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Plans (423) c' c; 0%-- (:) —t MIT MiTek6 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. c:a� o PRoFFGi NE .c,S 89782PE 9r 9 �" 2 OREGON � ‘,. -`74 /AIRY Ab:1'< cl PAUL Rte !!-.'.• 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 ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER 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:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1vAVLj56CBygBiS 1 1-0-0 1 r. 1-2-0 1 I-� _i Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e _irifillrilliWell" .1. FAiSIIIVIIIVN: o ri 0 d O O Pd o 2 23 22 21 20 19® 18 17 3x5= 3x5= 1.5x3 11 3x5= 3x5—3x5= 1 7-0-14 17-7-14 18-2-14 1 14-4-0 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— 18:0-1-8.Edgel.[19:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 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 Incr NO WB 0.39 Horz(TL) 0.04 16 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.18rBtr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(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 <���� P�Q��s_o 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 2t4�\GJ �NGIN4-. ,'o Uniform Loads(pit) Vert:16-24=-8,1-15=-80 17 89782PE r. Concentrated Loads(Ib) Vert:2=-674(F) : '4111 • . anif -V OREGON p"� ` ' �fi PAUL VI`Vg ` EXPIRES: 12/31/2016 August 7,2015 4 1 Arik WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the �' e ° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,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 Citn,c Hrightn,CA 9561n Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264 UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&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 QOZ6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-6-0 I Scale:1/2"=1' 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I 1 3x4= 1.5x3 I I 1 2 34x4= 4 5 6 7 8 iii e e - • 0 — \o N B/ e J O o 1 13 12 11 10 9 3x4= 1.5x3 I I 1.5x3 I I 4x6= 3x6= 3x4= 1 1-1-12 1-8-12 12-3-12 1 13-8-4 1-1-12 0-7-0 0-7-0 11-4-8 -a- •' ets Y 'r _.. '4- the LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 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 Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 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=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=-1502/0,4-5=-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. Strongbacks to be attached to walls at their outer ends or restrained by other means. -\(4c O PRQ or,,., �,\� ��G11VE�c.9 we 8'782PE f • -A OREGON at"Q, '74)ir 'AULRNI EXPIRES: 12/31/2016 August 7,2015 t l ,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE " Design valid for use only with MOek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M�t�@kf 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/TPIT Qualify Criteria,DSB-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 rites Heights,CA eSfi1n Job Truss Truss Type Qty Ply POLYGON R45124650 PL1S-264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51WHGifEXZdwpLm?ZVgaoolaDG3ygBiQ I 2-6-0 I1-5-101 I 1-2-0 1 1 0-8-14 1 Scale=1:22.8 1.5x3 11 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1 2 3 4 5 3x4= 6 7 8 m e = 00 a e o . \ N 14 13 12 11 10 3x4 = 3x6=1.5x3 II 1.5x3 II 3x6 = 3x4= 5-10-21 6-5-2 7-0-2 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)- [4:0-1-8.Edgel.[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1740/0,3-4=-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. <0' p PRQFFs' c:;. �lyGI N Etc /O2 89782PE p' NW 7 OREGON O^ Q 1� (JRY -1. '_,<<„ 9 PA UL 4� EXPIRES: 12/31/2016 August 7,2015 i t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with:seek connectors.This design is based only upon parameters shown,and is for an individual building component. �" Applicability of design parameters and proper incorporation of component.is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the p Biq�e + erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fY1 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-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 rani,Heights,CA 9561n • Job Truss Truss Type Qty Ply POLYGON R45124651 PL15-264_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT_v91TEGty1 hJmpVyqBiP I 2-6-0 1-8-6 1 1 1-2-0 1 10-8-14 1 Scale=1:25.0 1.5x3 H 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 53x4= 6 7 8 O O oO _ ` oN 12 13 12 11 10 • 3x4= 3x6= 1.5x3 1I 1.5x3 I 13x6= 3x4= 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(X.Y)— [4:0-1-$.Edge],[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 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/TPI2007 (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. (Ib/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. <0.'' PR 0 figs k3r`J �AGINE4 ©`-, Ct- :9782PE A-- r 9y OREGON Q•� PAUL Ck EXPIRES:12/31/2016 August 7,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE ANI-7173 rev,02/102015 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ' !Ariel( erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,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 Citrus Heights,C5 95fitn Job Truss Truss Type Qty Ply POLYGON R45124652 PL15264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&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_I9JyEJXy1 hJmpVyqBiP 1 2-0-10 1 1 1-2-0 I I 0-8-14 1 1 2-6-0 I Scale=1:18.0 1.5x3 3x4 1.5x3 I = I I 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 o e 0 1 10 9 8�( e a e 1 3 '' 1.5x3 I I 1.5x3 I I 3x6 = 3x4= 3x4= 2-3-10 i 2-10-10 I3-5-10 I 9-7-0 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Edge].[3:0-1-8.Edge] LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 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. (lb/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. ` 89782PE 9{ i► 5 A • EGON p'. Q` 9G'`IRY 1 Z tiQ 1f,,9 -A 'AUL ' EXPIRES: 12/31/2016 August 7,2015 AI WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.82/18/2815 BEFORE USE _ . ' Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. �e Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the y8' � d erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,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 Citn,s Height,CA 95601 Job Truss Truss Type Qty Ply POLYGON R45124653 PL1S264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&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?e203vZYjzhM5FL3JLyygBiO I 2-6-0 I 2-1-12 11 1-2-0 11 0-9-8 1 2-3-0 I1 1-2-0 11 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 I I 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 N VI 1-.- 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 H 3x5= 3x4= 12-10-12 I 4-10-12 15-5-12&60_12 1 11-8-12 12-3-121 1 15-11-12 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Pl.t- *Alb eS , ►•r-1-: d.- .0-1 :_d.- 15-i- -8 the 1.•0- : _d.• LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (lac) I/deft Ud 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!nor 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.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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. • REPR QFF �� 4 ,2 �\ ., 19 tc 9 89782PE � imir ..4 -7 OREGON Wit`' R� RY 1 yt�, PAUL � EXPIRES: 12/31/2016 August 7,2015 e i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 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 building component. ��" Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown isfor lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �T@ « erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding t fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 Citrus Hoightq CA 956in Job Truss Truss Type Qty 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 MiTek Industries,Inc.Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guzogOnnEBGYKrz?RiD8EU?ottOygBiN I 1-9-14 I I 1-2-0 1 I 0-8-14 1 1 2-6-0 Scale=1:17.6 1.5x3 11 3x4 = 1.5x3 I I 3x4= 1.5x3 1 2 3 3x4 = 4 5 6 0 11 10 9 8 �! 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4 = 2-0-14I 2-7-14 I 3-2-14 I 9-4-4 2-0-14 0-7-0 0-7-0 6-1-6 I - So -� 'I-1-I d.- -I-1-8Ed.- LOADING(psf) SPACING- 1-7-3 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 024 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.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18rBtr(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 i 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=-81710,3-8=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. ,,o) pRopes tc~��� .a GI �tO� 'c 89782PE r • i►• N •REGON ,. 1) 'ARY152�.Q ir PAUL RAJ EXPIRES: 12/31/2016 August 7,2015 t $ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �,e Applicability of design parameters and proper incorporation of component is responsibility of building designer-not inns designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillityof the MiTek*erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,USB-89 and SCSI Budding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citms Hridht CA g5610 Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc1 Oj6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM I 2-6-0I 2-1-12 11 1-2-0 110-9-8 1 2-3-0 I I 2-3-0 1 1 1-2-0 110-8-8 1 Scale=1:28.5 1.5x3 I I 3x5= 1.5x3 11 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • _ o1111111411141111.1111114111141441111r — _ o 0 4,Ale N d Oe e e e 1' 16 15 14 13 12 1 3x4 = 3x4= 3x4 = 3x6= 1.5x3 I I 4x4= 3x4= 12-10-12 I 4-10-12 is-5-12 I6-0-12 1 11-8-12 12.3-121 I 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)- [7:0-1-8.Edge].112:0-1-8.Edgel.[15:0-1-8,Edgel.[16:0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 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. 5c PROFF �� S ' �• �yGINEc ` 2�cL92 9e 89782PE s - Fi t -9,L •RECON p^ 'AUL R19j.i4RY .1 "��Q EXPIRES: 12/31/2016 August 7,2015 1 B a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE(REFERANCE PAGE MII.7473 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 building component. �A Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the A�'T��� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 'YI I fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,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 (itn,c Height',f:A 9561n Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-MllgEJcfn0EO7HADVCgiGheXZnbxA2zXyJH,yHyciBiL I 2-6-0 I 2-1-12 I I 1-2-0 1 1 0-9-8 1 2-3-0 I I 2-3-0 I I 1-2-0 1 p _12-.1 Scale=1:28.2 454= 1.553 I I 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 11 1.5x3 H 1 2 3 4 5 6 7 8 9 10 e e 110 ^ a e Ba ir i 1 16 15 14 13 12 jC\J 3x4 = 354= 354= 356= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 15-5-12 p-0-12 1 11-8-12 )2-3-121 I 16-2-8 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 •lat-Offsets Y ['t- : _f r. 'I- -: _the 15:1-1-8 •-.- : .•e LOADING(psf) SPACING- 1-7-3 CSL ' DEFL. in (loc) 1/deft Ud PLATES GRIP i 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) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.04 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=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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. D RP ç;;� G N�9fi`r`S%O 9 2 8•782PE f yf 9y OREGON d'`•-�„ 1:6, �'9AY i6•�<CQ' fi MAUL 1 \J EXPIRES: 12/31/2016 August 7,2015 4 e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MB-7473 rev.02116/2015 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ��� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the �� � e. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Qualify Criteria,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 C.itn ks Heights,CA 95610 Symbols Numbering System Ai General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 plate on joint Center unless x,y I 6-4-8 nsions(Drawishownngsnot intto ft-in-sixteenthsscale) Failure to Follow Could Cause Property dime offsets are indicated. Damage or Personal Injury raMDimensions are in ft-in-sixteenths. ir� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 „ 2. Truss bracing must be designed by an engineer.For 0'/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ Q bracing should be considered. 1.410, 3. Never exceed the design loading shown and never kip i d stack materials on inadequately braced trusses. lklip 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 cs cs-a designer,erection supervisor,property owner and plates 0-Ing' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorplates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. use with fire retardant,preserve ve treaten is not d,or le greenfor 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,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 in all respects,equal to or better than that �i�� Indicated by symbol shown and/or specified. by text in the bracing section of the output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. ■=l0 reaction section indicates joint 17.Install and load vertically unless indicated otherwise. � number where bearings occur. Min size shown is for crushing only. Milo, 18.Use of greenenvironmental,health or Treatedor lumber may poserisks.unacceptableConsultwith project engineer before use. _. performance Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. iTe BCSI: Building Component Safety Information, M IC 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.02/16/2015 MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-B 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: K1589666 thru K1589681 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <( (7 P R OF SS \� GtNF /L244/ � 89200PE dOREGON Gam© 14, 2° F'RR 1L�- 4110014,ZrAimb December 10,2015 Baxter,David 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. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" ICOND. 2; Design checked for net(-5 psf) uplift at 29 "oc spacing.) TC: 2x4 KDDF 6OvOTR LOAD DURATION INCREASE = 1.15 Design Conforms to main windforce-resisting • BC: 2x4 KDDF 9168TR SPACED 29.0" O.C. 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=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD- 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD= 92.0 PSF load duration factor-1.6, End vertical(s) are exposed to wind, 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 DON. M-1x2 or equal typical at stud 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. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS 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. 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 DESIGN OF THE LATERAL BRACING TO THE HINGE SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 8-03-04 8-03-04 12 12 6.00 1 .. IIM-9x4 Q 6.00 I m m 0 o SO 0 0 M-3x4 M-3x4 `� 0 PR()F�G`cS' 1 00 16-06-08 b 1-00� ".�� 4NViNVG� c5'/�? `‹ .9200PE 17_, JOB NAME : POLYGON NW PLAN 7—B NH — Al Scale: 0.4000 O ' w� �4r • WARNINGS. GENERAL NOTES, unless othenmse noted: +s' OREGON tm �+ ' 1.Builder and erectron contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an inaw dualti „ Truss: Al and Warnings before construction commences. building component Applicability of design parameters end proper i� / (� 2.2x4 compression web bracing must be installed where shown*. Incorporation of component Is the responsibility of the building designer.unless braced o.c.respectiveaced throughout their length by S o.c,and at 1 �A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at ilf'` R'�` Is lbs responsibility of the erector.Additional permanent bracing of 2' 0' ly br ,^ V DATE: 12/10/2015 the overall structure is the responsibility of the building dee continuousimsridging org ouebh as acwg re uiremihere showno4nd/or drywell(BC). Pone h 9 ipner. 3.2n Impact bridging or lateral bracing required where e 4 SEQ. : Ki5 8 9 6 6 6 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • fasteners are complete end at no time should any loads greater than S.Design assumes trusses are to be used in a non-corraeioe environment, EXPIRES: • 12/31/2015 • TRANS I D: LINK design roads be applied to any component. and are for•dry condition'of use. 5.CompuTrus has no control over arta assumes no responsibility for the B.Design pp assumes lull bearing al all supports shown.shim or wedge If fabrication,handling,shipment and installation of components. essary. December 10,2015 7.DPIece assumeslblloadcated on drainage is tossed. 6.This design is furnished subject to the limitations set forth by B.Plalas shall be localetl on both faces of(rues,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ione. 9.Digits Indicate sim of plate m Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(WM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=1-378) 1540 3- 8=(-326) 309 • BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1751) 477 8- 6=(-431) 1540 8- 4=(-121) 934 WEBS: 2x4 KDDF STAND 3- 4=(-1351) 268 8- 5=(-326) 306 • LOADING 4- 5=(-1351) 256 TC LATERAL SUPPORT 5= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 5- 6=(-1751) 502 • BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF 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" -125/ 809V -82/ 828 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -125/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.075" @ 8'- 3.2" Allowed = 0.781" MAX TL CREEP DEFL = -0.141" @ 8'- 3.2" Allowed = 1.042" MAX LL DEFL = 0.002" @ 17'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" 8-03-04 8-03-04 MAX HORIZ. LL DEFL = 0.059" @ 16'- 1.0" ' f '( 1' MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 T T . T T 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 'J 6.00 system and components and cladding criteria. ll 4.0" Wind: 140 mph, h=21.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� load duration factor-1.6, End vertical(s) are exposed to wind, IIIIIIIIIIIIIIgi Truss designedvertical(s) are wind loads in the plane of the truss only. • M-1.5x3 M-1.5x3 3 5 a --"..1111111111111111111111111111111111111111111111111111111111 M-5x8 M-3x4 M-3x4 rn M 0 2 = =6 I I 0 O .a 3.00 3.00 12 12 y1-00 l' 8-03-04 )' 8-03-04 y1-00)' ), l �C� PRpFe6, 16-06-08 �t,,c� NGl N •R sf2 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - A2 Scale: 0.3183 Lw �L.✓ /'�.. WARNINGS:uGENERAL NOTES, unless uomise parameters �� ©(-1 Gt.�01Y +.r„ 1 Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an IndMduai +�/} sem. Truss: A2 and Warnings before construction commences. building component Applicability of design parameters and proper t� V` 2.2a0 compression web bracing must be Installed where shown Incorporation of component is the responsibility of me building designer. ) '., 3.Additional temporarybracing to Insure stability dodo 2 Design assumes the top and bottom chards to be laterally braced al b��� 9 ty g construction O +4 a Is the responsibility of me erector.Additional pennarrenb bracing of 2'o c.and at 18 o c.respectively unless braced throughout their length by congruous eheeming such as plywood sheathing(TC)and/or drywall(BC). /1 rf-1 4{ DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown•• 1 4. Ili SEQ. : Ki5 8 9 6 6 7 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of me raepectNa contractor. fasteners are complete and at no time should any loads greater men 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D. LINK design loads be applied to any component. and am for'dry condltlon•of use. 5.CompuTus has no control over and assumes no responsibility for the 8.Design assumes full bearing et as supports shown.Shim or wedge M EXPIRES: 12/31/2015 2 Je31 Jon 1 5 febdrsibn,handling, awry. !6 �j G G/d !G V ^� shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 8,This design is furnished subject to the limitations set form by 8.Pintas shall be located on both feces of tries,and placed so their center TPIIWTCA in 8051,copies of which will be furnished upon request, lines coincide with joint center lines. .Dyna Indicate else 05 plate in Inches. MiTek USA,Inc./Com uTrus Software 7.6.7 1L-E 1I For bessisconnector plate igvalues see ESR-1311,ESR-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE m 1.15 1- 2-( 0) 50 2-10-(-251) 92 10- 3-( -12) 169 BC: 204 KDDF k168TR SPACED 24.0" O.C. 2- 3=) -69) 347 10-11=(-255) 90 3-11-( -470) 164 WEBS: 2x4 KDDF STAND 3- 4-(-146) 779 11-12-(-682) 251 4-11=(-1145) 248 LOADING 4- 5=( -74) 220 12-13=i -48) 472 4-12=( -95) 806 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6-) -85) 246 13- 8-(-241) 848 5-12-( -361) 143 BC LATERAL SUPPORT <- 12"OC. UON. DL 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 LL= 25 PSF Ground Snow (Pg) M-1.509 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -61/ 213V -135/ 135H 119.00" 0.34 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 5'- 1.0" -72/ 109V 0/ OH 119.00" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0" -231/ 1605V 0/ OH 119.00" 2.57 KDDF ( 625) 26'- 0.0" -109/ 613V 0/ OH 5.50" 0.98 KDDF ( 625) REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR DETAILS ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. NOT SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL= -0.036" @ 21'- 8.1" Allowed = 0.781" 13-00 13-00 MAX TL CREEP DEFL= -0.065" @ 17'- 8.8" Allowed = 1.042" �_ __ _ _ MAX LL DEFL= 0.002" @ 27'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL= -0.003" @ 27'- 0.0" Allowed = 0.133" ` 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 f 1 f 1' 1' 7' MAX HORIZ. LL DEFL = 0.021" @ 25'- 6.5" MAX HORIZ. TL DEFL= 0.034" @ 25'- 6.5" IIM-4x4 12 M-1.5x4 4.0" 6.00 [ '. M-3765 .E-,(M-3x5 Design conforms to main windforce-resisting M-3x5 _ M-1.5x4 12 system and components and cladding criteria. M-3X4M-3x5 I 6.00 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), y load duration factor=1.6, End vertical(s) are exposed to wind, '� Truss designed for wind loads M-3x6 in the plane of the truss only. M15x3 eek M-2.5x4 or equal at non-structural diagonal inlets. 13 Truss designed for 4x2 outlookers. 2x4 let-ins S'4M-5x6 M-3x9 of the same size and grade as structural top mo 2 ,digAlk 12 o chord. Insure tight fit aeach enof et-in. SOutlookers mustbecutwith careand are o '_e o permissible at inlet board areas only. to M-1105x3 I1_-5x10 to M-3x9 M . 3,00 3.00 r, - 12 12 12 y y y y y � p P R Qpfi`.0 9-11 3-01 4-08-12 8-03-04 )' ), ,1 l I )' ��GIN� 9 ,% 1-00 9-11 7-09-12 8-03-04 1-00 ! 1, i-oo 26-00 i-00 `� 892C}OPE v JOB NAME: POLYGON NW PLAN 7-B NH - Bl .A Scale: 0.2048 101 ,,,{{{ 1,�V' w' WARNINGS: GENERAL NOTES, unless ntherwue noted. =', /;,y OREGON�1� 114 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an ndri dual /©-`4 1.. 14 4�� Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper T 2.2x4 compression web bracing must be Installed where shown r. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced al braced throughout their lengthby is the reeponalmllty of the erector.Additional permanent bracing of DATE: 12/10/2015 the overall structure is the responsibility of building designer. continuous0impatsheathinginsuch l as plywood requirede sheattrore s oovoand/cr dryweil(BC). ty o rg goer. 3.2x Impact bridging or lateral bracing where shown t SEQ. : Ki 5 8 9 6 6 8 4.No load should be applied to any component until after all bracing and 4.Installation of boss Is the responsibility of the reepectNe contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used ina non-corrosive environment end are for common'of use. EXPIRES: 12/31/2015 TRANS I D: LINK design loads be applied to any component. S.CompuTrus has no control over and assumes no responsibility for the e.Dne sign assumes full bearing al all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. n essu December 10,2015 8.This design Is furnished subject to Me limitations set forth byT.Platassumes adequate othifage b provided. an 9r8.Platess cil be rB jeln center both faces of truss,and placed so their center TPIAVICA in SCSI,copies of which will be furnished upon request. Digit coincidewith joint aentn inches 9.Digits indicatesin ecf r patee inches. MiTek USA,Inc./CompuTNs Software 7.6.7(11)-E 10.For basic connector plata design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" . IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-247) 1594 10- 3=) 0) 228 BC: 2x4 KDDF 1(1&BTR SPACED 24.0" O.C. 2- 3=(-1886) 361 10-11=(-249) 1591 3-11=( -378) 107 , WEBS: 2x4 KDDF STAND 3- 4=(-1479) 359 11-12=(-171) 1308 4-11=) -85) 76 LOADING 4- 5=(-1343) 362 12-13=(-436) 2628 4-12=( -183) 151 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 346 13- 8=(-616) 2784 5-12=( -207) 953 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2946) 590 - 12- 6=(-1726) 395 TOTAL LOAD = 42.0 PSF 7- 8=(-3145) 715 6-13=( -191) 1428 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13- 7=1 -104) 165 LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed 0.133" MAX LL DEFL = -0.170" @ 17'- 8.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.335" @ 17'- 8.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL a -0.003" @ 27'- 0.0" Allowed = 0.133" 13-0013-00 f A f MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX HORIZ. TL DEFL 0.162" @ 25'- 6.5" T T T . T , T 12 12 6.00 / M-4x6 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 5 ,( ' Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), M-3x9 load duration factor-1.6, 4 End vertical(s) are exposed to wind, M-3x6 Truss designed for wind loads in the plane of the truss only. M-3x4 p1111 11 1110►'' 3 M 1.5x3 f IIIV Quail 7 eek ....aiiiii 13 M M-5x6 _M-4x4 rn _ 0 1 l 1M-3x10 .1 o o 1 10 I1 -. 9 o i M-3x4 M-1.5x3 M-5x10 1 0 0 ..3.00 3.00 - 12 12 1 1 1 b 1 b 5-01 4-10 3-01 4-08-12 8-03-04 {� r 1-00 9-11 y 7-09-12 1 8-03-04 1-00 c "c GIN��{0,5,' 26-00 - 'if, 'r 89200PE r JOB NAME : POLYGON NW PLAN 7-B NH - B2 �' /i�� Scale: 0.2048 •1i 11 YJ /yw WARNINGS: GENERAL NOTES, unless otherwise noted: * OREGON wf^^ 1.Builder and erection contractor should be advised of all General Notes1 This design le based only upon Be parameters shown and N for an individual 7 O R.EG O'y s,� r4/4 Truss: B2 and warnings before construction commences building component Applicability of design parameters and proper L. '(X \t�` As 2.204 cam reaction web Oredn incorporebbn of component Is the responsibility of the bulking designer. p gmuelbemeNliedwhereshown+ }" 20.. 2 Design at 10. assumes the top and bottom sNa to be throughout braced at AA L 3 Additional temporary bracing to insure stability during conalnialon O °T! N the responsibility of the erector.Additional permanent bracing of c oo.nthr and a hin.rsuch as ply unless braced lhroaghout their lengthB by DATE: 12/10/2015 be overall structure Nue responsibility of the building designer. 20 impact sheathing such i b plywood required sown+drywan(Bc). t1 sony0 M 9 8 3.in impactbridgingor lateralbracingregained whereshown++ rl I SEQ. : K 15 8 9 6 6 9 4.No load should be applied to any component until eller ail bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are 10 be used in a noncorrosive environment, TRANS I D: LINK design bade be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Deelgn assumes lull bearing at all supports shown.Shim or wedge d EXPIRES: 2/3 /2015 fabrication,handling.shipment end betoliation of components. eaery. I.This design fumishetl subject to the Irritations set forthT.Designshall assumel s adequate drainage is provided. December 10,2015 0 ) by 8.Plates be located on both faces o/truss,and placed so their center TPIANfCA In SCSI,copies of which will be famished upon request. lines coincide with Joint center lines, 9.Digds indicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-270) 1528 3- 8=(-383) 258 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1813) 396 8- 9=(-124) 1001 8- 4=(-128) 638 WEBS: 2x4 KDDF STAND 3- 4=(-1590) 399 9- 6=(-298) 1528 4- 9=(-128) 638 LOADING 4- 5=(-1590) 399 9- 5=(-383) 258 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1813) 396 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1 0) 50 TOTAL LOAD- 42.0 PSF OVERHANGS: 12.0" 12.0" 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" -179/ 1206V -134/ 134H 5.50" 1.93 (DIF ( 625) LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012. 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.063" @ 17'- 1.8" Allowed = 1.259" MAX TL CREEP DEFL = -0.127" @ 17'- 1.8" Allowed= 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" 13-00 13-00 T T T 6-09-04 6-02-12 6-02-12 6-09-04 Design conforms to main windforce-resisting TT T T T system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 6.00 M-4x6 11 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 ,(--,, End vertical(s) are exposed to wind, Truss designed for wind loads u� -' in the plane of the truss only, M-1,5x3 :4-1.5x33 Ilk m Allirn o 4, see s _ 7 ig 8 9 A`6 0 I M-3x4 M-3x4 M-3x4 M-3x4 1 0 0 M-3x5(S) 1 ), y .1 8-10-03 8-03-11 8-10-03 )' k y ���c.q P R QFe`,S 10-00 16-00 �C3t.GiNE- ,/ 1-00 26-00 1-00 w� �' 4 89200PE v JOB NAME : POLYGON NW PLAN 7-B NH - B3 4 'c Scale: 0.2048 illi CC 1.Builder O.ThCdeNOTE$ unless oth nviseape,Bete 17j 47 OREGON iii,/ 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an IndNlduel Il.�'' Truss: B3 and Warnings before construction commences. building component Applicability of design parameters and proper t 2 204 compression web bredng must be Installed where shown... incorporation o/component is the responsibility o/the building designer. �� �' (Z°16‘,.."\- 3. =y,., 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom unless braced to be laterally braced at1 4l L �(y\ Is the responsibility of the erector.Adtlieneel permanent bracing of 2'o.c.and at 10'o.c.respectively throughout their length by S_ continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). z7 F4 IO- DATE: t DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ (,fl 1 t... SEQ. : Ki5 8 9 6 7 0 4.No bad should be applied to any component until after all bracing and 5.4. allassumesion of u trushe ses are responsibility ss rthe^�pecttveecone�ornate, r. fasteners are complete and at no bma should any loads greater thanDesigns re for ue condition.of use. TRANS I D: LINK design bads be applied to any component. e.Design assumes full bearing at all supporta shown.Shim or wedge H 5.CompuTrus hes no control over and assumes no responsibility for the scaryEXPIRES: 12/31/2015 fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage is prodded. December 10,2015 H.This design is furnished subject to the limitations set foM by 8.Plates shell be located on both faces of buss,end placed so their center TPVWICA in SCSI,copies of which will be furnished upon request. lines coincide with Joint tenter lines. 9.Nils Indicate size of plate in inches. WO LISA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 (DIF 616BTRf LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2- 8=1-257) 1288 8- 3=( 0) 227 2x6 KDDF #16BTR T2 SPACED 24.0" O.C. 2- 3=1-1539) 383 8- 9=1-259) 1285 3- 9=1-448) 138 BC: 2x4 KDDF #16BTR 3- 4=1-1080) 364 9-10=1-293) 1265 9- 4=( -94) 569 WEBS: 2x4 KDDF STAND LOADING 4- 5=1 0) 0 10- 7=1-293) 1268 9- 6=(-937) 200 LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1-1063) 337 7-11=1 0) 9 6-10=) 0) 153 TC LATERAL SUPPORT 0= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-1-1495) 390 BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD- 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF 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" -189/ 1056V -97/ 102H 5.50" 1.69 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 11.6" -227/ 1015V 0/ OH 53.50" 1.62 RODE ( 625) 25'- 8.8" 0/ 52V 0/ OH 0.00" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x9 or equal at n -structural ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.002" 0 -1'- 0.0" Allowed = 0.100" Unbalanced live loads have been MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" considered for this design. MAX LL DEFL = -0.041" 0 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.084" 0 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.020" @ 25'- 8.8" MAX HORIZ. TL DEFL = 0.033" @ 25'- 8.8" Design conforms to main windforce-resisting 13-00 14-00 system and components and cladding criteria. 5-11 5-01 2-00 3-01 10-11 Wind: 140 mph, h-22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' / .1 f- f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 -M-4x4+ load duration factor-1.6, 12 12 6M-4x6 Pi .00 Q 6.00 Trusstined vertical(s) for wind loads al(s) are exposed to wind, 4 in the plane of the truss only. ifs + M-3x4 M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 .7. 3 + ni M-3x4+ co 0 0 C> 1 a o-• -1- i U ® ::n 'M ii 2 . 9 70 11 M-3x4 M-1.5x3 0.25" M-1.5x3 to M-5x8(S) M-3x4 P p / y y y y y 5< GINS t '/ 5-09-04 5-02-12 5-02-12 9-09-04 (` � R QA_ 1-00 26-00 y 'rte 89200PE �r JOB NAME : POLYGON NW PLAN 7-B NH - B4 *"� /I Scale: 0.2298 d�1 �ff:r WARNINGS: GENERAL NOTES, unless othervdse noted: J OREGON p, "+ 1.Builder and erection contractor should be advised of all General Notes 1.ThIs design is based only upon the parameters shown and is for en Individual ��© "of ! „'�� �� Truss: B4 and Warnings before construction commences. building component.Applicability of design parameters and proper L 2.2,4 compression web bracing must be Installed where shown+. Incoryorallon of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction ill2.Design assumes the top and bottom chobraced to be laterally braced al e:'1:4 RIO- 2' is the responsibility of the erector.Additional permanent bracing of c.and W 1P us respectively unless braced throughout their length by (`/ continuous sheathing such as plywooding(TC)analor drywall(BC). DATE: 12/10/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4. SEQ.: Ki5 8 9 6 71 4.No bad should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes Susses are to be used In a noncorrosive environment, EXP(RES: / 20 15 TRANS ID: LINK design roads be applied to any component. end are for'dry condition.ofuse. 5.CompuTnn hes no control over and assumes no responsibility for the G.Dece'ssa ssumes full bearing al all supports shown.Shim m wedge if fabrication,handling,shipment end lnataeatton of components. N. a December 10,2015 7.platesDesigsesamescaed no drainage to truss,an 6.ThIs design is furnished subject to the limitations set forth by B.Plates shell be located on both faces of hues,and placed so their center TPIIWTCA In BCS',copies of which will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.6.7 it.E g.Dyes indican eine of latae m ruches. MiTek USA,Inc./Com P ( )- to.For bash connector plata design values see ESR-1311,ESR-1 gaa(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICON°. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 RIDE #1913TR SPACED 24.0" O.C. - Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT 0- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD - 10.0 Pay' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) 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 UON. BOTTOM CHORD CHECKED FOR 1DPSF 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. 11-00 11-00 1' 4 1' 6.00 IIM-9x9 -CJ 6.00 3 NN no ; 4 rm O 0 Tr /)1 c I o M-3x5(5) o M-3x9 M-3x9 y Y 1-00 10-00 22 00 12-00 s,0 .�NG�" c .0 89200PE JOB NAME : POLYGON NW PLAN 7—B NH — Cl Scale: 0.3558 -� �.; g1.Builder and erection contractor shoutd be advised of all General Notes D1.This design Ta based only upon Uro parameES, unless Minimise ers shown and le for an Individual '"7 A OREGON A A- is,Truss: C 1 and Warnings before construction commences building component Applicability of design parameters end proper NIX 2.2x4 compression web bradng must be Installed where shown+. Incerporags of component is the responsibility of the building designer. / }/ a 2 3.Additional temporary bracing to Insure stability during conahuction 2.Design assumes N°top and bottom circle to be laterally braced at 4 is the responsibility of the erector.Additional permanent bracing or Z on.and at 70 o.c.respectively unless braced throughout their length by continuous sheathing such as plywood aneathlng(TC)and/or drywail(BC). �f �f"'} t �, DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required wham shown*t fl 1+ SEQ. : Ki5 8 9 6 7 2 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D' LINK design loads be applied w any component. and ere for"dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge H EXPIRES:12/31/2015 fabrication,handing,shipment end installation of components. 9Bry. 7.Design shassumes adequate drainage io ruseDecember 10,2015 a.This design is furnished sables to the limitations eat forth by 8.Plates shall be located on both faces of truss.and paces so their center TPIM/TCA In BCSI,copies of which will be fumlehed upon request Imes coincide with joint center Imes. es. MiTek USA,Inc./Com uTrus Software 7.6.7(10-E 9.ForbDigits indicate ace w plate a iign values P1.Forbasiccconnector ein incvalue°see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #161370 SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=1-103) 834 8- 4=1-111) 492 WEBS: 2x4 ROOF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=1-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT 4= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 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 HOBO BRG 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 I g psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed= 1.406" MAX LL DEFL = 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" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 T T f 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting '( 1' 1' T system and components and cladding criteria. 12 12 6.00 p M-4x6 Q 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), 4.0" load duration factor=1.6, 4 „-,( End vertical(s) are exposed to wind, It Truss designed for wind loads in the plane of the truss only. M-1.5x3 in .M-1.5x3 3 En ��m Io 2 M-3x4 M-3x9 M-3x5(5) M-3x4 M-3x9 6 to I l b I 7-06-03 6-11-11 7-06-03 ('� F� F7 {�t� y 10-00 y 12-00 y •'c:(,," 1J #`RU7'�"t�.t1 5 GINS / 1-00 22-00 1-00 ,�� SN R �2 `-r' 89200PE I' JOB NAME : POLYGON NW PLAN 7-B NH - C26 '7 Scale: 0.2433 /fi+.� „„- Builder GENERAL NOTES, unless olhhrwise para ate 1� OREGON �1.0 1.and Wenn s for construction should be advised of all General Notes 1.Thisdesign Is hent.onlypl upon ythe parameters ere mewn and isforen Inilvldual --�J7�4 Truss: C2 and Warnings before wnsauctlan commences. building component Applicability of design parameters and proper 2.254 compression web bredng must be installed where shown+. incorporation of component Is Me responsibility of the building designer. '47)- � 3.Additional temporary bracing to Insure stabilityBurin 2.Design assumes the top end bottom chords to be laterally braced et g construction T o.s.and at 10'on.respectively unless breced throughout their length by it„, } Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ''"I '}�"'}(y DATE: 12/10/2015 the overall structure is the respmsibtidy of the balding designer. 3.2x Impact bridging or lateral bredng required where shown++ (�!"1 1 4+ SEQ. : K 15 8 9 6 7 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss h the responsibility of the respectNe contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used Inc non-connsive enoironment, designbedbel s applied tn o any component. and are for'dry condition.'of use. TRANS I D: LINK 6.Design assumes fop bearing al all supports shown.shim or wedge 9 B.CbmpuTrus has no contra over and assumes no responsibility for the necessary. EXPIRES: 12/31/2015 fabrication,handling.shipment and Installation components. 7.Design assumes adequate drainage Is provided. December 1 0,201 5 6.This design is furnished subled to the limitations set forth by B.Plates shall be located on both feces of truss,and pieced so their center TPI/VVICA in SCSI,copies ofwhiob will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.8.7(1 L)-E 10.For basic connector plate design values see ESRn311,ESR-7,388(mired) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF kl&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF kl&BTR 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 Hind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POP (All. Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) 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 1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF 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. 11-00 11-00 T T T 12 12 6.00 M-9x9 Q 6.00 3 11.1111111111°1111.1.11 . r1 2 dig111111111kkillb4 M I O 1 _� IT 0 I 0 M-3x5(S) 0 M-3x4 M-3x4 1 00 10-00 22-00 12-00 `c ..�G` F LV _Si ii t20 «9200PE 'r' JOB NAME : POLYGON NW PLAN 7—B NH — C3 ''� Scale: 0.3558 r• / _ - /'�.. , WARNI. iNOS: GENERAL NOTES,b, uny upoMeeMae reesta 17 A.Al)"` OREGON �zV., 1 Builder and erection connector should be edWeed of all General Notes 1.This design le based only upon the parameters shown and Is for an IndWiduel -�aJ7 Truss: C 3 and Warnings before construction commences. building component Applicability of design peremelers and proper 2 2x4 compression web bracing must be Installed where shown*. Incorporation d component la the responsibility of the building designer. "7 Y 2- � 2.Design assumes the lop end bottom chorda to be laterally braced al 3.Additional temporary bracing to Insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length by , is the responsibilityof the erector.Additional permanent bracing or continuous sheathing such as plywood sheathing(TC)and/or drywa1(131). 111 ''F?R I 0- DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.2i,Impact bridging or lateral bracing required where shown•i f l SEQ. : Ki 5 8 9 6 7 4 4.No load should be applied to any component until after all bracing and 4.Installation or truss is the responsibility of the reapectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for'dry condition'of use. 5.CompuTros has no control over and assumes no responsibility for the 6.Designnece8 assumes full beery al all supporta shown.Shin,or wedge If EXPIRES: 12/31/2015 fabrication.handling,shipment and installation of components. ass 6.This designis furnished subject to the limitations set fort 7.Designeeassumes adequate othl"ace"prusdad December 10,2015 ) by 0.Plates cbe located on both laces of Wes,and placed so mel/center TPIN✓TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Indicate etce plate In inches. .MiTek USA,InodCom uTnls Software 7.6.7(114-E iO For basis connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL.( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL O'- 0.0" -119/ 1038V -109/ 1090 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 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" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 T T 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T f f - - system and components and cladding criteria. 12 12 6.00 M-4x6 Q 6.00 Wind: 140 mph, h=l5ft, L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 ,f-,,, End vertical(s) are exposed to wind, ind uu in thess dplaneeofftheor wtrussoonly M-1.5x3 M-1.5x3 3 \I / M rn 0 0 11 4' 1 I_ 1-CI m ! 7 '0 2 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 6 0 7-06-03 6-11-11 7-06-03 1 y ). c,0 PR Qin= 10-00 12-00 cS' 1-00 22-00 1-00 17 ' 89200PE r JOB NAME : POLYGON NW PLAN 7-B NH - C4 40111111117,19IScale: 0.2433 -... 1.Builder OENERAetinis NOTES, unless on the aenWed wCt 4'../0‘7,1 A OREGON 4/ 1.BWWer and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an IndMdual -�CJ79f s"_ Truss: C4 and Warningsbefore construction commences. budding component Applicablimy of design parameters and proper rF 2.2x4 compression web bracing must be Installed where shown 5. Incorporation of component k the responsibility of the building designer. ' A' {5 ��. 3.Additional temporary bracing to insure stability during construction 2 2'spm and5tlassumes the lop and bottom moms lo be laterally braced at 4j V 4 is the responsibility of the erector.Addidonal permanent bracing of 2'o.c, el SY u.c,respectively unless braced throughout they langur by 4{ ``_ DATE: 12/10/2015 me overall structure is the responsibilityf the building designer. 20Impost sheathingintis,such l bac plywoodsheathing(TC)required wheresaw and/or• drywall(BC). R R I.L+ o g 3.20 Impact bridging or(such bracing required where shown SEQ. : Ki5 8 9 6 7 5 4.No load should be applied to any component until after all bradng and 4.Installation of less is the responsibility of the respedwe contractor. fasteners are complete and el no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design beds be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the a no..".Dlassumes full bearing al ail supporta shown.Shim or wedge 8 EXPIRES: 12/31/2015 2/31/201 5 fabrtcatbn,handling.shipment and Installation of components. G /. 7.Design laesshallbassumes mooedon drainage is truvided.ssDecember 10,2015 6.This design is furnished subject to me limitations eel form by H.Plates shall be located on burn faces of truss,end paces so their nems TPiiWrCA In SCSI,copies of which will be furnished upon request. lines coincide wlM joint center lines. MITek USA,Inc./Com uTlus Software 7.6.7 1L-E g.Dorm indicate sireofplate Design values see 5812.1311,ESR-1 983(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-4=(-99) 81 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT 1= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 42.0 PSF 1'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) JT 1: Heel to plate corner - 5.25" LL = 25 POP' Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.002" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 4.0" Allowed= 0.159" 3-00 / MAX TC PANEL TL DEFL - -0.005" @ 2'- 5.2" Allowed= 0.239" MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 4.00 U7'" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-19.8ft, TCDL=4.2,BCDL=6:0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, M-1.5x3 End vertical(s) are exposed to wind, 3 - Truss designed for wind loads 2 in the plane of the truss only. it l ti PROVIDE SUPPORT ti 1 II ~ / I _I M-3x8 M-1.5x3 y l 3-00 l 4-00 ‹AkED P Fi OFs �cs� �NGIN�F9 /Q�� 89200PE r' JOB NAME : POLYGON NW PLAN 7-B NH - D1 --"' Scale: 0.6153 ��, --�1 WARNINGS: GENERAL design NOTES, unless o theparenWse nmts "� OREGON 1 Builder and erection contractor should be advised of all General Notes i This h based only upon IM paramelere shown and Is for an wtlNdual Truss: D1 and Warnings before canstmction commences building component Applicability of design parameters end proper 2 254 compression web bracing must be Installed where shown+. incorporation of component la the responsibility of the building tlsslgner r� .1)'. 74 20 *- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords w be laterally braced at y `h. Is the responsibility of the erector.Additional permanent bracing of 2'ctn.and at 10'o.c.respecllvely unless braced throughout their length by /A',} (JVs DATE: 12/10/2015 the overall structure Is the responsibility of the building dee continuous sheathing such I b plywood tired here s oveland/+arywmyec). '/�•V."["}("�({ �; Pmol ty g Igner. 3.h Impact bridging or lateral bredng required where shown++ i�fl 1 4 SEQ. : Ki5 8 9 6 7 6 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the raspective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design wads be applied to any component and am Mr db condition'.of use. 5.CompuTnrs has no control over and assumes no responsibility for the 8 Design esa assumes full bearing et all supporta shown.Shim or wedge if EXPIRES, 12/31/2015 2/31/201 5 ry. !1f f1 C�7 G J 4.1 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 10,2015 8.This design is furnished subject to the limitations set form by 8.Plates shell be located on both faces of truss,and placed so their center TPiiWTCA in SCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CmnpuTrus Sofware.7.6.7(IL)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3-(0) 0 BC: 2x4 ROOF #1&13TR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT 1= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD= 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 ROOF ( 625) JT 1: Heel to plate corner = 5.25" LL= 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 ABS BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.004" @ 0'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL- -0.003" @ 0'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL= 0.008" @ 2'- 5.6" Allowed- 0.183" MAX TC PANEL Ti DEFL.. -0.010" @ 2'- 7.0" Allowed= 0.274" 12 MAX HORIZ. LL DEFL- -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL.. 0.003" @ 3'- 11.2" 4.00 17 2 r Design conforms to m indforce-resisting system and componentsand cladding criteria- , Wind: 140 mph, 1,19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), load duration factor=1-6, End vertical(s) are exposed to wind, to , Truss designed for wind loads I in the plane of the truss only. r 0 o /-- 1 0I 1 9 3>C M-3x8 b b 3-00 i > 0' P R OFC°s 9-00 `o NG1N4 f IPROVIDE FULL BEARING;Jts:4,3,2 1.� 'k- 89200PE S JOB NAME : POLYGON NW PLAN 7-B NH - D2 ,.ayl, ' amu.. • Scale: 0.8962 3.-.✓s� WARNINGS: GENERAL NOTES, unlessohervosenoted: F/ OREGON 1.0 1.0 7.Builder end erection contractor should be advised of all General Notes 1 The design Is based only upon the parameters shown and Is for an individual �/� .Q l.. * t ^. Truss: D2 and Warnings before construction commences balding component Applicability of design parameters end proper / / 2 2x4 compression web bracing must be installed where shown+, Incorpwalwn of component le the responsibility of the building designer. y►�, (7, 3,Addeonal temporary bracing to Insure stability during construction 2 Design assumes the top and bosom Bond to be laterally braced al 'Y7 a.?R t 1 V- -.V- -.i°the resporrelbllity of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by DATE: 12/10/2015 the overall structure is me responsibilityof me building designer. 2ximp continuous sheathinggor such as plywoodre,deedsheathing(7C)whereshown snow arywan(Bc). g 3.2x impact bridging or lateral bracing required shown++ SEQ.: K 15 8 9 6 7 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the reeponelblfty of the respective contractor. fasteners are complete and al no lime should any loads greater than 5.Deign assumes trusses are to be used Ina non-corrosive environment EXPIRES: 12/31/2015 loath TRANS ID: LINK design abe applied to any component. and are for'dry condition.of use. 5.compurruover and assumes no responsibility the 6.Design assumes full bearing at all supports shown.Shim w wedge if e has no control fabrication.handling,shipment and Installation of components. necessary. 8nassumess December 10,2015 d. 8.This designIs furnished sub to the limitations sal forth byT.Platlocated adequate drainage to puree,an )fcl 8.Plates shall be loh join on both feces of truss,and placed so their center TPIM?CA In SCSI,copies of which we be furnished upon request lines coincide with fold easter lines. 9.Diggs Indicate else of plate In Inches. MITek USA,Inc./CompuTfus Software 7.6.7(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT 0= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. U014. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, OL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-l.6, End vertical(s) 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 UON. BOTTOM CHORD CHECKED FOR lOPSF 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. 12 9.00 L' 3 o ,1 0 in til .1 f ivi of 1A 4 M-3x9 l )' y 1-00 8-02 -4' N' PROre ` .0 4c,C< 0NGINE-,&-9 /0 ' 89200PE -to�v' JOB NAME : POLYGON NW PLAN 7—B NH — El /-�'"r Scale: 0.6366 ' WARNINGS: NOTES, unless otherwise noted: ti CC. 1 Bilder and erection contractor should be advised of all General Notes I.This GENERAL aign is basad only upon the parameters shown and m for an IndMdual -s� s.` Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper 7 j OREGON��\rf � A. 2.2,4 compression web bracing must be Installed where shown 5. Incorporation or component b Me responsibility of IM building dealgnar. 4�r +�{/ �2,0 �`+.J 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced et • 'r(;�,f Is the responsibility of the erector.Additional permanent bracing o! 2'continuous and at 10'o.c.respectively unless braced throughout thee hngnt by continuous sheathing such as plywood sheetidng(TC)end/or drywall(BC). 's'/'R RIO— Lt DATE: 12/10/2015 me overall structure Is the responsibility of the bidding designer. 3.In Impact bridging 1 V 4.No bad should be applied to anyt until after all bredntr g or Or lateral boninglity required the when shown SEQ. : K1589678etti timemwnen hand 4.Design assumestruss ssere are b use Mheonpedosi contractor. fasteners are complete and at no should any loads greeter than 5.Design assumes Misses ate b be used In a non-corrosive environment TRANS ID: LINK deal nloadsbeappliedtoanycomponent and aretar•dy ontlgan o use. 5.CompuTnrs has no contra over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge M EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. coesary. '.Design ho located on drainage's of basso n December 10,2015 6.Tlga design is fumlMeO subject to the limitations set forth by e.plates snag be lacelad an bah feces m wee,and placed so their center TPIIWTCA M SCSI,copies of which will be furnished upon request. lines coincide with)olnt center lines. 9.Digits Indicate she of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1899(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 36 2-5=1-51) 67 3-5=(-255) 179 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-105) 88 WEBS: 2x4 ROOF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -68/ 479V -33/ 97H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 2.0" -39/ 335V 0/ OH 5.50" 0.54 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - -0.294" @ 4'- 1.7" Allowed - 0.484" MAX TC PANEL TL DEFL = -0.393" @ 4'- 1.7" Allowed = 0.727" 7-10-04 0-03-12 T 1 i' MAX HORIZ. LL DEFL = 0.001" @ 7'- 10.3" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" 4.00 1.- Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 9 3 -/ Wind: 190 mph, h-15ft, TCDLa4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 101110111111111111,, I' load duration Factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 0 0 o 2 5 0 M-3x4 M-1.5x3 l .1 b 7-10-04 0-03-12 b b .1 1-00 8-02 Ok .�,. .NG PRO 4, '''/ s'o `x' :9200P v' +1.°" JOB NAME : POLYGON NW PLAN 7-B NH - E2 "' � Scale: 0.5366 ^ 3 WARNINGS: GENERAL NOTES, unless otherwise noted: 0 �� �� �+.t„ Truss: E Z 1 uilder and erection contractor should be advised of at General Notes 1 Thls design is based only upon the parameters shown and is for an Individual -7'hs tom' and Warnings before construction commences building component Applicability of design parameters and proper i,H.. A M* /` 2 2n4 compression web bracing must be seeded where shown Y. incorporation of component Is the responsibility or the building designer. t' 3.Additional tembracing stabilityduring cone 2 Design assumes the top end bosom unless braced to be laterally braced lengthat r ay temporary to insure stablN construction 2 o c.and al 10'o c.respectively braced throughout their by t `_ h the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(IC)and/or drywall(BC). -! L'l fl I I DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.2n Impact badging or lateral bracing required where shown a* (1 I'1 Be. SEQ. : K1589679 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end el no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dscondblon'ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports show".Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and installation or components. necessary.ase T.Designesassumes December 10,2015 5.This design m furnished subject to the limitations set forth by a.Plates snail be located on both reads or Miss,and psoas as their center TPIANTCA m BM.copies or which will be rumlahed upon request. Ilnea coincide with joint center lines. 9.Digits indicate sloe of plate in inches. .Mitek USA,Inc./Com uTrus Software 7.6.7 1L-E 10.For bails connector plate design valuessea ESR-1311,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-33) 36 3-5=1-161) 127 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 49 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. co 11011114141 BOTTOM CHORD CHECKED FOR LO PSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psi) uplift at 24 "or spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.038" @ 2'- 10.1" Allowed ... 0.279" 4-11-04 0-03-12 MAX TC PANEL TL DEFL - -0.043" @ 2'- 8.1" Allowed= 0.419" T ' f MAX HORIZ. LL DEFL - 0.000" @ 4'- 11.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.2" 4.00 IL Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h-15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 � load duration factor-1.6, End vertical(s) are exposed to wind, 1 it Truss designed for wind loads in the plane of the truss only. N '-1 O O I N 0 2 � 5 c3 M-3x9 M-1.5x3 1 I )- 4-11-04 0-03-12 I Y i' 1-00 5-03 � O PROpk- �QN0 Ots, `� G N 4- /0 /02 ct' 89200PE '7r JOB NAME : POLYGON NW PLAN 7-B NH - E3 , � Scale: 0.5895 AC .-- WARNINGS:WARNINGS GENERAL NOTES, unless othereise noted 'M �� � � ++t„ Truss: E 3 1.0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IndW dual <J7 w_ �r and Warnings before construction commences building component Applicability of design parameters and proper �,,.. �1y` A, 2.2x4 compression web bradng must be Installed where shown« Incorporation of component la the responsibility of the building designer. /6 {�. s 0,.. 3.Additional temporary bating to insure abbely during construction 2.Design assumes the lop and bottom chords to be laterally braced et Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at IP o n.respectively unless braced throughout their length by /,'sem continuous sheathing such as plywood ahesthing(TC)andfor drywall(BC). '/ t'S R I DATE: 12/10/2015 the overed structure Is the responsibility of the building designer. 3.2x Impact bridging or labral bracing required where shown it* 7�f 7 VA - DATE: SEQ. : K 15 8 9 6 8 0 4.No load should be applied to any component until after all bracing and 4.Imstalbgon of muss is the responsibility of the reapedive contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are b be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. end are for'dry condition.of use. 5.CompaTnus has no control ower and assumes no responsibility far the 6.Deign assumes full bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication.handling.shipment and installation of components. Bary. 1 7.Design ailb assumes adequate othifac drainage Is provided. December 10,2015 6.This design Is furnished subject to the limitations set farm by S.Plates shell be located on bath feces of Wss,and placed coo their canter TP1AVTCA in SCSI.copies of which will be fumished upon request. linea coincide with Joint center lines. 9.Digits indicate sloe of plate in Inches. MiTek USA,IncfCompuTrus Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 4166TR 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"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD - 42.0 PSF load duration factor=l.6, End vertical(s) 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 SON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP NI-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. • 3 12 4.00 0 ca N 2 to I 11111 rn 9 M-3x4 b b I 1-00 5-03 <0 0 PRQFe. s ��\� �ZyG I N E�"�' ��?- ti,_,•89200PE 9T JOB NAME : POLYGON NW PLAN 7-B NH - E44IP- .0°.r • • Scale: 0.7524 � � 3 OREGON ss�� t� WARNINGS: GENERAL NOTES, unless ob Bearrmete. )�1� t.Builder and erection contractor should be commences. of all General Notes 1.This design is based oMy upon e parameters shown and is for anindividual 4.-„,,,c)-7,1),„ y 4} A 0 Truss: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper / L 2.204 Compression web bredng must he installed where shown+. Incapore0on of component Is the responsibility of the building designer. C'}. 3.Additional temporary bracing to insure stability during construction Itf .2.Design assumes the lop and bottom chords to be laterally braced at RIO- 7 V Is Be responsibility of the erector.Additional permanent bracing of o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 12/10/2015 me overall sWdure Is the responsibility f the building des 2scoImpact uous shgingior suchasacing re sire where sown+drywell(BC). pone ty o g Igner. 3.2z bridging or lateral bracing required where shown++ SEQ. : Ki 5 8 9 6 8 1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. rr''�s fasteners ere complete and at no time should any loads greater than S.Design assumes trusses are to be used In a nann coaslve environment. 1 G�n11201 J TRANS I D. LINK design loads be applied to any component.. and are for"dry condition•or sae. 5.CompuTnre has no control over and assumes no responsibility for the E.Design assumes full bearing et all supports shown.Shim or wedge n EXPIRES: fabrication.handling.shipment and installation of components. every. 5 December 10,2015 T.Desigplates assumes be adequate drainage is grossed. 6.This design is furnished subject to be limitations set forth by 8.Plates shall be located on both feces of truss,and placed w their center TPOWTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center linea g.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1LhE 10.For basic connector plate design values see ESR.1311,ESR-1955(MITek) Symbols Numbering System 11 General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damageor Personal Injury offsets are indicated. 1 ry r�� Dimensions are in ft-in-sixteenths. 1111k Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-1/16" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tar I ��,� be p bracing should be considered. r� O 3. Never exceed the design loading shown and never a lkiliPPX111,k1 ..6 stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. p 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 and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �/ y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. •MIN reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. NM Min size shown is for crushing only. in ;B 18.Use of green or treated lumber may pose unacceptable 1/0-=-41 �_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MII 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 DSB-89: Design Standard for Bracing. miTek 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 Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013