISIONS AS SHOWN 1 0 NON-CONFORMING-REVISE AND RESUBMIT C3 (3244. ` t LIS TOrt 01DRATIsmItScrvpTSEEllott REVy nolaglomFDLoCc115.1FLRAL:rIRIM I THIRITATTAATIOCR OF REVONSIMLITI FOR COILMIFICE EDI THE w \ L--• LIA MUGS Ala SPEOITIORTIOM ALL OF 601011 ROTE OMR If 0' MS MOP CRANDIR. 6:12 6;12 v ..- . By 6r0014I 6 schwa WC Jae_j_m_Nif..6.CLU w- w- -' (4) v ,.. ENGINEERING INC co C4 co C w'RP m (,, }_ o ---t.. *-- I ‘..., x , 2c... 14-1 I I:: 0 18 1 7•-• I— M =.a,g< z z ,n 12, ce 6:12 S 0 0 > ., g C2(10) it = `c!)" ,• c'R gl 0 08 ,104.... . 7.,- .- .-_, 0 „....0. x ...:, .., z z5 z ,...fflo,.: B4 o, 5 -- N 0 OLLI 0 2f..ii 4 1 •— • (.1 V Cd Z ,, gt 6: re. . . . B3 (7) .• 16.-0' • agnommarAirararApr -.: iv . h. Vr Alir I F- cNi hi\ NIVriirdirlir Brrah, 111Wir .ir 41.4191\4iNk.X.Wev' dr . • . z.1%I. -WilWrAf Adr _. - _ 11011116.110K10.11011111IANIVAFAIr I II 6.1 1 LA I 6%,11%VII OPIOVA Kr 14 111111111 re, 1,..H.. ; _ 1.? co . I. ......1 I• . . • I 261-0° OCopyright CompuTrus Ina 2006 WILDER ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NVV 09/12/14 PLACEMENT ONLYREFER TO TRUSS CALCULATIONS ANO "C PROJECT TME: REV1S1ON4: ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTIEFt . •. •• . 7-B NH KD INFORMATION.BUILDING a , L' . TIAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR AUTON-MAumber TO TRUSS CONVECTIONS.BUILDING . • 7-B NH / B-NH TO I CHECKED 81': DESIGNER/ENGINEER OF RECORD REVIEW AND APPROVE OF Alltilit , DEUVERY LOCATION: SCALE: PEWSION-3: DESIGNS PRLOR TO CONSTRUCTION. * TR US S ''\: Otair • Om"-1, All designs are property of-Pacific Lumber and Truss.All designs are null and void If not fabricated by-Pacific Lumber and Truss. • I I1IIIIIIIhIIf[I I LUMBER SPECIFICATIONS TRUSS SPAR 18'• 8.5' coos.•2: Design checked for nett-5 anf),(pllft at 24 'oc soecino.) TC: 2x4 KDDF RISBTR LOAD DURATION INCREASE= 1.16 DESIGN ASSUMES MOISTURE CONTENT GOES BC: 2x4 KDDF #150TR SPACED 24.0' 0.0. NOT EXCEED 19%AT TIME OF MANUFACTURE. TO LATERAL SUPPORT<= 12'OC. DON. LOADING Design conforms to gain windforce•resisting BC LATERAL SUPPORT<= 1240C. VON. LI( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. L ON BOTTOM CHORD= 10.0 PSF Connector plate prefix designators: TOTAL LOAD= 42.0 PSF Wind: 140 mph h=21.2ft, TCDL=4.2 BCDL=8.0 ASCE 7-10 C,CN C18,CH18 for no prefix) =CompuTrus, Inc Heights), Enclosed Ce�.2, Exp.B, MWFRS(Dlr), N,N2�HS,NIBHS,llIe =Unlit HT series LL=25 PSF Ground Snow (Pg) (Alload duration factor=1.6 LIMITED STORAGE DOES HOT APPLY DUE TO THE SPATIAL Trans designed for wind scone in the plana of the truss only, REQUIREMENTS OF IBC 2012 AND IRC 2012 HOT BEING MET, Gable end truss on continuous bearing wall UON, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. . 8-03-04 8-03-04 T 12 12 6.0017 IM-4x4 a6.00 3 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A Illi BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THTOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE M DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION • SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAIN in RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL 0 BRACING TO THE HINGE TYPE CONNECTION. 4 cm 4 0 O 4, f'0, 1 Ili/ o 0 M-3x4 M-3x4 y3. 1-00 y 16-06-08 1-00 .••�,r.. RR OF A .. JOB NAME: POLYGON NW PLAN 7-B NH - Al • ,5•. _ ) ° • ,.. Scale: • 0.4872 '. czl '.'•..' WARNINGS: GENERAL NOTES,unless otherwise noted: 2 �.P'E • 1.sulker and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for on IndNldual A .. Truss• Al and Warnings before construcdon commences. bulking component.Applicability of design parameters and proper 2.2x4 compression web brads must be Installed whore shown*. Incorporation of component lathe respomlbilly of the buntline designer. � fr '''..454110..!!!:., •.' . g 2.Design assumes the top and bosom chords to be fateroiy traced at '/ 3.AdQtlonet temporary bracing to Insure stability during constructionY e n.and at 17 o.n.respectively unless braced throughout their to b7 `7,111 ' DES. BY: BS Is the roaponcldiyotmaerector.Adareonclpermanent Wooing continuous sheathing such ospywoodsneating(rC)aodrotdrywand3C). .:47.''�...`.tIlEGQN. DATE: 9/12/2014 me*venni structure Is the response:My of the building designer. 3.as Impact bridging or lateral bracing required where shown** •G`r�"VA,s. rya ' 4.No load should be applied to any component until after an tradng and 4.Installation of truss Is the rosponstblsy Mho respective contractor. `1 : `T.°}!•y 4 ..7-`1. ,'''t"; SEQ. . 6059056 taetonersaro complete end alnoamp should any kedsgreater then 0.Design assumes trusses are to be used in anon•corrosiveemlronment P f� 0 7 design loads be*opted to any component and aro tar"dry condition"of stn. ; ./1ij. •'5'', TRANS I L: 4080(1 5.C drrue hes no control over and assumes no responsibility for the 8,Design assumes full bearing at an supports shown.Shim or wedge If R `;. fad adon,handling,shipment and lnstelle0on of components. 7.Design assumes adequate dtalnage is provided. III 11{t1I e.This design Is famished subject to the;Millions eel forth by S.Plates shall be located on both tacos of truss,and placed so their center Il111111111111111111111111 TPnWfCAInSCSI.copies ofwhich wNhoWished upon request. lines oigts coincidewithizeofpat*Inrnche EXPIRES:12/3112015 MITekUSA Ina/CompuTfusSoftware 7.6.6(IL)•E10.PorrbasteconnectorplatedaipnvaluesseeESR•13a1,E6i-te88(MlTelg This design prepared from computer input by ligThis LUMBER-BC IIBC 2012 MAX MEMBER FORCES 4WA/DOF/Cq=1,00 TRUSS SPAN 16'• 6.5' 1. 2=( 2) 50 E. ER FORC 1540 3- IC91.8 309 LUMBERO: SPECIFICATIONS LOAD DURATION INCREASE=1.15 2- 2=((•1761) 477 2. 6=•431) 1540 8- 8=(-321 934 TC: 2x4 KEW 918BTR SPACED 24.0' 0.C. 2. 3=•1761 268 8- 4=(-121 308 BC: 2x4 KODf A168TR 4. 5=(((-1351 258 WEBS: 2x4 KDDF STAND LOADING 5. 6=(•175f) 502 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- $e 0 50 TO LATERAL SUPPORT o= 12'00. UON. OL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT<= 12'OC. UON. TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0' 12,0' LL =25 P8F Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRO AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix efixyn.tCon LIMITED STORAGE DOES NOT APPLY OUE TO THE SPATIAL 0'- 0.0' -125/ 809V -821 82H 5.50' 1.29 KOOF 825 M,U200S,81886 for no prefix II riepuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 6.5' -125/ 809V 0/ OH 5.50' 1.29 ROOF ( 625 N,M20HS,M18H9, tfi=MiTek NT series ,, •, ,. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AHO BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002. 8 •1'• 0.0' Allowed= 0.100' MAX TL CREEP DEFL= •0.003' N •1'• 0.0' Allowed= 0.133' MAX LL DEFL= -0.075' 5 8'• 3.2' Allowed= 0,781' MAX TLCREEP X LI.DEFL= 0.002' 5 17'- 8,5' A lowed=owed u SA0.100' MAX TL CREEP DEFL= •0.003' 5 17'• 6.6' Allowed= 0.133' MAX HORIZ. LL DEFL= 0.059' 0 18'• 1.0' 8-03-04 MAX HORIZ. TL DEFL= 0.091' S 18'• 1,0' 8-03-04 4-04-11 3-10-09 3-10-09 4-04-11 DESIGN ASSUMES MOISTURE CONTENT DOES T NOT EXCEED 198 AT TIME OF MANUFACTURE. ( T 12 Design conforms to Rain windiorce•resisting 12 M-4X6 '7Z16.00 system and components and cladding criteria. 6.00 4 4,0' Wind: 140 mphh=21.2ft, TCDL=4,2,BCDL=0.0 ASCE 7-10, (All Heights), Enclosed Cat,2, Exp.B, MWFR3(Dar), .° D Iiiiiiih._ rdeigeiaod Tussdsndfrwindloads in the plane of the truss only.y. M-1.5x3 M-1.5x3 dillIll m ui �a v M5x8 c M-3x4 M-3X4 m oc __ ,- /- o o c 0 3a 123.00 .00t 12 12 J, /. l 8-03-04 )' 'I, 1-00 8-03-04 y y y y 16-06-08 1-00 1-00 D PROF JOB NAME: POLYGON NW PLAN 7-B NH - A2 3gale: G.szGB :.:. .../zl: • . •0..• • .. WARNING81 GENERAL NOTEB,unless amerwlsenoted: - �pE f on the parameters eh own end Is for en Individual 1.Budder and Warnings be erection contractor should be advised of ea General Notes 1.building component.onlyApplicability o1 design parameters and proper . Truss: A2 and mpresolore constructionmost be Incorporation of component le the responsibility of the builder designer. • 2.2x4 compression web hredn8 mwtbe lnskOsd when shown�. 2.Design assumes the top and bosom chords to bo laterally braced at .:�, �•: - ..'. 3.Addmonattemporsry bndn0 to Insure stability doing construction 2'o.o.end et 1G o.c.reepecSvsty unless braced Uwoughoutlheh len�th by rm., DES. BY: BS Is the respee$Shly of the erector.Additional pormenenl bredn0 of continuous sheathing such as*woad ehestNno(TC)endlordrywaxleC). :;'�'' ' I ' the overall structure is the responslbiny oftho building designer. 3.2xImpact bdd01n0 or latent brining required whore shown** DATE: 9/1 2/2014 4.No load should be applied to any component until atter an bracing and 4.Inlet aeon of Utas Is the respomINPy of the respective contractor. 4j'(SRfEGON: •+rte. SEQ.: 6059057 fasteners are complats and at no time should any loads greater than 5.Design assumes trussesan to be wed Ina non-rorrosivo environment. /. '�}�• 24� H}•: snd ere tor'dry cnndl6on'ol we. 1.4• S' do mp badetue, aas pplied con to anycomponent.asn6.DesslOn assumes WD besting at all supports shown.Shim orwedge tf b •�4S TRANS ID: 408071 6.dCompuTadsbea plied otaverandsrroroaporalbiiyrortha neoaesary. McR J:I.., • fabrce605,handeng,ehlpmant andlrotata0on ofcomponente. 7.Dso a assumes adequate dnlnsgo Is provided. • ., _ l tI�{ 'I I{ I IIIy If'�! I Ii N.This design k furnished subject to the lmttaeons set forth by e.Plates shall be located on both fazes of truss,and placed so their center 11�111111I1DIU 11IIm 111 1 1 f I I'�N TPIA UCAI IOClComps of ch v41/be famished request tad�� noPviobe Indicate plate es�neluea acs E811r1911,E8R•1968 QwITa10 E P:(RE5:12/31't201 b • 11111110111 This design prepared from computer input by PACIFIC LUMBER-BC 1l LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' TC: 2x4 KDDF N1SBTA IB(2012 MAX0AX MEMBER1FORCES511410-O3F/Cq=1.00 BC: 204 KDDF B16BTR LOAD DURATION INCREASE =1.15 1- 2=( 0 50 O-lIa-251 92 10- 3a 12) 109 WEBS: 2x4 KOOF STAND SPACED 24.0' O.C. 2- 3= 88 347 10-it= -256 90 4-I1= 145) 184 3- 4=(-148 779 11-12=€•882I 251 4.11=•1145 248 LOADING 4. 5= -74) 220 12-13.) -48) 472 4.12= 98 808 TC LATERAL SUPPORT<= 12'0C. UON. LL( 25.0)+0147.0) ON TOP CHORD= 32,0 PSF 5- 6a( .85) 248 13. 8n -241) 848 5.12= 381 143 BC LATERAL SUPPORT<= 12'OC. VON. OL ON BOTTOM CHORD= 10.0 PSF 6- 7= .566) 90 12- 6= -765 194 TOTAL LOAD= 42.0 PSF 7. 8= -980 274 6.13= 0 450 OVERHANGS: 12.0' 12.0' 8- 9= 0) 50 13- 7=( .346) 219 11-1.5x4 or equal at non-structural LL=25 PSF Ground Snow (Pg) vertical members (von). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Conneotor plate deli rotors: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) C,CN,CI8,CN18 (or no prefix desi9) =ors: nus, Inc 0'- 0.0' -61/ 213V -135/ 1350 119.00' 0.34 KDDF ( 825) C,CN,C1 MC819 (or n Mprek xT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 6'- 1,0' -72/ 109V 0/ OH 119,00' 0.17 KDDF 825)) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11,0' -231/ 1605V 0/ OH 119.00' 2.67 KDDF ( 625 26'- 0,0' •108/ 613V Of OH 5,50' 0.98 NODE ( 625 Refer to ConpuTrus standard gable end detail for complete (CORD. 2: Design checked for net(-5 eefl_upl ft t 24 '00 ■oa 'nm I specifications. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002' 9 .1'• 0,0' Allowed= 0,100' MAX TL CREEP DEFL= •0,003' @ •1'- 0.0' Allowed= 0,133' MAX LL DEFL= -0.036' @ 21'- 8.1' Allowed= 0,781' 13-00 MAX TL CREEP DEFL= -0.065' @ 17'. 8.8' Allowed= 1.042' 13-00 MAX LL DEFL= 0.002' @ 27'; 0.0' Allowed= 0.100' 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX TL CREEP DEFL= •0.003• @ 27'• 0.0' Allowed= 0,133• T T 1' f •' f f MAX HORIZ. LL DEFL= 0.021' @ 25'• 6.5' MAX HORIZ. TL DEFL= 0.034' @ 25'• 6.5' M-3X511M-4x4 DESIGN ASSUMES MOISTURE CONTENT DOES 4,O' NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 M-1.5x4 g ,F,(•M-3x5 6.00(7 M-3x5 y M-1.5x4 418.00 system endn fcompoms nentso iandicladdingrcriteria. M-3X4 M-3x5 e Wind: 140 mph h=22.4ft, TCDL=4.2,BCDL=6,0, ASCE 7.10 r M 3x4 lAll Hel.ghta), Enclosed Cat.2, Exp,B, MWFRS(Di.r), oad duration factor=1.� o Truss designed for wind loads c M-3x6 in the plane of the truss only. M•1.5X3 0-2.6x4 or equal at non-structural diagonal inlets. cti Truss designed for 4x2 outlookers. 2x4 let-ins p'` 1_diilioiXii3 = of the same size and grade as structural top chord, Insure tight fit at each end of let-in. -5X8 M-3x4 outlookers must be cut with care and ars o `� m permissible at inlet board areas only. ,�., 12 0 i`-'-'` c -, --8 rr4 M-3x8 o M-1.05x3 11 0 M-3x4 M-5x10 _.„=13,00 3.00 0,. 12 12 k J. l J. y I 9-11 3-01 4-08-12 8-03-04 1, 1, y y ), /- 1-0 0 9-11 7-09-12 8-03-04 1-00 • 1-001. 26-00 1 y 1-00 • JOB NAME: POLYGON NW PLAN 7-B NH - 61 Scale: 0,2140 5` ' q.PN/ A./ WARNINGS: GENERALNOTEB,unless otherwise noted: .LCI • '• (•fr� . I,Sutlder and greaten contractor should bo advLsed of ell General Hobo 1.This design le based only upon the Mmstere shown and is for an Individual :Ct . vt 92 s OP E cr. Truss: 81 and Warnings before conn4uceon commences. building component Appaoabilay of design parameters and eloper 2.2s4 compression web bredng must be instalodwhoro shown a Incorporation of component le the responsIdity of the bonding aeslnen- 3.Additional ts 2.Oesfgn assumes tie to and bottom chords to be laterallybraced lig mpomry bracing to insure sinbiey during construction D ` DES. BY: BS is the roaponalblily of the erector.Additional ponnenent bracing of 2'ex.end at 18'o.c,respectivelyply unless braced throughout their laMayth by �,,;; .`.', •,aF�.al• ': '; . DATE: 9/12/2014 the overt structure to the roe continuous shee ang such as plywood she dwirer C)enNor drywangIC). . G•• responsibility of the butidlne deetrn=r. 3.2s impact bridging or lateral brednC required when shown l♦ - Q'• 4.Noshould be epplad loony component unlit eller all bredng and 4.Insletiaana oftre»Is thereappomnutiy erloenepecare contractor. A;;OREGQN: SEQ. : 6059058 fastenereencomplete and atnotime should any loads greater Nen 5,Onion memostrustee are tobeused Inanon•corrosNeemlronmenl. ��•" '74 TRANS I Q: 408071 5.C mdesipuTrus hoc appliedn toads be ccontrol oveer component. nd assumes no neponalbifiy for Um and am for"dry laO bion'am. Bolt ✓O: 'y 1'4..`2Q `' 8.Design assumes Nn basing at all supports shown.Shim ermine . Q fab,leation,handanp,shipment and Installation of components. nacossty. 8.TAla design la furnished subject to the amto0an8 oat faith 7.Design assumes adequate on both lucdrainage Is Press.e. '' - y��• • I III1 t 1111111 I III III 1 III I{I II111 TPIM)TCA In SCSI,copies of which vdll be furnished upon by 8. Gres coindd,with nt on �6ni�of truso,end placed so thou cantor IIt{ I I MITek USA,Inc.lCompuTrus Software 7.6.6(11)•C 10.Forbin¢coonnectoroplata design velvet soe ESR-1311,ESR-1088 ediTelO • EXP.IRES:12/3112015 This design prepared from computer input by It III���I PACIFIC LUMBER 8C • 111 TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF!Cq=1.00 LUMBERSPECIFICATIONSKDOaBTRLOAD DURATION INCREASE= 1,15 1. 2=( 0 50 2-10=1-247) 1694 10. 3= 01 228 TC: 204 KOOF #1LBTR SPACED 24,0' 0.0. 2- 3'(-1886 381 10-11=(.249) 1591 3.11= •378107 80: 204 KDF S1ANDR 3. 4=(-1470 369 11.12=(-171 1308 4-11= •8576 WEBS: 204 KDDF STAND LOADING 4- 5= 1343 362 12-13=t 436 2828 4.12= -183 151 LL( 25.0)401( 7.0) ON TOP CHORD= 32.0 PSF 5- 8=(-1388 346 13. 8=(•616 2784 5-12= -207 953 TC LATERAL SUPPORT<= 12'0C. VON. 6. 7= -2946 590 12. 8=-1726 395 DL OH BOTTOM CHORD' 10.0 PSF 7. 8= -3145 715 8.13= -191) 1428 BC LATERAL SUPPORT<= 12'OC. VON. TOTAL LOAD= 42.0 PSF 8- 9= 0) 50 13- 7=( •104) 165 OVERHANGS: 12.0' 12.0' LL =25 PSF Ground Snow (Pg) Connector plate prefix efix natCoe BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA C,CN Connector (or no xrdeoig =ore: pas, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES M,N2�HS,MtBHS,M16=NiTak NT series REQUIREMENTS OF IBC 2012 AND !RC 2012 NOT BEING MET. 1 0'- 0.0' -179/ 1208V -1341 134H 5.50' 1.93 KOOF (825 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD.TOP 26'• 0.0' •1791 12060 Of OH 5.80' 1.93 KODF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Irmn o ee<1nn checked far nett 5 ocfl uplift at 24 'oe apacinaJ VERTICAL REFLECTION LIMITS: LL'L/240, TL.L/180 • MAX LL DEFL= 0.002' @ •1'- 0.0' Allowed a 0.100' MAX TL CREEP DEFL=-0.003' @ -1'• 0.0' Allowed' 0.133' MAX LL DEFL= .0.170' @ 17'- 8.8' Allowed' 1.254' MAX TL CREEP DEFL• -0.335' @ 17'• 8,8' Allowed= 1.872' MAX LL DEFL= 0.002. 0 27'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL a -0.003' @ 27'- 0.0' Allowed= 0.133' 13-00 13-00 T MAX HORIZ. LL DEFL= 0,098' @ 25'• 6.5' MAX HORIZ. TL DEFL= 0,182' 0 25'- 6.5' 5.02.12 4-08-04 3-01 1 T 4.07 4-00-05 „ 4-04.11 DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00 0 M 4X6 Q 6.OQ Design conforms to main windtorce•resisting 4 ' system and components and cladding criteria, • 5 ,� Wind: 140 mph h=22.4ft, TCDL=4,2,BCDL=8.0, ASCE 7.10 (All Heights), Enclosed Cet.2, E%p.B, MWFRS(Dlr), "x44, -3X4 load duration factor=1.6 4 M.3x6 in the plaesineeofned ftheruss wind loads only, 2 €4, M-3x4M-1.5x3 tD 0a i. 4441444444441444406. Ci J M-5x8 =M-4x4 0 e' -- i 0" 7M-3x10 '�o ,-gyp.. c 10 11 o C; M-3x4 M-1.5x3 M-5x10 a 3.00 3.00 .- 12 12 J- ), ), ) • y 5-01 y 4-10 3-01 4-08-12 8-03-04 J, )- 9 11 y 7-09-12 y 8-03-04 1-00 1 100), y 1-00 y 26-00 1-00 0Q JOB NAME: POLYGON NW PLAN 7-B NH - B2 Scale: 0.2140 .? �.4 . . izr :. .. GENERAL NOTES,uni.o otherwise noted: • !g p WARNINGS:a 2..P E 1.Builder and emotion contractor should be advised of ell General Notes 1.This dneesigen IPobnaW Appppeaa t eoawn D emetem and p forreer Individual >f ::. Truss: 82 end Weirdoesbeforeeonebacaon eommonas incorporation of component I the rospomlday Who buildng designer. 2.2s4 compresdon web bratlng must be Inlaid where shown+. 2.Design assumes the top and bottom chords to be laterally braced a '.�. �••" 3.Addmonaltemponnivadngtoinn:restodgyduringcansbudlon 2'o.c.and at1Co.c.respre lyunlenabracedtNaughoutthdrennggt�hby DES. BY' BS Is the renponeldsh of the erector.Addieonat permanent bracing of =Minnowshsddng such as plywoodeheslMngRC)ondfordywen(BC). •• .4 DATE: 9/12/2014 the oyerel structure I the responsibility of the building designer. 3.2c ImppactbddgIng or lateral brodng required where shovm++ 9 ,fy(7F?�GON:p, V✓' 4.No bad should be epp ad to soy component until alter an bradng and 4.I ste i o of truss toosthe r spponee:NG f a noeepe wdtivew Olfoctomanl, 4.., t SEQ. : 6059059festoners ore complete and atnolime shouidany badsgreater then �., `• 6• is gad an foray condttlon'of use. i 1:4.Z' S:. design loads eo no to over and component. a,Design assumes full hewing at a1 supports shown Shim or wedge If • . TRANS i D: 408071 5.CongnRns hes no cmdrol oval sea assumes no responsibility forme ne0Bua R n��; febda0on,handling.shipment and Installation of components. 7.Design uumaa adequate drainage Issprodded. 6.Thldeslanto furnished subject to the Ordtations set forth by B.Plates shall be locatedOnboth feces truss.end placed so their cantor 1111111111111111111111111111111 1PI k T A InSCSI.codes ISCJComps erudite:1s ME Software 7.6.6(ll)E request. 1nt center Ines. 0.Four b nIndicate oecolor�Npl design valves tae ES R-1311.E81?1968 QdiTep QCP(FiE3:12131'/2015 1111111111111 This design prepared from computer input by 1 PACIFIC LUMBER-8C LUMBER SPECIFICATIONS TRUSS SPAN 26'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOFIC -1.00 TC: 284 HOOF#1513TR LOAD DURATION INCREASE= 1.15 1. 2=(( 0 50 2- 8= -270 1528 3. 8= •383 258 BC: 2x4 KDDF 016BTR SPACED 24.0' 0.C. 2- 3=(-1813) 398 8- 9=(-124 1001 8. 4= •128 038 WEBS: 284 KEW STAND 3- 4=((.1690) 399 9- 6=(-298 1528 4- 9= .128 838 LOADING 4. 5=(•1590 399 9- 5=(-383 258 7 TO LATERAL SUPPORT<=12'0C. UON. LL( 25.0)+OL( .0) ON TOP CHORD= 32.0 PSF 5-6=(-1813 396 • DC LATERAL SUPPORT<= 12'OC. UON. DL OH BOTTOM CHORD s 10.0 PSF 6. 7=( 0) 50 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0' 12.0' LL=25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ORO REQUIRED ORG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE ST.IN. (SPECIES) C,CN,C18,C016 (or no prefix) CompuTrus, Inc NOTION CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -179! 1206V -134/ 1340 5.50' 1.93 KDDF 625)18=MiTek N series LIVE LOAD Al LOCATION(S) SPECIFIED BY INC 2D12. 28'• 0.0' -1791 1206V 0/ OH 5.50' 1.93 KOOF ( 625) THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. (CONO. 2: Design checked far nett-5 psf) uplift at 24 '05 soacine.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002' 9 -1'- 0.0' Allowed= 0.100' MAX TL CREEP OEFL= •0.003. 3 -1'- 0.0' Allowed= 0.133' MAX LL DEFL= -0.063' 3 17'- 1.8' Allowed= 1.254' MAX IL CREEP DEFL=-0,127' 0 17'- 1.8' Allowed= 1.672' MAX LL OEFL= 0.002' 0 27'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL= -0.003' P 27'- 0.0' Allowed= 0.133' MAX HORIZ. LL DEFL= 0.026' 0 26'• 6.5' MAX HORIZ. IL DEFL= 0.043' 0 25'- 6.5' T 13-00 1' 13-00 1 DESIGN ASSUMES MOISTURE CONTENT 00ES 6-09-04 6-02-12 6-02-12 6-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. 1' 1' f 1 T Design conforms to main windforce-resisting 12M-4X6 12 system and components and cladding criteria. 6.0017 4.0' Q 6.00 Wind: 140 mph h=22.4ft, TCDLo4.2,BCDL=6,0, ASCE 7-10 q ,.0 (All Heights), Enclosed Cat.2, Exp,B, MWFRS(Dlr), /` if load duration tactor=1,g Trues designed for wind loads in the plane of the truss only. c M-1.5x3 M-1.5X3 ,3 x. so c 0 C M-3x4 M-3x4 M-3x4 M-3x4 ci M-3x5(8) 3, • 1• )- 1, 8-10-03 8-03-11 8-10-03 1, 3, y • 10-00 16-00 3' 1• 1-00 26-00 1- 00 .�,�,D•.RRpFs ' JOB NAME: POLYGON NW PLAN 7-B NH - B3 5�' ' INiE' 0% Scale: 0.2199 WARNINGS; GENERAL NOTES.unless Minimise noted: .:!.02.02.,E �{r�X21 1,Builder and orocOon contractor should be advised o1 a0 General Notes 1.Thle design Is booed only upon the pammelen shown and is for an Indmiduai .7.C r.E Truss: B3 and Warnings before conahuctlon commences. bulldog component AppikebMy of design parameters end proper 2.2(4 compression webbradng must be Installed Mane shown a. Incorpomeon of component le the respondblity of the building designer. 3.AddtlomilamporaryIaadrg to Imre aladfy dosing conawr:don 2.Design assumes the top end bottom chords toles laterally braced at DES. BY: BS Is the responsibility el the erector. re eta at pdmronent tossing of 7 0.0.and at 10'o.a.respoesvey it lase braced throughout theirlength W ,..4:'40...,•. � . continuous sheathing such astedng d sheetldnp(TC)andnordryvnteg3C), ` ' DATE: 9/12/2014 the overall uold bene Is the rosponso rep of the building designer. 3.ar Impact bddslrg or latent'bracing required whore shown+. • 4.No load should be'replied to any component until sow an bracing end 4.Installation of has Is the reapone uo,of the respeceve o environment, •7?' • `UREOON' D. 4(%" • SEQ. : 6059060 fasteners are convict*and rine time should any toads greater than S.Design assumes trucaas are to be used In a non•conosNe environment, h'✓! design loads bo applied to any component and are fen-dry condition'of use. , • P 6.Design assumes full beating at el supports shown.Shim or wedge If '•'•[.i • 14' TRANS ID: 408071 5.Contention has no eonbol over and MUM'S no responsibility for the necessary. 1 1 I fabrication,handling,shipment and InstaOaWon of components. 7.Design assumes adequate dieinage la prodded, R �,:'• I lillll IINI II II IN I IIIN III I II II IIII IIII 6.This design ls furnished sbl9ectof to the will fa ns set forth by 8.Materiels!!be located on both facet of tiros,and placed so thoh center •• TPUWTCA In BC.%copies of which will be furnished upon inquest. Mee coincide with Iaincate duo pptlI�omer urea. MITcH USA,In:lCOtnpuTru9Software 7.6.6(1L)-E 0.9.For basne icconnect connector signvaluesase ESR-1311,ESR-I9880HITek) EXP.IRE5:12/31/2015 This design prepared from computer input by )(�IIi{{llll�{ PACIFIC LUMBER-BC I11 III 1 I TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 40R/DDF/Cq=1.00 LUMIC: SPECIFICATIONS 4LOAD DURATION INCREASE= 1.16 1- 2-( 0 50 22 - 8=(.251 1275 8- 3= 0) 232 TO: 2x4 KDDF 188171 T2 SPACED 24.0' O.C. 2- 32(.1524 377 8- 9=-253}) 1272 3- 9= .448) 135 2x8 KDDF 188TR 3. 42 -1084 380 9.10=(•262) 1212 9. 4= -87) 535 BE; 2x4 KDDF S1ANDR LOADING 4. 5= 0 0 1O-ltr(-261) 1213 9:102 -390) 187 WEBS: 2x4 KODF STAND 7 LL( 26.0)4DL( 7.0) ON TOP CHORD= 32.0 PSF 4. 62 -1043 332 OL ON BOTTOM CHORD= 10.0 PSF 6.11= -1450 382 TO LATERAL SUPPORT<= 12'OC. UGH. TOTAL LOAD a 42.0 PSF 13. 7= -846 181 BC LATERAL SUPPORT<= 12'OC. UON. ___ __ _ __ LL= 25 PSF Ground Snow (Pg) BEARING MAX VENT MAX HORZ BOG REQUIRED BOG AREA NOTE: 2T4 BRACING AT E.SC OTHSHEAR LIMITED STORAGE 00E8 NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED0'- 0.0' -1871 1048V •97( 1028 5.60' 1.68 HOOF 625 a=� �===,a== REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 6.6' -92/ 683V 0/ OH 53.50' 1.09 KODF 825 OVERHANGS: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 28'• 0.0' -149/ 288V 0/ OH 53.50' 0.46 KODF 625 OVERHANGS: 12.0' 0.0' AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. 11-1.504 or equal at non-structural ( o Design cheoked for netf•6 coil ualift at 24 '00 saacina.l vertical members (uon). VERTICAL DEFLECTION LIMITS: Lt=L/240, TL'L/180 Connector plate prefix deolgnatore: MAX LL DEFL= 0.002' @ •1'• 0.0' Allowed- 0.100' C,CN,CI8,CN18 (or no prefix) =OompuTrus, Inc Refer to CompuTrus standard MAX TL CREEP DEFL= -0.003' 0 .1'• 0.0' Allowed= 0.133' M,U2onS,Mi6H6,1116 a M Tek M series gable end detail for complete MCREEP DEFL=-0.83' @ 11'• 0.0' Allowed= • specifications. MAX TL1.4 '1.054 MAX HORIZ. LL DEFL= 0.020' 0 21'- 11.5' MAX HORIZ. TL DEFL= 0.034' 0 21'- 11.6' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 13-00 Design conforms to main windforce-resisting 13-00 1' T system and components and cladding criteria. I5-11 5-01 2 00 3-01 9-11 ,(Wind: 140 mph h-22.4ft, TC0L=4.2,8COL=6.0 ASCE 7.10 ( 5 -1h1 -4x4+ 12 toad duration'factor=idi Cat.2, EXp.6, MWF118(DIr), r 12 6,00 M-4x8- D 8.00 inuthess dplane off thewtrusssoonly. . , + M-3x4 c M-3x4 + o + M-3x4 + + M-3x4+ . c3 0 f- v A 8 1-9.0.25a 10 1fit © . . . � o o M-3x4 M-1.5x3 M-1,5x3 M-5x8(5) J. 1' ). /, y 1, 5-09-04 5-02-12 5-02-12 5-03-12 4-05-08 y y 4 y 1-00 1 00 28-00 Scale: 0.2438 �����li�p R�Efi���2:. JOB NAME: POLYGON NW PLAN 7-B NH - B4 �0,P j�Jc'9 WARNINGS: GENERAL NOTES,unlessothen.lse noted: ,:CZ' 2�Qr,G r.. 1.Builder end erection contractor should be advised of ell General Notes 1.This ti Id design Is baledt.onpewbn on the of pommelling porometm and for ro Individual Truss: S4 end Warnigsbefore construction commences. mcerpgcomon otentrgcnantisgroreeponsf011ty of tde&gnparametoaWdproper mer. l 2.2X4 compression reed bredng most be Installed where shown.. 2.Design assumes the top and bosom chords to be laterally braced al 3.Additional temporary bredng(*Insure Stability during construction T ma and at 10'o.o.respectively unless braced throughout their length by :/:'�'•'•. •. �i.,, DES. BY: BS la the reapana:41lyotthe erector.Additional yermenem bradne of continuous sheathing such as plywood aheathIng(fe)andfrdrywal C). �• •L , DATE: 9/12/2014 the overall structure Is me teepondbimy of the building designer. 3.2 r Impact bridging or lateral bracing readied where shown+• (��,EGON: ' 4.No bad should be tippled to any component until after all tsadmy and 4.Installation of buss Is the respOMlbitly of the respective contractor. ;� 4. • " . SEQ. : 605 9061 fasteners are complete end at no ilme should any loads greater than 5.Design assumes busses are to be used In•noncormslve environment. , -}-• ' design loads be eppced to any component. and gra for-44'""116°n" ry condition"of use. • ...,. 1 4•, 9.Design assumes Ml bearing at all supporta shown.Shim or wedge If .k.... • ��: TRANS ID: 408071 5.%Winn.hes handing, wonand nseemoenoromPonoMs.sponsrony for Eta nesignas. `:RR1 . . fabs dein.handMs.ehlsment and ern:aeo of c set nil. 7.Design assumes adequate drainagecIs provided. i1 11 11�f111' t1t1t1I 9II,' AIt1I 1I1111 11III 11 8.TMs design In furnished subject to the HMetione net forth by e.Ones Plates shall be locatedonbath faces el Wse,end pieced so their canter II1�4a 1111111111111latll�al1111 1111 rytT�¢ USYYMA A, CSI.CJCcopies of which Wit be f ishedupon royuesl es. O.Fwbaatodcoarme�rdl Prale daslprhIn �veluassse ESR-f311.ESR 1698 g�lkTeq 11 LL 1 1 EXPIRES:12/311201.5 1E111111 This design prepared from computer input by PACIFIC LUMBER-BC 1 . LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' ICOND. Design checked for nett-5 osfl uslift at 24 •no pacing I I TC: 2x4 KDDF 1,168TR LOAD DURATION INCREASE=1.15 1 BC: 2x4 DF SUBTR; SPACED 24.0' 0.0. DESIGN ASSUMES MOISTURE CONTENT DOES 1 2x4 WOOF B18BTR 81 NOT EXCEED 19k AT TIRE OF MANUFACTURE, TC LATERAL SUPPORT<=12'OC. UON. LL( 25.0)rDL 7.0)LONDTOP CHORD = 32.0 PSF ING Design conforms to main wlndforco-resisting F BC LATERAL SUPPORT<= 12'0C. VON, DL ON BOTTOM CHORD= 10.0 P8F system and components end cladding criteria. 1 TOTAL LOAD= 42,0 PSE Wind: 140 mph h'15ft TCDL'4.2 BCDL=6.0 ASCE 7-10 1 Connector plate prefix prefix o Con (All Heights), Enclosed, Cat.2, Exp.B, MYIFRS{Dir), C,CN,CIB,CNHB (or no prefixi CompuTrus, Inc LL=25 PSF Ground Snow (Pg) N,M20NS,M188S,816=MiTek Mt series load duration tactor=1,6, I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads in the plane of the truss only, s REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET, 1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AHD DOTTON CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals, Refer to CompuTrus gable end detail for complete specifications. ) 11-00 11-00 1 12 1 12 6.00 7 3 Z1 6,00 I i I i i I 0 0 O(` 4 0 f-o 1 -rv. O M-3x5(5) o { M-3x4 M-3x4 : 3, 12-00 3' y 10-00 b 3' 1-00 22-00 y 1-00 y P,p.PAQF _ JOB NAME: POLYGON NW PLAN 7-B NH - Cl .� .' •• (rv. . . ssi .• Scale: 0.3891 •'C. :!L ) • •,••' l j ' • .. WARNIN08: GENERAL NOTES,unless otherwise noted: g2 0r1 ,., 1,Builder and erection contractor should be advised of WI General Notes 1.Thin design Is based only upon the parameter shown end Is for an individual • � E r Truss: Cl end warnings before 050ahucelon commences. building component.Applicability of design peremetere and proper 1, - 2.2t4 compression web busing must be Installed where shown 4. incorporation of component Is the reeponslbllly of the building designer. • 3.Add tanel temporary bracing to Insure stability during construdbn 2.Design assumes the top end bosom chords to be laterally braced at DES. BY: BS To,o.endsIlO'adrespedNeyunlessbracedthroughouttheirlengthW � dr Is the responsibility of the otedor.AAdlUenal permanent bracing ofs /.' •-r. DATE: 9/12/2014p gy ng gSccoImpact orng eudtabrados gldredeheethose sows.endier drywroq �. a, the wore.structure le the roe onsihtl ofine WM ted nor. 3.2t Inv ad bddghrg or lateral bracing ragdrodvmero shown.* e 4.No IOW should he appled to any component moat aeareObredng and 4.Installation ofinns ls the mapensibtey of the respective contractor. `.1 'Of3.EGON: '((j' • SEQ. : 6059062 faatonero era complete and sloe gine should eny bads greeter teen 5.DesIIgn aesumss trusses 01.to be used Inc nun.corroslva environment. �� �' desIgn loads be applied to any component and aro for'dry condition'of use. '✓ 411,..-- 20 .' 6.Design assume.full bowing at all supporta shown.Shim or wedge If ''. 1.4 .• : ;D TRANS ID: 408071 a.Compares hes no control over and assumes no reeporoidSy for the neeearory, f 1 fabrication.handling shipment end installation of components. 7.pedgn assumes adequate drainage le ed, •• R(�I.1.�:•. 0,Thb design Is furnished subject to the limitations tot forth by 8.Plates shalt be locatedonboth faces of inns,and placed so their tenter 1111111111111111111 MITek SA,InclC mpuTrus Software 7.6.6(114-EuponTPUW7CA In BOSI,copies of which thin be furnished roquasL twith joint center lines. o Dilines gits droomer'p1.15 dmipnvetueaaee DSR.1311.ESR-1859(MITeq EXPIRES:12/3112015 • by 101111111Thisdesign prepared from computer input 101111111PACIFIC LUMBER-BC 'I t IBC 2012 MAX MEMBER FOAC)ES 4W111DDfJCq=1,00 LUMBERC: 4 SPECIFICATIONSE#18BTRTRUSS SPAN 22'- 0.1' 1. 2= -15041 335 2. 9n(.224 1281 8- 4=1.3111 220 220 TC: 2x4 NODE S1d,BTR LOAD DURATION INCREASE. ' 0= 1.151 WE: 2x4 KDDF S1ANTR SPACED 24.0' O.C. 3- 4= -1318 338 9. 6=(•253) 5261 4- 9= •111 492 WEBS: 2X4 KDDF STAND 4. 5= -1318) 338 9- 5= -3111220 LOADING 5- 6= -1504 335 TC LATERAL SUPPORT<= 12'00. UON. LL( 25.0)+O1( 7.0) BOTTOM CHORD= 10.0 PSF 6- 6= 0 35 ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT<=12.00. UON. OL ON TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0' 12.0' LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ SRO REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector,CN,018, pplace prefix efix nn Coa: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -119! 1038V -109! 1090 5.50' 1,66 KDDF 625) M,M2000,818H5 (or no prefix=riesuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRE 2012 NOT BEING MET. 22'• 0.0' .1191 1038V 0/ OH 5.50' 1.66 KODF ( 625) M,N20N8,N18HS, t6=NiTek u series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=Ll240, TL=L1580 MAX LL DEFL= 0.002' @ -1'• 0.0' Allowed= 0.100' MAX TL CREEP DEFL= .0.003' 9 -1'- 0.0' Allowed= 0.133' MAX LL DEFL= -0.043' @ 14'- 5.8' Allowed= 1.054' MAX CREEPTL MAXDEFL= 0.002' @ 23'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL= -0.003' @ 23'- 0.0' Allowed- 0.133' MAX HORIZ. LL DEFL= 0.018' 9 21'• 6.5' MAX NORIZ. TL DEFL= 0.030' @ 21'• 6.5' 11 OO li-00 DESIGN ASSUMES MOISTURE CONTENT DOES T 5-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. 5-02 12 5-02 12 5 012 ( 12 Designstandforms componentsiandicladdingrcriteria. 12 M-4x6 'Q 6.00 6.00 Wind: 140 mph h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 0° (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 4 ,�.,! load duration factor=1.1b ��` Tin thess dplaneed offon thewind loads truss only. co M-1.5x3 M-1.5x3 0 0 LC) 0 V) I _ c �•- i- c.,f ' 8 EI O g 0 M-3x4 ({-3x4 M-3x5(S) M-3x4 M-3x4 0 y 7-06.03 y 6-11-11 y 7-06-03 y y 10-00 y 12-00 y y k y 22.00 1-00 1-00 0 PROx JOB NAME: POLYGON NW PLAN 7-B NH - C2 Scale: 0.2586 •I I rftzrl�.tC :.fir:: WARNINGS: GENERAL NOTES,unless otherwise noted: ^ GOV :G • 1.Builder end menden contractor should be advised of a9 General Notes 1.MN design cbased onladnithe of parameters e parameters shown end Isforr can Individual Truss: 02 and Warnings before cora ng on t br Installed builIncorporation of component le the reepoastbitly of the bunting designer. e 2.2t4 compression web bradn9 must W IrMaOod whom shown*. 2.Design assumes tate top and bottom chords to be lataralfy braced at a4.al '`: •• ! 3.Additional temporary bracing to Insure elshifty dudng construction 2'o.0.and at W ac respectively artless braced dnou9hautlhdrla ih by DES• BY• BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood ehostMnM(TC)endlor drywall(8C). - - . �' . DATE: 9/12/2014 the areae structure Is the responsibility of the building designer. 3.2c Impost bddghg or lateral bredng required where shown++ • • ` QFf ECa ON:.p �y 4.No toad should be appl'd to any component until atter all bracing and 4.Installation of guests the raepormldOry of the respects'contractor. rr• y' +�,.' ' SEQ. : 6059063 fasteners are complete and atria time should any loads greater than 5.Design assumes buses am to be used In a ron•conosive environment, ._/..: :4y 0 and are ror"dry condition*of use. x os:;,Y` TRANS ID: 408071 dompuTrus ire no control any end asson 9.Desipnaesumesfud bowing at an supports shown.Shimotwedge H V , S.Coign loads shas noeonhto overandonent. no responsibility forth' necessary. ••.' fabrication,handling,shipment and Installation of components. T.Design assumes adequate drained'Is provided. . n I I� I I I 8.TMa design is furnished subplot to the irritations sot forth by 8.Pales shell bo locatedonboth faces of Wsa,and placed so their center 1111111113111111111111111 111 I1111311� 1111111111111 TM/MCA M/Mtht AIn SCSI. SCcodes of Which will ba furnished upon r us Software 786(1L Erequest 1U.Rob Indicate size of bOnes uts connector plata pndde Witt Joint late Inches. foe EBR-5351,ERR-1888 galRek) ' 1 'l 1 111 EXP:fRES:12/.31r'.':^015 II1IIIII1II1l This design prepared from computer input by f �I PACIFIC LUMBER-BC ! i • LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0• KONG. 2' ea qn chocked for t-5 pstlol uat 4 'oc lapsing I j TO: 2x4 KODF if15BTR LOAD DURATION INCREASE a 1.15 net1 BC: 2x4 KODF X1SOTR SPACED 24.0' 0.0. DESIGN ASSUMES MOISTURE CONTENT DOES ( NOT EXCEED 19%AT TIME OF MANUFACTURE. i TC LATERAL SUPPORT<e 12.0C. UON. LOADING i BC LATERAL SUPPORT<a 12'OC. UGH. LL( 25.0)4DL( 7.0) ON TOP CHORD= 32.0 PSF Design conforms to main ree-resisting OL ON BOTTOM CHORD a 10.0 PSF system and components anddcladding criteria. Connector plate prefix designators: TOTAL LOAD= 42,0 PSF C CH C18 CN18 or no prefix) =Com uTrus Inc Wind: 140 mph h=15ft TCOle4.2 BCOL=6.0, ASCE 7.10, M,M20H8,N18HS,i116 =MiTek MT series LL=25 PSF Ground Snow (Pg) (All Heights), Enclosed 41at. 2, Exp.B, MWMIS(Dir), load duration factor=1.b1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind coeds • in the plana of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'Gable end truss on continuous bearing wall UO0. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. RefDr toro equal typical at stud verticals. Refer to CompuTrus gable end detail for 11-00 11-00 complete specifications. 12 IlM-4x4 12 6,00 3 Q 6.00 h 1 1r i • ) ! i M O O I tD I or, ' li 4 i',1,- N.*- N IIIIMIIIIIIIIIMIIMIIIIIIMIIIIIIIMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII go. M-3x5(S) M-3x4 M-3x4 y y y 12-00 10-00 . J. y 1-00 22-00 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - C3 Scale: 0.3875 • `�`(Q !Ne >•• •.' WARNINGS: GENERAL NOTES,unless Motets,noted: _ '[[•]]�1 ZN7 ' � 1.Bonder and erection contractor should be advised of en General Notes 1.The design Is based only upon the parameters shown end Is for an Individual • '=a- V I-G Truss: CS end Warnings beforeeonstrucUon commences. building component.Appnabally of design premolars and proper 2.2x4 compression web Inning must be installed where shown•. Incorporaconaen eun ofent Is the respond:illy of the buil/ding designer. 3.Additional temporary bracing to Insure stablity during construction2.Design assumes the top end bosom chorda to Do lateral brazed at DES. BY: BS Is the respensrbGly of the erector.AddMonat permanent Wading of 2'cc.and at W'ox.respectively unless braced throughout their length by continuous sheathing suet as plywood required andfer drywall(0C). ''+— •' DATE: 9/12/2014 the overall sWctore to the respondbtaly of the building designer. 3.as Impact Undoing or Morel brad required where shown++ '-37,d" `C , 4.No load should be applied to any component until after all bracing end 4.Installation oftruss Is the responsl tly of the respective contractor. . 'OREGON: tv SEQ. : 6059064 fasteners are complete end at no ems should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive orrrtronmsnt. l.•' ".7'11,, ! .. . design bads be eppted to any component and ire ler'dry condition'of use. `.;✓ � ••7¢..ZD ='}: • TRANS ID: 408071 5.annorntsboo noconlrolmerono assumesnoreaponelbatyfortho 6.Design assumes Ml bearing at all supportsahewn.ShimorwedgeIf ty, fabrication.handling,shipment and InsladaUon of components. gna ?- necessary. �,'• 7.Plates hell el adequateodonothaaceIsprovided, R};� 8.Thls design Is furnished subject to the 6m(latlons eel faith by a.Plates shell be located on both tacos of truss,and placed so their center SCSI, opies of which will be hos ndde nith Joint center Ines. INMI lI1u11111111III 111111!) MTek SA Iry lncJCzompuTrun Software7G.8(1L)- En re4us� lic connector design values sea ESR-1311•ESR-1006(Web)S.Digits Indicate size of plate In Inches. 10.For beeo EXPIRES:12/31/2015 This design prepared from computer input by I��IIAIII�r� PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TRUSS SPAN 22'- 0,0' 1- IS 2) 50 2- ER(FORC 1261 D3.D 8=°1.0O 220 LUMBER SPECIFICATIONSHO0119TLOAD DURATION INCREASE= 1.15 12-- 3=(( 1500) 350 2. 8=(-223 8341 3. 8= -311 492 TC: 2x4 HOOF 5111.810 SPACED 24.0' D.C. 2- 4=1-1504) 338 8- 6=(.103 1834 4- 4=-111) 92 492 8C: 2X4 KDDF At3BTR 4. 5= -1318) 338 WEBS: 2x4 KDDF STAND LOADING 5. 6= 1504 335 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 7=� 4; 35 TC LATERAL SUPPORT 12'OC. 808. L ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT<= 12'OC. SON. TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0' 12.0' LL=25 P8F Ground Snow (Pg) BEARING MAX VERT MAX HORZ 8RG REQUIRED BRO AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector late prefix designators: 0'- 0,0' .119/ 1038V •1091 109H 5,50' 1.88 KODF ( 825) p LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'• 0.0' •119! 1038V 0/ OH 5.50' 1,56 KDDF ( 825) M,M2 CSB,CNHB (or no prefix) =CiesuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2bHS,N18HS,N16 =NiTek NT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, 71=1/180 MAX LL DEFL= 0.002' @ -1'• 0.0' Allowed= 0.100' MAX TL CREEP DEFL = -0.003' 0 •1'- 0.0' Allowed= 0.133' MAX LL DEFL= -0.043' @ 14'• 5.8' Allowed= 1.054' MAX TL CREEP OEFL=-0.088' @ 14'- 5.8' Allowed= 1.408' MAX LL DEFL= 0.002' 0 23'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL= -0.003' 0 23'- 0,0' Allowed = 0.133' MAX HORIZ. LL DEFL= 0.018' 0 21'• 6.5' MAX HORIZ. TL DEFL= 0,050' @ 21'- 6.5' 11-00 DESIGN ASSUMES MOISTURE CONTENT DOES 11-00 ( 1 NOT EXCEED 19%AT TINE OF MANUFACTURE. T 5.02-12 5.09.04 Design conforms to main windforce•resisting 5-09-04 5'02'12 ( 12 system and components and cladding criteria. 12 M-4x6 Q 6.00 Wind: 140 mph, h=15ft, TCDL=4.2 SCOL=6.0, ASCE 7.10 6.00f7 (All Heghts), Enclosed Cat.2, Exp.B, NIVFRS(Dir), 4.0' load duration factor=1,8 4 ,!-,! Truss designed for wind loads y0� in the plane of the truss only. M•1.5x3 M-1.5x3 8 0 0 U) m 0 5.) IW M `W A C o 89 M-3x4 c o M-3x4 M-3x4 M-3X5(8) M-3x4 y 7-06-03 y 6-11-11 y 7-06-03 y y 12-00 y 10.00 Y 1 1-00 22-00 1-00 .3P• R'04.. JOB NAME: POLYGON NW PLAN 7-B NH - C4 goals: G.2496 �. . .' 1.Sunder GENERAL NOTES,unless Woad •• the parameters shown and Is for en Individual 4.110":41/.. building component.Applicability of design psfemetan and r end warnings before construction oemmenees• proper designer. Truss: 04 lonwob bredrig must be Insteilsd where shows... Incorporation of component Is the nsponsdtllry of the tnildh9 a la 2.hr4 compress 2.Design assumes the top and bottom chorda to be laterally braced a •.`rte._ .'... ,.. 3.Additional temporary brednu to Insure afebley during constntction 20.0.and at td'cc.roopecOvely unless braced throughout their length byquired where shim r r �, DES. BY, BS is ho responslbany of the erector.Additional permanent bracing of condones, 10'cc.sashes plywoodan=atldnfl(To) rrwoO . 111 DATE: 9!12(2014 No load should be*poked roan componeof ntuntil building a0 Mradng and 4.Zr nooftruss Isthe lateral bracing the respective contractor. c 4,No tend should m lets an to any Once should 5.Design assumes truesee are to be used In a norr•oorrodve environment. /•. 4'1! 2b' :-- SEQ, : 6059065 fastenersle are be pHte and at no erne anoata a ty toads greater than and en for'dry eonateen of use. ,•Qt�1I ('14�. !� design loads tin con to any vecomponent 0.Oestgn assumes full bearing al n0 supports shown.Shim or wedge If ''',l'/' R 1"tl�.•.,^ TRANS ID: 408071 S.CompuTruahasno.shipentendaaeumesno ifcomponsntsy Torho necessary. ecu ptovId I � pp�I{t' I `p�1 0.Na design handling. ubjecttotheAIrrritations einthbyh e.Pllies�shaallbetattedonbothfaacctsolmwa,andplaced sotheir center . . 1111��III1II�I��II1I��1111111lI11tdP Uk SAInISCSI,coppuTfusWish VII be Sfurnished upon twost 19.0.Fgrh basic eegtaropl obtain ldwlgn willies Inches. sae ESR-1311,ESN-1998(MITeIO EXPIRES:12/3112015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF N188TR LOAD DURATION INCREASE= 1.15 1-2=(-51) 28 1.4=(-35) 32 2.4=08) 81 BC: 2x4 KODF 9158TR SPACED 24.0' 0.0. 2-3=) •7) 3 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT d= 12'00. UON. LL( 25.0)40L( 7.0) ON TOP CHORD= 32,0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA BC LATERAL SUPPORT u 12'OC. UGH. OL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,I8. (SPECIES prefix designators: TOTAL LOAD= 42.0 POE 1'- 0.0' -24/ 2054 •18/ 43H 5,50' 0.31 OOP ( 625 Connector late ) F 4'• 0.0' .181 131V 0/ OH 5,50' 0.21 KOOF ` 625 1 C,CN,C18,CN18 (or no pprefix)) =CompuTrus, Inc LL=25 PSF Ground Snow (Pg) 1 M,M20HS,M18NS,1116=MiTek MT series (CORD. 2: design checked tar netl•5 pal) uplift at 2a 'no s aep Lil JT 1: Heel tonc) Late corner = 5.25' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEINO MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 t MAX LL DEFL= -0.002' @ 0'• 0.0' Allowed= 0.100' BOTTOM CHORD CHECKED FOR IDPSF LIVE LOAD. TOP MAX TL CREEP DEFL= -0.002' @ 0'• 0.0' Allowed= 0,133' 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004' 9 2'• 4.0' Allowed= 0.159' MAX IC PANEL TL DEFL= -0.005' @ 2'- 5.2' Allowed= 0.239' E MAX HORIZ. LL DEFL= -0.000' @ 3'- 8.2' 14.00 2 MAX HOAIZ. TL DEFL=-0.000' 0 3'• 8.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design oonforns to main windforce•resisting system and components and cladding criteria. I Wind: 140 nph h=19.8ft, TCDL=4.2,BCOL=8.0, ASCE 7.10 i M-1.5x3 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. PE 10 r!�� o s�li1. )I ,- I a7 p S► 16,-=-44 M-3x8 M-3x6 M-1.5x3 i 1, 3-00 )< ), 4-00 JOB NAME: POLYGON NW PLAN 7-B NH - D1 .•- .'.,4 INET`�?i . . Scale: 0.6324 (/Q�//),' WARNINGS: GENERAL NOTES,unloss otherwise noted: ,,yrr��I },c •' 1.Builder end erection contractor should be advised of a8 General Notes 1.This design Iv based only upon the parameters shown and Is for en Individual `..4 .'' -=,7. ..0 i .[.- - Truss: D 1 and Warnings before construction anonencea. building oonponenL Applicata./*Weston parameters end proper 2.2x4 compression web bradna must be Installed where shown+. Incorporation of component Is the reeponsldlty of the brdlding designer. _ 3.Additions'temporary bmdng to Insure sterility doting construction 2.Design assumee the top and bosom chorda to bo latbrely braced at , DES. BY: BS f+Nary 7o.o,and at 10'o.o.respectively unless braced throughout their length by rte,,.: ' '•� ". Ie the reaponeiblily of Me erector.Additional permanent Mating of continuous sheathing such as plywood sheathIng(TC)ondlordryvra5(SC). DATE: 9/12/2014 the ovomit structure Is the responsibility of the building designer. 3.Tx impact bridging or lalwel bracing moulted whets shown 0* Q'. 4.No bed should be wiled to any component until after at bradng end 4.Inslellseon at buss Is the meponsibialy of tho reepocWe contractor. ' .,:' UREGQN: b C' SEQ. : 6059066 fasteners are=omptol.sodalns0maehouldany toads greater than 5.Dorgan ossvmesbusses are ttobetoed Inanon.uoo05Nevmlronment, ''141 • . design loads be lied to component. and are for-dry cenditlon••oLuae. 4S1,' '�'•' TRANS I D: 408071 5.CompuTrus hoe no control over maesumss no reapooslblity for the e'Ondgn assumes full bowing at as suppoda shown.Shim orwodpv If �' .. fabrication.handsnesignassly. TM1 • . ng,shipment end Installation of components, 7.Daggs assumes adequela drainage is rwldod. • 418' • `.. 6.This design Is furnished subject lothe Irritations set forth by a.Plates shall be located on both faces of buss,and placed so their canter - 111111111111111111111111 11II1111111III�(II()11111 III 11 TPUW7CA In SCSI,copies of which vAa be furnished upon request g.II(Ngits indicatedd=e of plane In inches. I� Il 11(11 I MITok USA,lncjcompuTrua Software 7.0.6(1L)-E 10.For basic connector plate design value.see ESR-1311,ESR•1088(MiTe10 EXPIRES:1213112015 • This design prepared from computer input by 1111111111 i�l PACIFIC LUMBER-BC TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDOFICq=1.00 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE a 1.15 1.2=(-29) 14 1.3=(0) 0 TC: 2x4 KODF#158111 BC: 2x4 KODF R SPACED 24,0' 0.C. WEBS:: 2x4 COOP STANDSTAND LOADING BEARINQ MAX PERT MAX HOAZ ERG REQUIRED ERG AREA LL( 25.0)i0L( 7.0) 0H TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 80.10. (SPECIES) IC LATERAL SUPPORT <= 12'00. UON, DL ON BOTTOM CHORD' 10,0 PSF 1'• 0.0' -271 215V 01 27H 5.50' 0.32 ROOF 625 BC LATERAL SUPPORT<= 12.00. UON. TOTAL LOAD= 42,0 PSF 3'• 9.2' 0/ 38V 0! OH 5.50' 0.08 COOP 625 4'. 0.0' -361 84V 0/ OH 1.50' 0.13 KDOF 825 Connector plate prefix designators: LL '25 PSF Ground Snow (Pg) C,CN 018,0018 (or no prefix) =CampuTrua, Inc , '� �� M,M26HS,UISHS,018 a MoTek MT series •'l 0 ., , LIMITED STORAGE DOES NOT APPLY DUE • TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=Ll240, TL=L/180 JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VAX LL DEFL a -0.004' @ 0'• 0,0' Allowed' 0.100' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX IL CREEP DEFL' •0.003' 6 0'- 0.0' Allowed a 0.133' AND BOTTOM CHORD IIYE LOADS ACT NON•CONCURRENTLY. MAMAX TO PANEL TL DEFL a •0.010' @ 2'• 7.0• Allowed= 0.274' MAX HORIZ. LL DEFL= -0.003' @ 3'• 11.2' • MAX HORIZ. TL DEFL a 0.003' 0 3'- 11.2' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00I> NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to Dain windforca•resisting system and components and cladding criteria. Wind: 140 mph h'19.Sft, TCOL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), M-3x8 U7 load duration faotor'1.6 Transsdesigned for wind loads n in the plane of the truss only. 0 YU7 I #0°.• r E:11't a INP 41y 3 >< M-3x8 y )- 3-00 3-00 y y 4.00 (PROVIDE FULL BEARING•Jtec4.3.2I • EO Pmw7 JOB NAME: POLYGON NW PLAN 7-B NH - D2 .•Beale: G.922a : g 4 IlIIlIIIIlI This design prepared from computer input by 1 I PACIFIC LUMBER-BC 1 LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0' ICOHD. 2: Design checkor ,(•5 netef) mutt at 24 •oo spacinnJ 1 TC: 2x4 HOOF 81613711. LOAD DURATION INCREASE=1.15 ed f BC; 2x4 KDDF AtDESIGN ASSUMES MOISTURE CONTENT DOES iiBTR SPACED 24,0. 0.0, HOT EXCEED 19at AT TIDE OF MANUFACTURE, TC LATERAL SUPPORT<=12'OC. MON. LOADING conforms to main windforce•resisting I BC LATERAL SUPPORT<= 12'0C, UGH. LL( 25.0)fDL( 7.0) ON TOP CHORD= 32.0 POP' Designsten and orms nma and cladding criteria, plate prefix deli motors: 6L ON BOTTOM CHORD= 10.0 PSF1 C Connector8,CN18 ((or no prefix deii4=ConpuTrus, Inc TOTAL LOAD = a2.0 PSF Wind: 140 mph, h=15ft TCDL=a,2 BCDL=8.0, ASCE 7.10, M,M2OHS,MIBHS,M16 a MLTek UT series LL= 25 PSF Oround Snow (Pp) (All Heghts), inclosed Cat.2, Exp,B, WHFRS(Dir), S designed load duration factor=1.6 I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss for wind �oada REDUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. j i BOTTOM CHORD CHECKED FOR IOPBF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. I Refer to ConpuTrus gable end detail for complete specifications. 12 3 ' ) 14.00 ' ) I 0 0 0 c,,i t 0, M-3x4 4 y ), y . 1-0o a-o2 JOB NAME: POLYGON NW PLAN 7-B NH - El Scale: 0.6585 • `".•0Q NF F,.0.... . -7112� 11 ' WARNINGS: GENERAL NOTES,unless otherwise noted: th�n •�;•, El 1.Builder end erection contractor should to advised of all General Notes 1.This design Is based only upon the parameters ohovm end Is for an Indildual '.7,72's,P E • Truss; E 1 and Warnings before censlmcdon commences. building component Appnoab0lty of design parameters and proper 2.2N compression web bradng must be Installed where shown a. Incorporation of component It the respohdbtl'ly of the building designer. �,�_r ' .' 3.Admtionnl temporary bradng to Insure stability during oonelrucCon 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'oc.aoeoheu'o.arespectivelyeunlessbracedthroughouttheirlengthby � l' b the responsibility of 01e ender.Additional permanent Madrid of continuous sheathing such es an(BC). r�'. = •' ' theof nil plywood a vire where eer shown, dryer DATE: 9/12/2014 No load shout be op the Inresponelbirdy until deelgner.udn 3.b etel.impact bridging ort ras bradng required respective a ecd.e cn+• 4.No oad should be spoiled to any component until Mer a6 bradng and 4.Dndallation of bunts the respobelbaty of the respective corroder. :,1F• ,"'.011 0 q N SEQ. : 6059068 fastenem are complete end at lie time should any leads greater than S.Design assumes trusses are to be used In a nomsenoslve omtronment rte" Q >? and an or E •. 'Q;� iyQ .. , design toads be no con to ave and ane nl *dry condition'of use. : :.: r. TRANS ID: 408071 O.CompuTtuahag nocontrolover andaseumeanorosponsibpfy for the O.Design assumes NO boating atoll supports shown.Shim or wedge If 4 q ' fornication,handling,shipment end Installation of components. necesnary. y prod . i 10. • R 6.This design Is furnished sublet to the limitations set forth by 7.Platesnahall be lon ocated on both drainage of truss,and placed so their cornet �rl 1111111 ill IIII II IEIIII1IIII TPiNVTCAIn Bail,copies of whichwtil be furnished upon request inns edncoteal o ofplateinInchInes. 'I !{ MITe,k USA,InciCompuTrue Saflwere 7.6.8(tl)•E 10.Digits baste connector plate desIgn values see ESR-1311,PSR4963(MITeq EXPIRES:1213T/2015 i This design prepared from computer input by 111111111This LUMBER-BC TRUSS SPAN 8'- 2,0' IBC 2012 MAX MEMBER FORCES 4WR!DDF/Cq-1,00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE=1.15 1.2=` 0 38 2-5=(•61) 67 3.5=(-255) 179 8C; 2x4 KD TC: 2X4 KDDE 015810 1168TR SPACED 24.0' D.C. 2-5=(.105) 88 3-4=(( •7 3 WEBS: 2x4 UDF STAND LOADINGI TC LATERAL SUPPORT<= 12'0C. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT<= 12'OC. UON. BEAAINO MAX VERT MAX HORZ BOG REQUIRED BAG AREA TOTAL LOAD= 42.0 PSF } OL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE RE,UI. (SPECIES) 0'. 0.0' -681 479V .331 97H 5.50' 0.77 KDDF 625 OVERHANGS: 12.0' 0.0' LL= 25 PSF Ground Snow (P9) 8'- 2.0' .391 335V 0! OH 5.50' 0.54 ODE ( 625) Connector plate prefix deal maters: LINI7E0 STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,CI8,CN18 (or no pprefix = epuTrua, Inc REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L1180 M,M20NS,MSBHS,N16=Mi7ek MT series MAX LL DEFL= 0.002' @ -1'- 0.0' Allowed= 0.100' BOTTOM CHORD CHECKED FOR 1SPAC LIVE LOAD. TOP MAX TL CREEP DEFL= .0.003' @ -1'- 0.0' Allowed= 0.133' AND BOTTOM CHORD LIVE LOADS ACT HON•CONCUAREHTLY. MAX IC PANEL LL DEFL=-0.294' @ 4'• 1.7' Allowed= 0.484' 7-10-04 0-03.12 MAX TC PANEL TL DEFL= •0.393' @ 4'- 1.7' Allowed= 0.727' f T MAX HORIZ. LL DEFL= 0.001' 0 7'- 10.5' { MAX HORIZ. Ti.°EFL= 0.001' @ 7'• 10.8' 12 DESIGN ASSUMES MOISTURE CONTENT GOES 4.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x3 4 Design conforms to main windforce-resisting system and eonponents and cladding criteria. t Wind: 140 mph h=151t TCOL=4.2 BCDL=8.0, ASCE 7-10, (All Heights), �nelosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l � Truss designed for wind Moeda o in'the plane of the truss only. ,- c 0 cv in T M ►'�5 "1 C's 2r`� M-3x4 M-1.5x3 y )• J., 7-10-04 0-03-12 y 8-02 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - E2 Scale; 0•6571 WARNINGS: r GENERAL NOTES,unleseodrorwisenoted: •' •"^52sa.P.E 1.Budder and are a or construction tionshouldcon bem sceo. of ell General Notes 1.b illi ng on le App8ceel+Rny of dolga parametersRend Otppaaarn lndltiduel andWarningsbeton answdlon commanrxn. Incetporafen of component le the roaponelWty oflho building designer. «d�, "=- :: Truss: E2 2.2n4 compression web bracing must be installed where abeam+. 2.Design assumes the top end bottom chords tote letordy braced et 3.AdddlondtemporaIY B to Insole sleNaly during conewedon ' "` 2'o.a and at l0'oa reapeenvey unlessbraadthroughout d,sie ienatI,b/ " DES. BY: BS Is the responsibility of the erector,Addeonal permanent bracing of condraroue sheathing such es plywood aheatNngR07 andlordryxan(8C). .ce the overall structure Is the reaponslbttdy of the building designer. 3.2x Impact bridging orielerot bradng required where shown++ ••'-y.'••,}�'.0fi.EGi.N:A " DATE' 9/12/2014 4.No bad should be applied to any component until after on bracing end 4.InstelleHon dims Is the responsibility of the reapecdve contractor, i 4• •, ' • 2Oi\• ., SEQ. : 6059069 fastenetsawcorterielaend atnodm shoutdmai IosdsgreaterNan 5.Design assumes waesere tobeused InatrorKorrodveewrtronmerddesig / '�)! and ere(or'drycondition"of use. ' 4 .a 1:4•' Rerun bads be append to any and assumes 8.Oedgn asnumea fun beedag 41'6suppodg shown.SNm m wedge H •,'- '•• v TRANS ID• 408071 S.Cbac000rshaann thipm ntned ns 11 esnorempnieniyforUe moaaey. R.f30 • Lbs ce design's handling,isedlaob)ect to and Ithe Irritations socomponents, 7.moan sea.Plates t be located caaed one drainagefeces is f tuns,and ' 6,TThis PIIWTCAt0 SCSI,espies ofwhlchwill baefumlahed epee request a Ones coincide nAb)dint anter Ines. of truss, plasm so their center I IIIItII11111111�IIII1110111111101 MITekUSA,Ino.lCompulrueSoftware 7.6.6(1L)-E 10.Perbaflecate dorpmeadesign InInches. essee ESR-10f1.ESRlSee0diTek) EXR)RES:12/31/2015 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC I LUMBER SPECIFICATIONS TRUSS SPAN 5'• 3.0' IBC 2012 VAX MEMBER FORCES 4WRIODF/Cq=1.00 TO: 2x4 KODF!11&BTR LOAD DURATION INCREASE a 1,15 1-2=( 0 36 2.5=(•33) 38 3.5=(.181) 127 BC: 2x4 KDDF#158T8 SPACED 24.0' O.C. 2.3a(-69� 49 WEBS: 2x4 ROOF STAND 3.4'( T 3 TO LATERAL SUPPORT<= 12'0C. MOH. LOADING BC LATERAL SUPPORT<= 12'00. UON. LL( 25.0)001( 7.0) ON TOP CHORD' 32.0 PSF OL OH BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0• TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IH. (SPECIES) LL=25 PSF Ground Snow (Pg) 0'- 0.0' -61/ 367V .20/ 63H 5.60' 0.59 KODF ( 825) Connector Plate prolix designators: 5'- S.0' 24( 212Y 0/ OH 5.50' 0,94 KDDF ` 625) C,CN,C16 CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL H,M2OHS,M11066,MIS=Rife: MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (CONO. 2: Oealgn chocked for neti•6 ostt uplift at 24 •oa soacino I , VERTICAL DEFLECTION LIMITS: LL=L/240, TL'L/100 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX U.DEFL a 0.002' 0 -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' } 4-11-04 0.0 3 .12 MAX TC PANEL 11 DEFL= 0.036' @ 2'- 10.1' Allowed= 0.279' ! MAX TO PANEL TL DEFL= -0.043' @ 2'- 8,1' Allowed= 0.419' 4.00 12 MAX HORIZ. LL DEFL= 0,000' @ 4'• 11.2' ) MAX HORIZ. TL DEFL= 0.000' @ 4'• 11.2' I t DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main wiadforce•resisting M-1.5x3 4 system and components and cladding criteria. , Wind: 140 mph h=15ft, TOOL=4,2 BCOL=8.0, ASCE 7.10, (All Heights), Enclosed, �at.2, Exp,B, IIWFRS(Dlr), i` li Toad duration tactor=1.6 Truss designed for wind toads co in the plane of the truss only, 0 0 N to o )[ 11 O 2�� ►�6 M-3x4 M-1.5x3 • 4-11-04 0-03-12 /, k - J• 1.00 5-03 • ii,sJOB NAME: POLYGON NW PLAN 7-B NH - E3 Seale: 0.6128 :`CJ4t �� PRO, 4'0 : �.\7b.0.1 Nf tEpt�, .,, • WARNINGS: GENERAL NOTES,unless otherwise noted: ,'��• r•r':I s*l.;! !' •.'-Q 1.Bolder and erection contractor should be advised of all General Notes 1,This design is baud only upon No :' ' py of arameters par sh and ar,dWmd . pa own k for an Individual '=9����}?E • '(�� Truss: E3 Warnings mot be bandingcomponentiponenebB theteopolgn pltyettersuild proper 2.214 compraadenweb bradng must bo lnsleaed whore shown•, Doetnu o au assOf umes the top da reepo rd to laterallye buildingbraced tnor. DES. BY: BS 3.Additional temporary bradrlg to Insure stadGty during canawcoon 2.Design assumes the tap end bottom owe braced to be tt sod at Is the roe nd 7 o,u.and at ea ingrespedNely unless braced throughout their length ` •; • po Nmy of the erector.Addmonsl permanent bradrp o! continuous sheathing such as plywood sheadNng(TC)endrerdrywall(eq. / rte'-':•'".'# `'• ' ' DATE: 9/12/2014 the overall structure Is the respond bilary of the baking designer. 3.2c impact bridging or lateral bradng required where shown+« 4.No load ehodd be appnod to any component until aver on bradng and 4.Installation of hum la the responsibility of the respective contractor• • �dFI GON: SEQ. : 6059070 fasteners sr*complete and at no time should any toads greater than S.Design asaamee busses are to be used In a non-corrosive°rima ment, �' to design bade be applied to any component and am for'tiry condition'of use, L-rj TRANS ID: 408071 0.and am at �Y 2�' S.CompuTrus has no control over assumes no raepons@aily for thewedge it •,`4) .'••1:4• fabrication,hendang,shipment and instigation of components. Dodgenecaseassumes adequateprovided. : : ,�'. II 6.This design G fuminhed subject to the Imitations set faith by D.Mattees shall ba t atedpboo b len f WI; d placed so their center1 :�'�4 lllll111111111111(11(II IIIIIllll11l1111 MITgokSACA,IncJCompuTrus Software 7,8.8(1LI,copier;of which v411 be furntshed`)E request. 1U Forbodueo nodorlinos coincide WO mpkledaergnvalues ase ESR-1311,ESR-1908 5411,18 nt center Ones. 9 Digits indicate size Opiate In Inchon EXPIRES:1213112015 This design prepared from computer input by 111111111This LUMBER-BC pESIGN ASSUMES MOISTURE CONTENT DOES LUMBER SPECIFICATIONS TRUSS SPAN 5'• 9.0'LOAD DURATION INCREASE° 1.16 NOT EXCEED IS%AT TINE OF MANUFACTURE. TO: 2x4 KF f1&BTR SPACED 24,0' O.C. BC: 2x4 KODF OR8TR Design contorne to main windforce•rasiatinq LOADING system and components and cladding criteria. IC LATERAL SUPPORT < 12'0C. CON. LL( 25.0)*DL( 7.0) ON TOP CHORD. 32.0 PSF BC LATERAL SUPPORT<=° 12'OC. CON. OL ON BOTTOM CHORD a 10.0 PSF TOTAL LOAD a 42.0 PSF Wind: 140 mph h-15ft, TCDL=4.2 BCDL=8.0, ASCE 7.10, Connector plate prefix designators: (All durahte► , Enclosed, � C,CN,C5B,CN18 (or no prefix) ut.2, Exp.B, MWFRS(Dir), ConpuTrus, IncIno LL=25 PSF Ground Snow (Pg) load duration factor-1.8, M,M20HS,M1BNS,A18 -MiTek UT series Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IRC 2012 AND IRC 2012 NOT BEING MET, Gable and truss on contiguous bearing wall UON.� BOM•1x2 or equal typical at stud verticals. BOTTOMCHORDCHECKEDFOR tSPAC LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOMRCHORD LIVE LOADS ACT NON-CONCURRENTLY. specifications. 12 4.0017' a - cm 0 c. Z.: y y 1-00 y 5-03 PR:Op. co: J N,c LS.0. JOB NAME: POLYGON NW PLAN 7-6 NH - E4 scala: D.7737 • :zt ': . �cr ! f °2�OPE WARMNeSt GENERAL NOTES,unless otherwise M noted: en .. 1.Bagder end erection contractor should be advised Meg General Nolan 1. design r Iia bm!aMdAplf 0Pti a Parameters� amolas shown and Prorr et Ind'rvldeel ` and Warnings before construction commences, bulldog comp of component Isb the troddepsolnviti mf the bend pi Bael net. Agile","•� Truss: E4 2 z<4 wrnproselonweb bredrre most be Installed where snow;*• 2.Design assumes the top and bottom chars to lateraly braced et '' 3.Additional temporary braving to insure stability during anstruelon 2'oe.and at IO'o.c.respectively unless broeedihtmuphoutlhelrle by .�s .. .' sndkrd I DES. BY: BS Istheresponsibilityoftheerector.AddmonalimmanentWavingof 2'odnppuouaaheYpro.c.asp cspyvnodsbmce throughout ahlo • .�:•.AA';OREGG314 tk DATE: 9/12/2014 the overalldiadembe le the responsibilityycomp of the banding desfener, 3end 4.Zc Imneefn bridging a thor en apponsidary of theed respective Inhere tiine1.'. 4; • 0't '` 4.Na load should be eppfod to any component until after all isadreg S Design asumes trusses are to be used In a non•eorrosNs contractor.tM '•' ' .Y•' S �� SEQ.: 6059071 fasteners aro ampule and at no time should any keds premier Nen end are tor"dry condition*of use. ` 1`1' design loads be append to any component. 6.Design assume*Wil busing at all supports shown.Shim or wedge it V TRANS ID: 408071 a.Cmgn esnecoMrolwerendonent aro rosponsllsSryfm Ne necessary. s prodded. i'�^� •• 6.Thea deafen le furnishe d a geed to the;nektons set nt end Installetion of�hrth by 6.Platesonents. 7. shell bo locatedtoss on both uate kaes of truss.sod placed so their cantor ' I111111111111111111111III I1II1111111111 copies°Nigro wil be ( request. MBUSISiesT(USSofWafeCo681 EJoint tdODigits ^ mj1petea see ESRI311,ESFi1nn60dI el) EXP:{RE5:12)3(/2015 Job Truss Truss Type Qty Ply POLYGON PL15-343 UPPER F14 R45642858 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Cid 13 08:52:05 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-Rj9bzu6T1 bDGzix69CJgYWtoWKMsZ14Cae904EyTrIO I 2-0-0 I I 1-10-1 1 1 1-2-0 1 1 2-5-3 I Scale=1:21.0 1.553 II 354= 1.5x3 II 354= 1.5x3 II 1.5x3 II 1 2 3 4 6 6 3x4= 7 e a r —a 0 e o 51 o- ` e 1.1 11 109 3x4= 3x5= 354= 1.553 II 3544= I 0-2-9 1 8-9-9 1 9-4-9 1 12-0-12 Plate Offsets X,Y 8-2-9 0-7-51 0.7-0 2-8-3 ( )— [6:0-1-8,Edgel,(10:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Ina YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=525/0-2-8,8=525/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1397/0,34=1397/0,45=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. <<- 9 co PROFFss ��5 �NGI NEER vo 44 87022PE �r v 7 �Aj, OREG•N ti� 40 'per R'�8ER �� �O �S A. HE'NP EXPIRES:06/30/2017 • October 13,2015 _ 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 MTek®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 theapplicability 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 tem is always required for stability and to prevent collapse with possible personal injury and properly temporary and permanent bracing MiTek' - -. fabrication.storage,delivery,erection and bracing of trusses and truss systems,see p I�fi'damage.For general guidance regarding the Andric,II Quatiy Criteria,DSB-69 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cirrus Heichts,CA 95610 Job Truss Truss Type Qty PlyPOLYGON R45642859 PL15-343 UPPER FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:06 2015 Page 1 ID.j7axn4OsHnThIyaUAczwOszX1 UY-wjzAE75ouL7brWljvg35jP2XjoSIpQLoluZchyTrlN 1-4-12 1-40 1 1.5x3 II 2 3x4 = 3 1.553 Il Scale=1:8.7 { 4 5 3 3x4= x4= 2-11-12 j 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 """" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a Weight:15 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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 24=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:4-0=10,1-3=-100 Concentrated Loads(Ib) Vert:2=188(F) '<��NG NE-��s/0 44 87022PE -7 re" N (V -7 SAT OREG•NQMH C�0 ' 1° � S BERA. 1-irn EXPIRES:06/30/2017 October 13,2015 Nu ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE t Design valid for use only with MiTekm connectors.This design is based only upon parameters shown,and is for an individual binding component,not a buss system.Before use,the building designer must verifytheapplicability of design parameters and properly incorporate this design into the overall Mitek' building design.Bracing indicated is to prevent,buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/fPl1 Qeolty Crlerla,DSI-89 and SCSI Building Component 7777 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642860 PL15-343 UPPER FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:05 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-Rj9bzu6T1 bDGzix69CJgYWtg0KQEZKsCae904EyTr1O 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= 8 eo o e 0 e. 4 N e 8 a 3x4 = 101 . 9 3x4= 3x4 = 3x4= I 3-2-10 1 3-9-10 I 4-4-10 I 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y)— 18:0-1-8,Edgel,[9:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code 1BC2012/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. (Ib/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 Loads(plf) �� P R QF Vert:7-10=8,1-6=-80 '<<- �°S5 Concentrated Loads(Ib) co G INF / Vert:11=-169(B) �� N �� 02 87022PE r N ySAT OREG N ti� ski 'A O, ‘,!,/ "•••1 \1 �O OsS A. Heck EXPIRES:06/30/2017 October 13,2015 4 4 nor ..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 M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component not - .-a truss system Before user 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. MiTele - 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/TP11 Qualify Criteria,DSB-89 and 8051 Building Component 7777 Greenback Lane Safely Intormaton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahts,CA 95610 Symbols Numbering System �il► General Safety Nates PLATE LOC1ATION AND ORIENTATION Failure to Follow Could Cause Property 3 " Center late on oint unless x, b 4-8 dimensions shown in ft-in-sixteenths /4 p i v (Drawings not to scale) Damage or Personal Injury offsets are indicated. Dimensions are in ft-in-sixteenths. .. 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 SCSI. 2. Truss bracing must be designed by an engineer.For 06, Q, 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I a bracing should be considered. O °C _ = O 3. Never exceed the design loading shown and never �_� U �� U stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ c-e c•-i cs designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0-'na'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint a nds are ed ful ed by ANSd PI j e at joint required direction of slots jn AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZEuse with fire retardant,preservative treated,or green lumber. _ ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 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 in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. 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 bracingspacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *MO reaction section indicates joint 17.Install and load vertically unless indicated otherwise. Mil 1M MIN A number where bearings occur. Min size shown is for crushing only. ►_ fly 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. BCSI: Design tandard for Bracing. BCCI: Building Component Safety Information, II 6 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