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Plans (51)
-- q 5--- ---C-- Cli) 6-el.a.,64% Nit MiTekl' 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. , o PROF-Es �� �6AGI NEF, 6> w 2 89782PE -$7+,OREGON 4�, Q' 17: �1 Ay A :1:<C,Q k PAUL p' X:::" August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. 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 5 Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1 vAVLj56CBygBiS 11-0-0 I P-5-61 I 1-2-0 1 F H 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 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 i . o N/ N Cr /N' / N / d ��xJi e �' 2¢'� 23 22 21 20 19 18 17 • 3x5= 3x5= 1.5x3 II 3x5= 3x5= 3x5= I 7-0.147-7-14 &2-14 14-4-4 I 7-0-14 10-7-0 10-7-0 I 6-1-6 Plate Offsets(X.Y1— 18:0-1-8,Edae].119:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 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/TPI2007 (Matrix) Weight:73 lb FT=0%F,0°10E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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). �eE0 PROF,- LOADCASES) Standard �� , 3(NE-'T CS, 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(-2 89?g2PE f, Vert:16-24=-8,1-15=-80 Concentrated Loads( Vert:2=-674(F) -41.. • , r 9' OREGON 92 .Q7 Q .9 &'�Fty -kb <Q� 9i 'r,luL la. c EXPIRES: 12131/2016 August 7,2015 t a �� ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/18/2015 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 parameter 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 Mile k* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 Ditms HeiOhtn,(:A 45A10 Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdfZNgfkdygB iR 1 0-10-12 11 1-2-0 1 1 0-10-8 1 1 2-6-0 I Scale:1/2"=1 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34x4= 4 5 6 7 8 e s e e o e _ o i , ./ e A\ 0 0 �l 6 ♦ O 1 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 II 4x6= 3x6= 3x4= I 1-1-12 11-8-12)2-3-12 13-8-4 1-1-12 0-7-0 0-7-0 11-48 I Plate Offsets(X.Y)— [2:0-1-8,Edge].[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 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 BOLL 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(lb)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. ����4 PR OFFss c, �NOI NEFR /0 `r 8"782P 9r' / •..%).e. 9 � /L OREGON o^ Q 99itpAu� R `�e� EXPIRES: 12/31/2016 August 7,2015 4e mamm ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. ,. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek*erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TPIl 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 nitric Hei0hts(:A 4561n Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264_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?ZVgaoo1aDG3ygBiQ I 2-6-0 Ii i 1-2-0 I i 0-8-14 1 Scale=1:22.8 1.5x3 II 1.5x3 I I 3x4= 3x4= 1.5x3 I I 304= 1.5x3 II 1 2 3 4 5 3x4 6 7 8 e e i L 00000000000000P.2.11 .111, i 1 - P-11I \ : ctt 0 0 o e 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 I I 3x6 = 3x4= I 5-10-2 1 6-5-21 7-0-2 13-1-8 1. 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8.Edge].[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl L/d 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/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. ��ci PROFFS �`5 �NG,INE- 0. wo _Si 89782PE �r' • . ''' ')r- ...ii -57 OREGON 2�'��Q 1 4/4/ q,5) 15 t l�Q' EXPIRES: 12131/2016 August 7,2015 e Lk WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding tY, 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 eitmc Heightc r;A Q5A10 Job Truss Truss Type Qty Ply POLYGON R45124651 PL15-264_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxzajokyffsSGMIm6rT_v91TEGtyl hJmpVyqBiP 1 2-6-0 I 1 1-8-6 1 1 1-2-0 1 1 0-8-14 1 Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 11 1 2 3 4 53x4= 6 7 8 e e V _ e a o o . p a e I. ir 1 13 12 11 10 3x4= 3x6= 1.5x3 II 1.5x3 11 3x6= 3x4= 7-0-14 17-7-1418-2-141 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8.Edge].[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 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/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2010/0,3-4=2010/0,4-5=2110/0,5-6=-1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. co, co c oI NEFR /O 997782 P E 2r' 9,L OREGON40 EXPIRES: 12/31/2016 August 7,2015 4 B ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M167473 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. N' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabncation,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 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 rjtemc Heightc C.A 95615 Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264 UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT 19JyEJXylhJmpVygBiP I 2-0-10 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 I Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 e e o ® o 0 0 N e o- o- 1 10 9 8 1.5x3 II 1.5x3 11 3x6 = 3x4= 3x4=- I I 2-3-10 2-10-10 3-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y1— [2:0-1-8.Edgel.j3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 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/P12007 (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. (<-scp P R OFFS 4 89782PE414 v iU• 9 •REGON �� Q' �'1gk4Ry A5•..A, PA-UL R EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPl1 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 Citnrc Heights,CA 45A1n Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_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-yA4hbHam U5spGpReg3G?e203vZYzhM5FL3JLyygBio I 2-6-0 I 9-1-12 I I 1-2-0 110-9-8 I 2-3-0I 1 1-2-0 I I 1-4-0 I 1-6-0 I Scale=1:27.8 1.5x3 II 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 H 3x4= 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 / sibie i-W" . nom: s i .: 00000000/C.1114444111111111111411iiiiiiiiiiiiiiiiiii : _ si N 9 6 ® 6 - 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4 = 12-10-12 I 4-10-12 15-512 16-0-12 1 11-8-12 123-121 I 15-11-12 1 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— 17:0-1-8.Edgej.[12:0-1-8.Edge].[15:0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/def1 Lid 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 Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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=-2351/0,45=2351/0,5-6=2679/0,6-7=-2679/0,7-8=-1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��R • PR ore 9 �� R ca �NCaINEF /0 `c 89782PE92� `9' OREGON o� f '9,9 '9RY Ab,Z v0, ir PAUL ON EXPIRES: 12/31/2016 August 7,2015 I 1 mes• WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 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. 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+�e�- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,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 ('2truc Heights_nA 9FR10 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_guz0g0nnEBGYKrz?RiD8EU?ottOyciBiN I 1-9-14 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 1 Scale=1:17.6 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 0 • e o e o e- 0 N e e e e e 11 10 9 8 i� 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4= I 2-0-141 2-7-14 1 3-2-14 I 344 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Erge].[3:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��Ep P R OFFS �cf; c'GINEF'9 d/029 89782PE r r• • -v •REGON �� Q- 1,,9 <✓AIR'YA6,Z�Q- �'AUL9k" EXPIRES: 12/31/2016 August 7,2015 e e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.62/16/2015 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. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 QualHy Criteria,DSB-89 and SCSI Guiding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citnis Hei0htc(:A tRR10 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 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM 1 2-6-0 I 2-1-12 1 1 1-2-0 I I 0-9-8 I 2-3-0 I I 2-3-0 11 1-2-0 1 1 0.8-8 1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 i ‘ .010011.1.11.111.11.11.11. 111111111411414441141414111 --' - N e ee 1. 1 16 15 14 13 12 1 3x4= 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 -- 12-10-12 12-10-12 I 4-10-12 155_12 16-0-12 1 11-8-12 12-3-121 1 16-4-4 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.Y1— [7:0-1-8.Edgel.[12:0-1-8.Edge].[15:0-1-8.Edgel.[16:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 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/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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. *\cts PRQFFSS �� 1 -co `'GI NF/9 /C' 17 kr 89782PE r il• 9 •,AEGON O� `r P �`� AUL EXPIRES: 12/31/2016 August 7,2015 4 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. �� Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/IPl1 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,CA 95610 ... 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 2-6-0I 2-1-12 1 1 1-2-0 110.9-8 I 2-3-0 I I 2-3-0 I I 1-2-0 1121 Scale=1:28.2 4x4= 1.5x3 I I 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • / i o N ® e \ O o • e Nr Nr 1.' 16 15 14 13 12 e• 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 4x4= 3x4= 12-10-12 I 4-10-12 15-5-12/3-0-121 11-8-12 12-3-121 1 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 Plate Offsets(X.Y)— [7:0-1-8.Edge].[12:0-1-8,Edge].[15:0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/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. ‘1,EpPR OF e,f '9 02��' 8•782PE r / — 9,L OREGON ���Q 9R &4Ry15'2(� lr IN R\J EXPIRES: 12/81/2016 August 7,2015 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MRek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/rP11 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 citrus Heights,CA 55610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Iliqlo Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. -1/16"�� C1-2 C2-3 /j 6 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tor I Allirliallip bracing should be considered. 11.14lor U O 3. Never exceed the design loading shown and never a 1111 �� U stack materials on inadequately braced trusses. O C6-76 °-(j2 4. Provide copies of this truss design to the building H For 4 x 2 orientation,locate c�"edesigner,erection supervisor,property owner and plates 0-'Az' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint ...— ... required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and loca requitionrementsdime.nsions indicated are minimum LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that i� 4Indicated 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, BEARING or less,if no ceiling is installed,unless otherwise noted. ..."-- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member orplate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ` Min size shown is for crushing only. NM ® MII xt 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTeke' 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/IPI 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. '`<-ki PROF 89200PE ,,,OREGON\t A�Q 14 2% MF/R 1,1� �' 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" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.I TC: 2x9 KDDF #150TR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF #1613TR SPACED 24.0" D.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.2ft, TCDL=9.2,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=1.6, End vertical(s) are exposed to wind, LL 25 PSF Ground Snow (Pg) Truss designed forwind 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. 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 8-03-09 12 12 T IM-9x9 6.00 Q 6.00 rn , rh OTr i PV ` 1 i O O M-3x9 M-3x4 Y b Q'�� P��F�S 1-00 16-06-08 y 1-0o b --a-- ::::52'0 �5� �lN�� S/� 4t- �9 O p r` JOB NAME : POLYGON NW PLAN 7—B NH — Alj444. �� Scale: 0.4000 9A yh WARNINGS: GENERAL NOTES, unless otherwise noted OREGON t <i, i.Builder and erection contractor should be advised of all General Notes t This design is based only upon Me parameters shown and Is for an Indry dual k 2,O 4. Truss: Al and Warnings before construction commences building component Applicability or design parameters and proper 2.2e4 compression web bracing must be Installed where shown*. incorporation or componentlame responsibility of the building designer. �A 3,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chord to bel leralb braced at ,:'. •-•41-14t0,,L is the responsibility of the erector.Additional permanent breGng of Y o.c.end at 10'o,c,reach plyely unless braced throughout their length by DATE: 12/10/2015 the overall structure is the res onsibi5 f the buildingdesigner. continuous sheathing such bracing plywood resheathing(TC)meederes and/or 4 tlrywall(BC). p ly o ener. 3.zit Impaa bridging or lateral required whore sown.. SE K 15 8 9 6 6 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responslbilly or the respective contractor. Q• fasteners are complete and at no time should any loads greater than 5.Design assumes tmsxa are to be used a a non-ccorrosive environment, design sada be applied to am component. and are for"dry condition"of use. EXPIRES: 12/31/2015- TRANS ID: LINK 8 5.CompuTtushasnocontroloverandassumesnoresponsibiliyforthe .Design assumes ullbearing etall suppodsshown.Shim orwedge if December 10,2015 fabrication,handling,shipment and Installation of components. s 7.Plates assumes adequate drainagefis grossed. 8.This design is furnished subject to the Iimftatlons set forth by 8.Plates shall located on both faces of iruae,and placed co their center TPINWCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10,For bask connector pale design values see ESR-1371,ESR-1908(MiTek) 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 PC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-378) 1540 3- 8=(-326) 309 BC: 2x4 KDDF #1&BTR 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 <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1751) 502 BC LATERAL SUPPORT <= 12"OC. CON. 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 0'- 0.0" -125/ 809V -82/ 82H 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 IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. i 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 - -0.075" @ 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" B-03-04 8-03-04 MAX HORIZ. LL DEFL = 0.059" @ 16'- 1.0" 4' 1' 1' MAX HORIZ. TL DEFL - 0.091" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 T 1' 1' 1' T 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 = 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=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, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 5 8 M-5x8 M-3x4 M-3x4 o 1 2 6 7 Sr I oI 0 a 3.00 3.00 12 12 y > i' )' , 1-00 8-03-04 8-03-04 1-00 ' ,9„:0) PA OFE y 16-06-08 y Gj - NAONE 1a 8920OPE r- JOB NAME : POLYGON NW PLAN 7-B NH - A2 Scale: 0.3183 /' / -�. WARNINGS: GENERAL NOTES, unless otherwise noted' /'`� OREGON��,,,,^^//"------ ''.. 1.Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and Is for an individual 44/ Truss: A2 and Warnings before construction commences building componentApplcabiltyofdesgnparametersandproper g, 5 2.244 compression web bracing must be installed where shown+ incorporation of component is the responsibility chords ibilly of the building designer. �` 1 .0 2.Design assumes the lop and bottom chorda to be laterally braced at 3.Additional temporary bracing to insure stability during constructiony' is the responsibility of the erector.Additional permanent bracing of enc and at l0 oc respectively unless braced throughout their length by DATE: 12/10/2015 the overall structure is the responsibility of building desi ontlnueus sheathing or auch as acing rplywood aired here hown+drywall(BC). ;7;13. y-�Slpone ty o g goer. 3.2x Impact britlging or lateral bracing required where shown++ 1� �r�/ SEQ.: Ki5 8 9 6 67 4.No load should be applied to any component until after el bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry conditionof use. 5.CompuTms has no control over and assumes no responsibility for the 6 Designassumesasumes full bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabricatbn,handling, ry edismeecao eslmiaicnsfforth by 7.Design sabelassumes cded on Page Is truss, December 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of trues,antl placed so their center TPI/WTCA 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,Ino./CompuTms Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(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: 204 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 50 2-10=(-251) 92 10- 3-( -12) 169 BC: 2x4 KDDF #1&BTR 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=( -48) 472 4-12=( -95) 806 TC LATERAL SUPPORT <= 12"0C. CON. 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"0C. CON. 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-1.5x9 equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA N 1.504 ormequalmbers (ton). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) v0'- 0.0" -61/ 213V -135/ 135H 119.00" 0.34 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF 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 ICON0. 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 4-08-09 3-01 4-07 9-00-05 4-04-11 1' 1' '1' '1 1' '1 1' 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" Designconforms to main windforce-resisting 6.00 D M-3t65 .8-MM-3X5 g M-3x5 N M-1.5x9 12 system and components and cladding criteria. M-3x4 a . M-3x5 Q 6.00 Wind: 140 mph, h=22.4ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 4 M-3x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f� 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. 3 M-1.5x3 ee M-2.5x4 or equal at non-structural diagonal inlets. 1Truss designed for 4x2 outlookers. 2x4 let-ins m:.6 -5x6 M-3x4 of the same size and grade a structural top s Mo 2 12 Mo chord. Insure tight fit at each end of let-in. r `� 1 ,,,,,,,,,,,, 1@ • ea M-3x8 +_ Q, outlookers must be cut with care and are o -8 o permissible at inlet board areas only. o M-1.°5x3 -5x10 II M-3x9 a 3.00 3.00 12 12 Y I ,. ). J. PR 9-11 3-01 4-08-12 8-03-09 y ), 1, .) y )' `..Co •,•k40,1N � `› 1-00 9-11 7-09-12 8-03-04 1-00 [} i-oo 26-00 i-oo 8920OPE le r''-- JOB NAME : POLYGON NW PLAN 7-B NH - B1 ,_-A / Scale: 0.2048 # j,, ' WARNINGS GENERAL NOTES, unlace otherwise noted - �wy,,�n'REG•O•N• �C/ 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based ony upon the parameters shown and is for an Individual _t4'j y 'I �� Truss: B1 and Warnings before construction commences building component Applicability of design parameters and proper d Y 14y. 2.244 compression web bracing must be installed where shown Incorporation er component otos responsibility of the building designer. 3.Additional temporary bracing to Insure stability during censtruction 2 Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and a1 10 o.c.respectively unless braced throughout their length by '' �{`v DATE: 12/10/2015 the overall structure is the responsibility of the building designer. continuous sheathinginen suchrl bs acing re aired n ere s ownand/Cr erywall(BC). 3.2x Impact bridging or lateral bracing required where shown�� SEQ. : Ki5 8 9 6 6 8 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a non-corresle environment. and are for"drycondition"ofuse. EX P1.R ES: 12/3112015- TRANS ID LINK design I d beappkedtoanycomponenI E.CompuTrus has no control over and assumes no responsibility for the 8.Delnecee�seumesfullbearingetallsuppodsshown.3hlmorwetlgeif December 10,2015 fabrication,handling,shipment and installation of components. ry. 7.Plates assumes aded on thdrainage is rslsed. 6.This design is furnished subject to the Iimttetbns set font by 8.Plates shall be located on both feces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. S.Digits Indicate size of plate in inches. MiTek USA,InnJCompuTrus Software 7.6.7(1L)-E 10.For basic connecter plate design values sae ESR-1311,ESR-1888(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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-247) 1594 10- 3=( 0) 228 BC: 2x4 KDDF #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=1 -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- B=(-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=( -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 lOPSF LIVE LOAD. TOP 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "Sc 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 = -0.003" @ 27'- 0.0" Allowed = 0.133" 13-00 13-00 T ,r 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 T T 12 12 6.00 1/ 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(Dlr), M-3x4 load duration factor=l.6, q End vertical(s) are exposed to wind, y M-3x6 Truss designed for wind loads '` in the plane of the truss only. M-3x4 3 M-1.5x3 13 M M-5x6 :-_M-4x4 2M a 1 a M M-3x10 0 10 11 9 c to M-3x4 M-1.5x3 M-5x10 B o 0 .-3.00 3.00 12 12 J' b > )- b ,3 5-01 4-10 3-01 4-08-12 8-03-04 1-00 9-11 3' 7-09-12 y 8-03-04 1-00 - C��` CC��� oSl 26-00 +17 Ar 89200PE .--- JOB - - JOB NAME : POLYGON NW PLAN 7-B NH - B2 Scale: 0.2048 WARNINGS: GENERAL NOTES, unless othefwiee notetl 0 • /w//''++��(�I 1.Budder and erection contractor should be adveed o/all General Notes i This design is based only upon the parameters shown and is for an Indrvdual OREGON Truss: B2 and Warnings before construction commences. bidding component.Applicability of design parameters and proper 2.2t4 compression web bracing must be installed where shown+. Incorporation of component s the responsibility of the building designer. .Q't �� 3.Additional temporary bracing to Insure cfabltty during construction 2 Design assumes the lop and bottom chords to be laterally braced at +( �� " . 2 o.c.and at 10 o c res ctwe I braced throughout their length by - 14T is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)nNor tlrywell(BC). DATE: 12/10/2015 the overall structure Is the respons billy of the budding designer. 3.Os Impact bridging or lateral bracing required where shown++ -��`ta SEQ.: K 15 8 9 6 6 9 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorroeNe environment, TRANS ID: LINK design mads be applied to any component and aremr°tlrycomm�on of use. S.CompuTms has no control over and assumes no responsibility for the 8.Deeig assumes lug boating at all suppods shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. y 0.This design is furnished subject to the limketmns set forthT.Designsshall b ea adequate ne oth face to truss.d. December 10,2015 by B.Plates shall be with on both faces of turas,and placed so(heir center TPVWfCA 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,Ino./CompuTrus Software 7.6.7(1 L)-E 15.For bask connector plate design values see ESR-1311.ESR-1988(MITeld 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/DDE/Cq=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-270) 1528 3- 8=(-363) 258 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1813) 396 8- 9=(-124) 1001 8- 4=(-128) 638 WEBS: 2x9 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=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 POE' 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 KDDF ( 625) LIVE LOAD AT LOCATION(S) 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -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 = 1.254" 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 6-09-04 6-02-12 6-02-12 6-09-04 Design conforms to main windforce-resisting 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 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, End vertical(s) are exposed to wind, 4 4`-•( Truss designed for wind loads \ in the plane of the truss only. M-1.5x3M-1.5x3 3 n M o p `6 o 8 9 I M-3x4 M-3x4 M-3x4 M-3x4 1 0 0 M-3x5(S) .6 y y b 8-10-03 8-03-11 8-10-03 y • cit P[S Ore y b y b C--4" 6-I N E- $/ems 10-00 16-00 y y 1-00 26-00 1-00 •$9200PE JOB NAME : POLYGON NW PLAN 7-B NH - B3 �, D • Scale: 0.2048 „"� WARNINGS: GENERAL NOTES, unless otherwise noted: i ®r}E ©IV p"0'4 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown end is for an ind dual flit ,V ((j Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper �/ OAs �A' 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. !0) }/ 3.Additional temporary bracing to Insure stab l ty tluring construction z.Design sesames the top and bottom chords to be throughoutaterally braced at Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced their length by DATE: 12/10/2015 the overall ebucture is the responsibility 1 the building designer. 2cImpacts sheathing later l b plywood u red where s e wn•tlrywall(aC). '` 6 C ,pane ry o e re 3.2x Impact bridging or lateral bracing required where Mown+el F"t {+ SEQ.: K1589670 4.No load Mouldbeapplied toany ticomponent until after atbattingand 4.Installation Hrro�eeeeutomm�ent. fasteners are complete and at no time should any loads greater than sign assumes trusses design loads be applied to any component. and are for"dry condition'.of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge if EXPIRES' 12/31/2015 weary. l,� EXPIRES:Gil I LIa7 G I J fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 1 0,2015 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so Meir center TPIM?CA In SCSI,copies of which x111 be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(TL)-E t0.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 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #100TR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-257) 1288 8- 3=( 0) 227 2x6 KDDF #16BTR T2 SPACED 24.0" O.C. 2- 3=(-1539) 383 8- 9=(-259) 1285 3- 9=(-448) 138 BC: 2x4 KDDF #16BTR 3- 4=(-1080) 364 9-10=(-293) 1265 9- 4=( -94) 564 WEBS: 204 KDDF STAND LOADING 4- 5=( 0) 0 10- 7=(-293) 1268 9- 6=(-437) 200 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1063) 337 7-11=( 0) 4 6-10=( 0) 153 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1495) 390 BC LATERAL SUPPORT <= 12"0C. UON. 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 KDDF ( 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 no -structural ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (uon)n VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -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" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.084" @ 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-M-4x4+ load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 6.00 M-4x6 f Q 6.00 Truss designed for wind loads 4 in the plane of the truss only. M-3x4 M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 3 ?'2 6 + m M- x4+ o1 .1 -r- 'J' B ® Ph. m 2 ,8 9025to I M-3x4 M-1.5x3 M-1,5x3 ll I . " 1 M-5x8(S) M-3x4 5-09-04 5-02-12 5-02-12 9-09-04 -�5 .'..-• `1N�' ,, , • Q 1-00 26-00 y 89200PE1-" JOB NAME : POLYGON NW PLAN 7-B NH - B4 s,_4e . ��1�� Scale: 0.2298 4v+ WARNINGS: GENERAL NOTES, unless utherwisenotetl "y ryA�OREG©NA De /+an. 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is Mr an individual Truss: B4 and Warnings before construction commences. 'Co \ - building component.Applicability of design parameters and proper 7j 1_il . 2.2x4 compression web bracing mud be installed where shown+ Incorparahon of component s the responsibility of the bu ming designer "t [c3a. 3.Additionaltemporery bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2 o.c.and she oc respectively unless braced throughout their length by ` '.�� DATE: 12/10/2015 the overall structure is the responsibility of the building designer. continuous Sheathing such as plywood shoe atrereC)and/or erywall(BC). 3.2x Impact bridging or lateral bracing required wnere shown++ SEQ.: Ki5 8 9 6 71 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a noncorrosive environment, EXPIRES: p {!3 J+�q,/ y[ TRANS ID: LINK design baits be applied to any cemponenI and arabr•dry condition"of use. EXPIRES: 127'31/2015 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge d "eLe�ry fabrication,handling,shipmentcomponents. December 10,2015 and installetbn of 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WJICA in 6101,copies of wnich will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. M7ek USA,Inc./CompuTrus Software 7.6.7(1 L)-E /0.For basic connector plate design values see ESR-1311,ESR-1988(MiTak) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" [COND. 2: Design checked for net(-5 psf) uplift at 29 "Oc spacing. TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 40.6BTR SPACED 29.0" 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"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, 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 = 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T T T 12 IIM-4x4 12 6.00 3 Q 6.00 .. M 2 M O 7, 0 M-3x5(5) M-3x9 M-3x4 1' l 1-00 10-00 22-00 12-00 � ® '>�l�Q�, / C , 89200PE -c-', JOB NAME : POLYGON NW PLAN 7—B NH — C1 ,_ ® Scale: 0.3558 �- • WARNINGS: GENERAL NOTES, unless otherwise noted: ��^ �� ::' 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and Is for an Individual '� E t� 44/ Truss: Cl and Warm before construction commences. building component.Applicability of design parameters and proper N y 2.2x4 compression web bracing must be Installed where shown«. Incorporation of component s the responsibility of the building designer, „..4.5 `� rj o� .4"A. 3.Additional temporary bracing to Insure stability during construction 2 o.o.assumes the lop and bottom unlesschobraced to be laterally braced at G� } ,1. 2'o.c.and at IS'0.4 respectively throughout their length by l _ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). "[� DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown«« r i(� s+� SEQ.: K 15 8 9 67 2 4.No load should be applied to any component until after at braGng and 4.Installation onrusussthse rresponsibilityoa ft h non-corrosive contractor. nttrvoto. fasteners are complete and at no time should any loads greater than sign assumes be se. TRANS ID: LINK design loads be applied to any component. 8 end are for'dry cMlbeatln f ut all supports shown.shim or we n 5.CompuTrus has no control over and assumes no responsibility for the Design assumes bearing ppo riga EXPIRES: 12/31/2015 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 1 0,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWuTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate s¢e of plate in inches. MTek USA,Ino./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 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=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 B- 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- 5-1-311) 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 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/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 T 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting f j f f ' system and components and cladding criteria. 12 12 6.00 M-4x6 Q 6.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 'F'/ End vertical(s) are exposed to wind, 14444 Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 \ / rn O no o ilM 1771 NI A -Nijr 0 2 8 9 -'6 M-3x9 M-3x4 M-3x5(5) M-3x9 M-3x4 0 b ). y y 7-06-03 6-11-11 7-06-03 I-fp . y 10-00 y 12-00 y � �� PRQF�.6 b b b ), - �O[N /0 1-00 22-00 1-00 �' -89200PE fir,. JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2433 WARNINGS: GENERAL NOTES, unless otherwise noted: 0 �y• /� •l�� 1.Balder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters dawn and slot an intlivltluel OREU©N ti. Truss: CZ and Warnn9sbe/ore construction commences. babingcomponent.Applca6iluyofdesign parameters and pro ../., ' `�✓ 2.204 compression web bracing must be Installed where shown-r. xorporal on of component w the responsibllRy of the building designer. ^ t. t '14 ` S.Additional temporary bracing to insure stabllfty during construction 2.Design assumes the top and bottom bee o be laterally braced at ! ^� Is the responsibiIly of the erector.Additional permanent bracing of 2'o c.and at 10 o.c.respectively unless braced throughout their length by y DATE: 12/10/2015 the overall structure is the responsibility of the braiding designer. continuous sheathing or suelateral bracing ac cog red uired here s and/or tlrywall(BC). •/(/� rte,_ ��-[JYr. 3.20lmpact btldgmg or theepoi i bi required where shown-..- SEQ.: + -�T �+•�[ S E Q. • K 15 B 9 67 3 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 and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, loads be applied y component. and are for"dry condition..of use. design TRANS ID: LINK 9n as pp ietl to an8.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: � � � ��� 5.CompuTrua has no control over and assumes no responsibility for the awry fabdcaliog tnr,ng,edsubinteMinstallationofcomponents. 7.Design assumes adequate donbodrainage isprovided. December 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter TPIANTCA In BC SI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTms Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mack) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #14BTR 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 UON. BOTTOM CHORD CHECKED FOR 10PSF 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 T T 12 12 IIM-4x4 8.00 3 Q 6.00 4 M co 2 O O O 1 /// //% O 1 M-3x5(S) M-3x4 M-3x4 10-00 12-00 �Q •A.np y 1-00 y 22-00DC7�C, °ft 122: At. •t9200PE -r"• JOB NAME : POLYGON NW PLAN 7-B NH - C3 Scale: 0.3558 Cds , WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON• ..,..1..,,:..I.Bidder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IndNIdual TF� t Truss: C3 and Warnings before construction commences. building component Applicability of design parameters and proper p at 2.2u4 compression web bracing must be installed where shown T. Incorporation of component k the responsibility of the building tlealgner. �� �! F+-O ..{... 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom unlesschobrads ced o be laterallyho braced at F+' { s the responsibility of the erector.Additional permanent braung of Y o.r..and at ee c.c.respectively plywoodly braced throughout their length by i DATE: 12/10/2015 the overs"structure is the responsibility rine buildingdesigner. continuous sheathing such as sheathing(TC)and/or arywan(Bc). ` R 1�� p N o 3.2s Impact bridging or lateral bracing required where shown++ f 1 Fl SEQ.: Ki5 8 9 6 7 4 4.No mad should be applied to any component until after all bracing and 4.Installation of truss°s thehare respo be used responsibility Inof the h non-corrosive environment,ir fasteners aro complete and at no time should any m ads greater than Design assumes leu design loads be applied to any component. and are for•dry condition'of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes hill bearing at all supports shown.Shim or wedge If EXPIRES: 12/3112015- fabrication.handling,shipment and installation of components. 658ry 6.This desinisfurnishedsub'°d to the limitations setforth3,Design assumes belced"o"dra'facege'o truss, December 10,2015 g 1by 8.Plates shall be located on bent faces of truss,and placed so their center TPIIWrCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate sponsibilMiTek plate design values see ESR-1311,ESR-1966(MlTek) 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=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #1&BTR 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"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 POE 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 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 = -0.043" @ 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 f 1 1' 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting f f f f 1' system and components and cladding criteria. 12 12 6.00 M-4x6 Q 6.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 -C-s( End vertical(s) are exposed to wind, Ssisss, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 M M O I C- 1 V m __ e 7 2 8 9 6 M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 0 0 1 .1 )' 7-06-03 6-11-11 7-06-03 . f1 y 10-00 y 12-00 y QED PR��4.�s 1-00 22-00 1-00 "44 •89200f E JOB NAME : POLYGON NW PLAN 7-B NH - C4 Scale: D.2433 �/� WARNINGS: GhRAeignIs unless upon hrwise eparaete Tl OREGON _�, , 1.Builder and eyed on contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual F Truss: C4 and Warnings before construction commences building component.Appl cabddy of design parameters and proper Qe 2.2v4 compression web bracing must be nstalled where shown a, incorporation of component Is the responsibildy of the bud � building designer. i F 1 2 3.Additional temporary bracing to Insure stability during constructionconstruction2.Design assumes the top and bottom chords to be laterally braced et lVl 2 o.c.and at 1D o.c.rasped very unless braced throughout their length by 1 is the responsibility of the erector.Additional permanent bracing of continuous sheathing each as plywood Sheathing(TC)enNor dryeoe l(BC). ` DATE: 12/10/2015 the overall structure s Sr respons lo l ly of the building designer. 3.2n 2s Impact bridging or Were!bracing required where shown a a {�FJ SEQ.: K15 8 9 6 7 5 4.No bad should be applied to any component until after all bracing and 4.Installation of trues Is the responsibilly of the reapecbve contractor. fasteners are complete and at no time should any bads greater than 8.Design assumes trusses are to be used in a noncorrosive environment TRANS ID: LINK design bads be applied to any component. antlareb dry conditionof use. 5.CompuTrus has no control over end assumes no responsibility forme 8.Design assumes full bearing at all supports shown.Shim or wedge d -ssery. EXPIRES: 12/31/2015 fabrication,handling,shipment and installation ofcompanents. 7.Design assumes adequate drainage is provided. December 10,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWICA In SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E in.For bask connector plate design values see ESR-t311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-4=(-99) Al BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 POP 1'- 0.0" -24/ 205V -18/ 430 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 PSF Ground Snow (Pg) 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 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.002" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 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" 9.00 D Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.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. .-I PROVIDE SUP'e• 400114111111111111111 M-3x8 M-1.5x3 y y 3-00 l 4-00 .89200P JOB NAME : POLYGON NW PLAN 7-B NH - D1 �! Scale: 0.6153 • OW WARNINGS: GENERAL NOTES, unless otherwise noted: - E �� �?eL, 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 IndNldual ls, Truss: D1 and Warnings before construction commences building component.Applicability of design parameters and proper Los: A.• • /4 2.Da4 compress on web bracing must be nstailed where shown* incorporation of component Is the responsibility of the building designer. �© " #/ p Q 2 Design assumes the top and bottom chords to be laterally braced at '14f.+� 3.Additional temporary bracing tonsure stability during construction n' is the responsibility of the erector.Additional permanent bractng of 7 o.c and at 17 hin respectively unless braced throughout their length by .-$7 DATE: 12/10/2015 the overall structure Is the responsibility f the building continuous sheathing such as plywood sheath here and/or tlrywell(BC). - tF .P?:Ft [ D ty o designer. 3.Zx Impact bridging or lateral bracing required where shown++ !'} 1(a SEQ.: K 15 8 9 67 6 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design a es trusses are to be used in a non-corrosive environment, TRANS ID• LINK design mads be applied to any component and are ovary condition"of use. 5.CompuTms has no control over and assumes no responsibility for the 8.Deems assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/3112015 fabrication,handling, ass edismeec to theeslmitaionsfot forthrby T.Design l belcaed onneoramae to trussed December 10,2015 8.This design is furnished subject to limitations set by e.Plates shell be located both faces of truss,and placed so their center TPIIWtCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate site of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1906(Moak) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 92.0 PEP 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 9'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 111*# REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 'co spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ANDMAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.274" MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" 12 MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" 9.00 2 -/ Design conforms to m ) indforce-resisting system and componentsand cladding criteria. If Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), load duration factor=1.6, -- End vertical(s) are exposed to wind, N Truss designed for wind loads i in the plane of the truss only. 0 I I f o o 4X 3�l 0 M-3x8 y 3-00 y P R y 4-00 y .--- r. lNE Cr7 (PROVIDE FULL BEARING;Jts:9,3,2 "C/ - I • JOB NAME : POLYGON NW PLAN 7-B NH - D2Sale: 0-8962 , WARNINGS: GENERAL NOTES, unless otherwise noted 77.4,„•-_,4 ©REGONN� "\ 1.Builder and erection contractor should be advised or all General Notes 1 This design is based only upon the parameters shown and is Br an Individual �� ' 14.. F"`O �. Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper k F" 2�Sa 2.2x4 compression web bracing must be installed where shown a. incorporation of component a ms responsibility of the building designer. (.'a A� V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced al ^-. ..R R.I \ 2 o.c.and at 10 o.c.respectively unless braced • throughout their length by !''��1F�Y i+• Is the responsibility of the erector.Additional permanent bracing or continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown a. SEQ.: Ki5 8 9 6 7 7 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. EXPIRES'. yp p {�j�j �(�3 q fasteners are complete and at no time should any mads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, ChP1.fl Ei7. 1L7J�/G0I5 TRANS I D• LINK design mads be applied m any component and ore ssume"dry full condition"of use. Ch REi7 L a� l G 5.CompuTrushas nocontrol over and assumes noresponsibiliiyfor the fi.De�is�ssumesNllbeadngetatlsupportsshown.Shimorwatlgeif December 10,2015 ry fabrication,handling,shipment and Installation of components. I.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI.copies of which will be furnished upon request. lines coincide with joint canter lines. 9.Digits Indicate size of plate In Inches. MITek USA,InniCompuTrus Software 7.6.7(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 2.0" COND. 2: net(-5 Design checked for TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 psf) uplift at 24 "oc spacing. BC: 2x4 KDDF #1&13TR SPACED 29.0" 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. CON. 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, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 92.0 PSF load duration factor=1.6, End 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 3 -/ O 0 0 ro 2 11gII1 ti f— rn IIO M-3x4 9 l l 1-00 8-02 y 89200PE e JOB NAME : POLYGON NW PLAN 7—B NH — El Scale: 0.6366 .... , WARNINGS: GENERAL NOTES, unless otherwise noted Truss: E 1 1.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an lndbidual , OREGON C(/ and Warnmgs before construction commences. budding component.Applicability of design parameters and proper -�• �. f 2.2x4 compression web bracing must be Insta®ed where shown+, incorporation of component is the responsibility of the building designer. ,. 3.Additional temporary bracing tonsure stability during construction 2.Design assumes Me top and bottom unless braced to be lalerelty braced at �� • "�. istheresponsbltyoftheerector.Additional permanent bracing of 2'oc and a110 oc.respectively bracedihroughoul their length by �' Y DATE: 12/10/2015 the overall structure is Me responslb ity of the bu id ng designer. continuous sheathing such as ptywood sheathing(TC)and/or drywall(BC). (� �� 3.28 Impact bridging or lateral bracing required where shown++ SEQ.: K 15 8 9 6 7 8 4.No lead should to applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are ford y condition"of use. 6.Design assumes NII bearing at all suppose shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the {/�] p c fabrication,handling,shipment and Installation of components. ry' EAI-If1EJ• 1231'/2015 B.This design is fumished subject to the limitations set forth by 8.Designesassumesadequatedrainageistrusis,an December 10,2015 8.Plates shat be located on both cocas of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate size of plate In inches. 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 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-51) 67 3-5=(-255) 179 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-105) 88 3-4=( -7) 3 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"01. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0`- 0.0" -68/ 979V -33/ 97H 5.50" 0.77 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 8'- 2.0" -39/ 335V 0/ OH 5.50" 0.54 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL "* For hanger specs. - See approved plans 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 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 = -0.299" @ 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 ,r f MAX HORIZ. LL DEFL = 0.001" @ 7'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" 12 4.00 C '- Design conforms to main windforce-resisting M-1.5X3 system and components and cladding criteria. 4 3 -, Wind: 190 mph, h=15ft, TCDL=9.2,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, Truss designed for wind loads in the plane of the truss only. o I 0 0 rn M 1 5 t f 2 o M-3x4 M-1.5x3 J.' ), b 7-10-04 0-03-12 y l k 1-00 8-02 : •9200P - Fes_ JOB NAME : POLYGON NW PLAN 7-B NH - E2 ' '� Scale: 0.5366 - t jAP WARNINGS: GENERAL NOTES, unless otherwise errwletl 7 - OREGON ` 1.Builder and erection contractor should be advised of all General Notes 1.This design N based only upon the parameters shown and s for an individual FF • • /� Truss: E2 and Wamings before construction commences. building component.Applicability of design parameters and proper /� 2.2k4 compression web bracing must be Installed where shown�. incorporation of component s the responsibility of the building dedgner. 'b-A7.)'- f�- 7� 1 4 O W.. ` ., 3 Additional temporary bracing to Insure slab Igy during construction 2.Design assumes the top and bottom chords to be laterally braced at �,J i W Fst; by Is the responsibility of the erector.Additional permanent braGng of 2 o c and at 1a o c reuch as ply unless braced throughout their kn(B). /10_ continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). '"'' �--Cliff I 0. . DATE: 12/10/2015 the 000ralt stracrora Is ha responsibility ortha boilding designer. 3.24 lepeer bridging or lateral bracing,aqslred oPera strewn a 4.No load should be applied to any component until ager all bracing and 4.Installation of buss Is the responsibility of the respective contractor. SEQ.: K 15 8 9 6 7 9 fasteners are complete and at no time should any mads greater than 5.Design assumes busses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component andaressumesfor"dry onmeadngatof a. 5.CompuTrus has no control over and assumes no responsibility for the 6.D�sBS ssumes full baedng et ag supports shown.Shim or wedge it EXPIRES: 12/31/2015.2/31/201.5, necessary. CJ1{-411 Cil G J Lll 1 J fabrlcatlon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIW1CA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTms Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(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 9WR/DDF/Cq=1.00 TC: 2x4 RIDE'#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-33) 36 3-5=(-161) 127 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-69) 49 LOADING 3-9=( -7) 3 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -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" MAX TC PANEL TL DEFL = -0.043" @ 2'- 8.1" Allowed = 0.419" 4-11-04 0-03-12 T 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.2" MAX BORIZ. TL DEFL = 0.000" @ 4'- 11.2" 9.00 L 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, 9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N -..11111111111111111111111111111111111111111111111 ii O O I N N i jrIMMIMMI.1.1.11.1.1.4 M i 2► 5 M-3x4 M-1.5x3 b 1' 1' 4-11-04 0-03-12 1. )" 1' 1-00 5-03 • � o PROF s ' -8920-OPE �<' JOB NAME : POLYGON NW PLAN 7-B NH - E3 Scale: 0.5895 "'. ,,g7 ..._ WARNINGS: GENERAL NOTES, unless otherwise noted p p� Truss E3 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown ands for an lndbdual 7.7.„_.' OflE�l©IV /r and Warnings before construction commences. building component.Applicability of design parameters and properV L,S./ 2.204 compression web bracing mull be Clnifod where shown.4. incorporation of component s the responsibility of the bulking designer. 20 A. 3.Additional temporary bracing to insure stability during constructon 2.Design assumes the top and bottom chorda m be throughout braced et ///� 14 T. la the responsibility of the erector.Additional permanent bracing of T o c and at 1a es.reepectrvety unless braced throughout their length by + DATE: 12/10/2015 the overall shucture is the responsibility of the building designer. continuous sheathing such as plywoodaheathmg(TC)an Nor drywall(BC). R.1`� `.l 4.No load should beapplied to In lmplior01act 5ng or thlaterelpreorgry of the wspecthhere o contractor.SEQ.: x1589680any component until after alllleater hantl 4.Design asuftrusstrusses are responsibilitytb ithe o-orrosi ceelrector. fasteners are complete and at no time should any loads greater than 5.Design assumes hussies are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component, and me for'dry condition-of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design NII bearing at at supports shown.Shim or wedge if EXPIRES: e[� J i//�7 �{{C fabrication,handling,shipment and installation of components. ry' EXPi. ES. 1 2{3 1/G�I J 6.This design Is fumished subject to the limitations set forth by T.Designassumesbeesadedaonate othifage Is provided. December 10,2015 8.Plates incl be located on both(aces of Truss,and placed so(heir center TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. L)-E 9.Digits Indicate Size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This fic designLumber prepared fromTruss-BC computer input by Paciand TRUSS SPAN 5'- 3.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting TC: 2x9 KDDF #1&BTA SPACED 29.0" 0.C. system and components and cladding criteria. BC: 2x9 KDDF #1&BTR , BC LATERAL SUPPORT <= 12"OC. UON. -10 LOADING Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.3, M7-10,WFRS ir), DL ON BOTTOM CHORD = 10.0 PSP load duration factor=l.6, TOTAL LOAD = 42.0 PUP End vertical(s) are exposed to wind, Truss designed forwind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR DSPSC LIOE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. complete specifications. 3 o 12 9.00 0 0 Atigliggilill st N 2 o, 1 � i - M-3x9 b y 5-03 1-00 ''kcOA P0 S t.-: i /Q 4.r.•,89200PE • JOB NAME : POLYGON NW PLAN 7—B NH — E4 Sale: D.7529 — Ay•e® EGO� 1.0 GENERAL NOTES, unless otherwise noted •`T .,fr.. `F�4 t.� (� �� .. WARNINGS: 1.This design is based only upon the parameters shown and s for an individual T T '�. T sr%% 1.end W minerector construction co be advised of all General Notes building component.Applicability of design parameters and proper Truss E4 and WmpreeS before consirug ommences. Incorporation of component is the responsibility of the bwhling designer. [ ` 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at `0��, „, 3.Aeditbnal temporary bracing to insure stability during construction 7 o.c.and at 10 o.c.respectNety unless braced throughout their length by is the responsibibly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required alters shown a a DSATE: 12K/10/2 015 pp y compose 4.Installation of truss Is the responsibility of the respeotNe contractor. SEQ.: K1589681 4.Na badsarecbea lied to ntantilatteragbracingane 5.Design assumes trusses are to beused menon-corrosive environment, EXPIRES: 12131f2Ot5 fasteners are complete and at no time should any leads greater than and me for•sty condition'or use. design loads be applied to any component. e.Design assumes full bearing at all supports shown.Shim or wedges December 10,2015 TRANS I D: LINK 5.CompuTrus has no control over end assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. so their comer 8.This design is furnished sub(ect to the limitations set forth by 8.Platetease sinareall eee h located it centerhlifaces of truss,and placed TPIANfCA In BCSI,copies of which will be famished upon request. 9.Digiti indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) Symbols Numbering System PLATE LOCATION AND ORIENTATION1 Y General Safety Notes 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal MEI Dimensions are in ft-in-sixteenths. Injury 1114k Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 01 n Cl-2 '/16 cz-s 2. Truss bracing must be designed by an engineer.For Q 4 wide truss spacing,individual lateral braces themselves _ ..ilit may require bracing,or alternative Tor I rrillAip O O bracing should be considered. U Ai 0 3. Never exceed the design loading shown and never o U stack materials on inadequately braced trusses. O � For 4 x 2 orientation,locate p 4. Provide copies of this truss design to the building BOTTOM CHORDS designer,erection supervisor,property owner and edge of truss. all other interested parties. plates 0-14d' from outside 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locaointtiond embed ns are regulated Knots and by ANSI/TPI 1.wane at joint connector plates. THE LEFT. 7. *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: The first dimension is the plate use with fire retardant,preservative treated,or green lumber. 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 10.Camber is a non-structural tr.considerationenerland is to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber responsibility dead uo fabricator.deflection.cti General practice is to the length parallel to slots. camber for load LATERAL BRACING LOCATION 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: j Indicated by symbol shown and/Or SYP represents values as published in all respects,equal to or better than that by text in the bracing section of the by AWC in the 2005/2012 NDS specified. SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing if indicated. with effective date of June 1,2013 spacing indicated on design. BEARING 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior reaction section indicates joint number where bearings occur. ©2012 MiTeke All Rights Reserved approval of an engineer. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. MN NM 1111 R. 18.Use of green or treated lumber may pose unacceptable Industry Standards: environmental,health or performance risks.Consult with ANSI/TPI1: National Design Specification for Metal project engineer before use. Plate Connected Wood Truss Construction. 19.Review all portions of this design(front,back,words DSB-89: Design Standard for Bracing. and pictures)before use.Reviewing pictures alone BCSI: Building Component Safety Information, ■Te is not sufficient. Guide to Good Practice for Handling, 1 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013