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Plans (42) X0(71 RECEIVED / Z36 SAI TraK .;a c MiTek® MAY 0 2 2016 CITY Of TIGARD BUILDING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-264_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. ac,ikti) PR , .s; ENGINE 6/,2 89782PE r' OREGON • 4-PAUL AO.Ir:;,,e. • • 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 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkcz99p73ttCr�PAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8YFT1 vAVLj56CBygBiS 1 1-0-0 1 f1-5-6I I 1-2-0 I t"`_1 Scale=1:25.0 1.5x3 11 1.5x3 II 1,5x3 11 1.5x3 II 1.5x3 11 1.5x3 11 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e i .Jr. N / N / N _ / _ _ \. / N / 111111144111116.—. 9 e "s e - e e a e" e 2 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 11 3x5= 3x5= 3x5= 1 7-0-14 17-7-14 18-2-14 1 14-4-4 1 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [8:0-1-8.Edge].[19:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl 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%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1671/0,3-4=-1671/0,4-5=2270/0,5-6=2270/0,6-7=2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=1991/0,11-12=-1991/0,12-13=-1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,1416=-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). Efl P R"OFF LOAD CASE(S) Standard .\� ss 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Cj �NGI NEER /O Uniform Loads(plf) C...1 W., Vert:16-24=8,1-15=-80 8sw:. Concentrated Loads(Ib) Vert:2=-674(F) -_vim' • . ow Zi 9+OREGON oh Q EXPIRES: 12/31/2016 August 7,2015 1 1 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. • Design valid for use only with 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312-Alexandria,VA 22314. Suite 109 Citron Heightr,CA twin Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 1353:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-6-0 1 Scale:1/2"=1' 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 II 1 2 34x4= 4 5 6 7 8 ® e e ® a - o • 1111111114441444 _ o O \ — 9 O 9 e 0 1: 13 12 11 10 9 3x4= 1.5x3 11 1.5x3 I1 4x6= 3x6= 3x4= 1 1-1-12 11-8-12 12-3-12 1 13-8-4 1-1-12 0-7-0 0-7-0 11-4-8 1 Plate Offsets(X.Y)— [2:0-1-8.Edge].[3:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) l/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 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 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. (lb)-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. �E . � PR.OFFS <) N3INEcR 6>0 4 $°.�,1 C32PE' -v`. �9 CI 43 y �In -q ' -15,7, 5,,0' -1PAUL RB EXPIRES: 12/31/2016 August 7,2015 i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02!16/2015 BEFORE USE. Design valid for use only with 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 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/TPIl Quality Criteria,055.89 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 cites Hpi5htc r.A 45R1n 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-?nyxAbZWyUc51 WHGifEXZdwpLm?ZVgaoo1aDG3ygBiQ 1 2-6-0 110-1 1 1-2-0 1 1 0-8-14 1 Scale=1:22.8 1.5x3 11 1.5x3 11 3x4= 3x4= 1.5x3 11 3x4= 1.5x3 11 1 2 3 4 5 3x4= 6 7 8 9 a . .a• PUN : i .f. oiloill..::.,%t4iiiiiiiooiiiiiiiiiio 7 \ a cit 13 12 11 10 14 3;' 3x4= 3x6=1.5x3 11 1.5x3 11 3x6= 3x4= 5-10-2 1 6-5-2 1 7-0-2 1 13-1-8 1 1 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X,YI— [4:0-1-8.Edge].[5:0-1-8.Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1740/0,3-4=-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. �. ,gip.P ROFFS 89782PE 0.,' r" . mit y OREGON ;Q, ir r' .0AL PO 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. t' 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 M-Tek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Hxi5hts,C.A 99610 Job Truss Truss Type Qty PlyPOLYGON PL15-264 UPPER F04 R45124651 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT v9ITEGtylhJmpVygBiP 1 2-6-0 1 I 1-8.6 1 1 1-2-0 11 0-8-14 1 Scale=1:25.0 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 11 Ii 2 3 4 53x4= 6 7 8 e 1 cil 13 12 11 10 3x4= 3x6= 1.5x3 11 1.5x3 11 3x6= 3x4= 1 7-0-14 17-7-14 18.2-14 1444 1 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8.Edge]45:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 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. 101 D PROFFS c�� SA---GINE-Frg di • Q 1978213Er i�� . fi 57A,/OREGON ,)'Q.. EXPIRES: 12131/2016 August 7,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI!-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 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding Mia fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1811 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 curers Heights CIA 95R10 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 2-0-10 I 1-2-0 I 0-8-14 I 2-6-0 Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 ° N e 1 ° 10 9 8 1.5x3 II 1.5x3 II 3x6 = 3x4 3x4= 2-3-10l 2-10-10 I 3-5-10 I 9-7-0 I 2-3.10 0-7-0 n-7-0 6-1-6 Plate Offsets(X,Y)— 12:0-1-8.Edael,J3:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 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/TP12007 (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. Ø . PR.O�NINEFr4 /� •� 2p "t- 189782PE 174/4/0 REGON20� 99 qR; tib,.J�� PAUL R� EXPIRES:.12/31/2018 August 7,2015 • ®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 Wick 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 Mirek" 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/7Bit Qualify Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hrlghts CA 9561n • Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264 UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guzogonnEBGYKrz?RiD8EU?ottOygBiN I 1-9-14 I I 1-2-0 1 I 0-8-14 11 2-6-0 Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 0 N I ° ° °N° e 11 10 g 8 1.5x3 I I 1.5x3 II 3x6= 3x4= 3x4= I 2-0-14 12-7-14 1 3-2-14 I 9-4-4 2-0-14 0-7-0 0-7-0 6-1-6 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 Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0°!%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � ��Ep. PROFFs s � v. NE�c� r0 Z. -9 89782PE v i► EN 92 •REGON O� �9k pAUL ON �P EXPIRES:"1 /31/2016 August 7,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02116/2015 BEFORE USE. .NI Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M-Tek` fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 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 Cirrus Heights nA 95firn Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgBIA4hbHamUSspGpReg3G?e203vZY]zhM5FL3JLyygei0 2-6-0 I 2-1-12 I I 1-2-0 110-9-8 1 2-9-0 I 1 1-2-0 I I 1-4-0 I 1-6-0 1 Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 H I 3x4= 1.5x3 H I 3x4= 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 • • o o _ o .. a .. • i oN air • • ' 1— ® ® D 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 II 3x5= 3x4= 12-10-12 I 4-10-12 15.512 p-0-12 1 11-8-12 �z 3-121 I 15-11-12 I 4-10-12 0-7-0 0-7-0 5-0-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.YI— [7:0-1-8.Edael.[12:0-1-8.Edael.f15:0-1-8.Edae].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 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/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=-2351/0,5-6=-2679/0,6-7=2679/0,7-8=-1863/0,8-9=1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ((c PR OFFS isl I NEER cS102-9 89782PE r ow 57 OREGON o^h Q- EXPIRES:-12/31/2016 August 7,2015 1t —r. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 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 MI 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/1911 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 Hoights CA 95E1n Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264 UPPER FOB 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-uZBSOzc1 0j6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM 1 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 I I 2-3-0 1 1 1-2-0 1 14$8.'1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I 14x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 s1111 /_a\ /s �, 0 N e ee e e e 'Pi e _, 1 16 15 14 13 12 �_ 3x4= 354= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 I 4-10-12 65-12 I8-0-12 1 11-8-12 12-3-121 I 16-4-1 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.Y)— [7:0-1-8.Edge].[12:0-1-8.EdgeL]15:0-1-8.Edge].[16:0-1-8.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 0.71 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 BOLL 0.0 Rep Stress Incl YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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. (lb)-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=0/2435,1415=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-319/0,415=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. �Rc . PR.OFFS ��2 b N a 1 N5<cg S�0 :89782PE r• • iC'/ NE 57 • EGON o� 4-PAUL 9P EXPIRES: 12131/20161 August 7,2015 1 1 ®WARNING- ter* Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02/1 N2015 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 M-Tek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 r:itnie Heights,r:A 58810 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:D Fkz9p3tCrPAGZnVberKOtyJvgB-MllgEJcfnn0EO7HAD VCgi GheXZnbxA2zXyJ HyHygBiL I 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 I I 23-0 1 1 1-2-0 11)4-121 Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • o 0 0 0 • N ® e e O ® y 1 16 15 14 13 12 f44�(a 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 4x4= 3x4= 12-10-12 I 4-10-12 15.5-12 r-0-12 1 11-8-12 12-3-121 1 16-2-8 I 4-10-12 0-7-0 0-7-0 5-6-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)— [7:0-1-8.Edge].112:0-1-8.Edge],[15:0-1-8.Edge1.[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (lb)-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. ti. PR.oFFs �t,cJ� .NINEER �'/oy 8•782PE r 9 OREGON oN 'li'F, 4 {�44Yi5'�F,Q`Z /� p9 U L R� EXPIRES: 12/31/2016 August 7,2015 e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 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. 1� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure 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/fP11 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 titres Hri5htGCA 95Ci1n Symbols Numbering System A GeneralSa$¢ PLATE LOCATION AND ORIENTATION ety Notes 1 3/a Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property Witoffsets are indicated, I I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. hApply 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 orX-bracing,is always required. See BCSI. 0-1/16" C1-2 C2-3 2. Truss bracing must be designed by an engineer.For 11111 WEBS wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p p bracing should be considered. intitor o O �� O 3. Never exceed the design loading shown and never � stack materials on inadequately braced trusses. For 4 x 2 orientation,locate p 4. Provide copies of this truss design to the building plates 0-'na' BOTTOM CHORDS ~ designer,erection supervisor,property owner and from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. �� This symbol indicates the 6. Place plates on each face of truss at each JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE oint .. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locatio nd a ebregulafullt Knots and w d by ANSI/TPI1 e atjoint connector plates. THE LEFT. ns CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 7. Design assumes trusses will be suitably protected from "Plate location details available in MiTek 20/20 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 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESRI 988 10.Camber is a non-structural consideration and is the to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber responsifor dead load ility of truss deflect.General practice is to the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and j Indicated by symbol shown and/or in all respects,equal to or better than that 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 if indicated, 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. I 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 ©2012 MiTek®Ail Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. OM Mil 4t= 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 hil 19.Review all portions of this design(front,back,words DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, and pictures)before use.Reviewing pictures alone is not sufficient. Plate Connected Wood Truss Construction. Guide to Good Practice for Handling, II11 il'e�' 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.02/16/2015 26'-O 4�-0' 1 22'-0 C3- 6:12 6:12 t' C4 (4) to �1 •o ' 6:12 C2(1 N,. 0' • r 4. 1 --� co - --- _ - _ wzw z�-�x _ _- - _ w p� /- "I gu-i n I-- BB --- Q1/� BB ) = pitwLL �, L..J (y -16-O F CO z 0 N W _ \ aa °C � ow Ell oo L. =A \ \ wzov2ZWoa` ,r)i ' �N ZZ o-.\ azJ Q 7U > Ja ,mad o _ . le] B2 (5) . Luc, 2wzzoz. H 0 0I— oLL z H 20 z —_,,-6-,,,iworo � \ N N Z 0 R Q — �ce � p� H CO ` f\-- /� r r - Q Z xO Q Q O C c...6... 4 12 11 1=11=1 Yiaoa m w , ® CONFORMS TO DESIGN CONCEPT � W / ' w CD ❑ CONFORMS TO DESIGN CONCEPT WITH r REVISIONS AS SHOWN \ , ❑ NON-CONFORMING-REVISE AND RESUBMIT j - THIS SHOP DRAINING HAS BEEN RESIDED FOR GENERAL CONFORUANCE WITH THE DESIGN CONCEPT ONLY AND CES NOT RELIEVE THE FABRICATOR:VENDOR OF RESPONSIBILITY FOR CONFORVANCO SITS THE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORRITY OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DI6ENSIONS. Sy: Nfahaela R.Nt.'s/. Date:Fetroa1oo 11.2016 CT ENGINEERING INC 2&-O ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/12/14 TRUSS CALCULATIONS ONLTIONSAND ENGINEERED STRUCTUL IN OM PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER 7-B NH KD INFORMATIONRESPONSIBLE BUILDING-T umber DESIGNER/ENGINEER OF RECORD PLAN. DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 7-B NH / B-NH CHECKED BY: DESIGNER/ENGINEER OF RECORD TOTPaoli-.` ` REVIEW AND APPROVE OF ALL R 5 Com FANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. i. 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 26'-0' 22'-0' 14'-0' C3 > I .,.,- 1 i 6:12 6:12 C4 (4) • m re 6:12 C2(10) m GO «�< I- =_ . _ 2 OsELL �.., -B3 (7) mU O N W 3 — F— CC W a v 16-0'zzW �w�=o o = U tJ 0000 tJ Z Z VI LL- _ p 1� O O w 'gz>g Q / Tr $ N Z Z K 'Ea t7 t7 I 'zN<cO - : z?:'c'' \ w w ca � w,,daz 3 G 2 m ou- Q O ¢w¢O O Z -- --k VI N Z c,O0CN Q }�,, 2 2'' Z zo,P...ung LL LL H E 6'i 5,_at., —J Z Zj Z w , o v I'O Ow aooBi� < _ ,lia v cy Z a . eD ❑ ❑ "Ems > 4:12 ;E ® CONFORMS TO DESIGN CONCEPT AMit W/ �I ❑ CONFORMS TO DESIGN CONCEPT WITH Iiri REVISIONS AS SHOWN ' ' - I I 1 ❑ NON-CONFORMING-REVISE AND RESUBMIT <Wop THIS SHOP DRAWING HAS BEEN REVIEONED FOR GENERAL CONFORMANCE WVITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAPWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. L I /� By: Nichaela R.Petersen Date:February II,2016 2C-0 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/12/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURR . b 7-B NH KD INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: REVISION-2: TO TRU RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 7-B NH / B-N H CHECKED BY: DESIGNER/ENGINEER OF RECORD TO 0 TRUSS COMPANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.11"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTeke 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. ?;O PROFE6 �5 �G11�1�F 0,0 89200PE 74. 4 O1 EGON\t �Q ,14* 14, V0.0' ‘viF4Rl .L .a! 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 #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1413TR SPACED 29.0" D.C. Design conforms to malwindforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 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 ontinuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF 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. 8-03-09 8-03-09 12 12 6.00 IM-9x9 Q 6.00 M.111%111141411 rn O 1 O O M-3x9 M-3x • 9 t.DPROpt - � s 'y y y y , - GIN -,-- 1-00 16-06-08 1-00 'S . 0.4..;- - 4 a 9200f E • 41,001-.- JOB NAME : POLYGON NW PLAN 7-B NH - Al Scale: 0.4000 C. WARNINGS: GENERAL NOTES, unless otherwise noted �J,.OREGONs�t�., G✓�' 1.Builder and erection contractor should be advised of all Genesi Notes 1.Thls design is based only upon the parameters shown and is for an individual -✓l t,, 1'�\V-'-- Truss: Al and Waco ngs before construction commences. building component Applicability of design parameters and proper f4 ). 1-4,_ . 2.2z4 compression web bracing must be installed where shown+ incorporation of components the responsibly of the building designer. - ;"],, 3 Additional temporary bracing to insure stability during construction Design assumes the top and bottom chords to be laterally braced at -!v7--- /j .�I�` [J Is the responsibility of the erector.Additional permanent bracing of contcoinuou.c,and sheat 10.thing oc respessplywotively as bracedthroughoutaoatrer length by - 4 DATE: 12/10/2015 the overall structure is thereresponsibility of the building designer. 20impa bridging or stehasacig re uirshee where shown spansi y g 3.Dc Impact bridging or lateral bracing required where shown++ S E K 15 8 9 6 6 6 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y ( 4 fasteners are complete and at no see should any loads greater than 5.Design assumes trusses are to be used in a non-conoslve environment, EXPIRES: 12/31/2015' tlesign loads be applied to any component. and are for"dry condition'.of use. TRANS ID: LINK 5.Design assumes full bearing atail supponeMoan Shim orwedge if December 10,2015 a CompuTnis has no control over and assumes no responsibility for the ,race fabrication,handling,shipment and Installation of components. ssery. 7.Platassumesadequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 5.Plateses shall be located f ted on both faces of truss,and placed so their center TPIANrCA in BC51,copies of which wit 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 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 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-378) 1590 3- 8=(-326) 309 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1751) 477 8- 6=(-431) 1540 8- 4=(-121) 939 WEBS: 2x9 KDDF STAND 3- 4=(-1351) 268 B- 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. 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" -125/ 809V -82/ 82H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -125/ B09V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.075" @ 8'- 3.2" Allowed = 0.781" MAX TL CREEP DEFL = -0.191" @ B'- 3.2" Allowed = 1.042" MAX LL DEFL = 0.002" @ 17'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" 8-03-09 8-03-04 MAX HORIZ. LL DEFL - 0.059" @ 16'- 1.0" f ff MAX HORIZ. TL DEFL - 0.091" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 f T f T T 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 nU 6.00 system and components and cladding criteria. 4 4.0" Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 „igaildlillM-1.5x3 3 5 8 M-5x8 M-3x9 M-3x9 M a, , 1 O = 6 0 0 a 3.00 3.00 12 12 y l y b , 1-00 8-03-04 8-03-04 1-00 J. yp PRClfis 16-06-08 rw�Co.• - --v4• : N�L�1 ,+/� --,6,- 4 . - 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - A2 / `OS ,V Scale: 0.3183 WARNINGS: GENERAL NOTES, unless otherwise noted: -OREGON . 1 Builder and erection contractor should be advised of all General Notes 1 Ths design Is based only upon the parameters shown antls for an Ind vdual ' P Truss: A2 and Warnings before construction commencer building 7 gs g component.Applicability of design parameters and proper 2 2x4 compression web bracing must be installed where shown+ ncorpcallon of component la the rasponsidllly of the building designer. /� 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al �j a 4i - ' 4 f �,Q� - is the responsibility of the erector.Additional permanent bracing of 7 o c and et 10'o c respectively unless braced through) out their length by DATE: 12/10/2015 the overall structures the responsibility f the building20coImpact sheathing such as plywood aired where Chan 5r tlrywall(SC). ��ft t spots y o designer. 3.In Impact bntlg ng or lateral bracing required where shown++ SEQ. : K15 8 9 6 67 4.No load should be applied to any component until after all bracing and 4.Installation of truss Rme responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment, n loads be applied to any component. end are for"dry conditlon''of use. TRANS ID: LINK design Dempu True has no control over and assumes no res 6.Design assumes lull bearing all supports shown.Shim or wedge I/ EXPIRES: 12/31/2015 possibility for fabrication,handling,shipment and installation of components. 7.Designscary assumes adequate drainage is provided. December 10,2015 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) 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=(-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 3- 4=(-146) 779 11-12=(-682) 251 4-11=(-1145) 248 WEBS: 2x4 KDDF STAND LOADING 4- 5=( -79) 220 12-13=( -98) 972 9-12=( -95) 806 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -85) 246 13- 8=(-241) 848 5-12=( -361) 143 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-566) 90 12- 6=( -765) 194 TOTAL LOAD = 42.0 PSF 7- 8=(-980) 274 6-13=( 0) 450 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13- 7=( -346) 219 LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. NOT SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 MAX TL CREEP DEFL = -0.065" @ 17'- 8.8" Allowed = 1.042" 13-00 MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" '1 1' MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 f '1 ,r ' ' '(' '' MAX HORIZ. LL DEFL = 0.021" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.034" @ 25'- 6.5" IM-4x4 12 M-1.5x4 4.0" Design conforms to main windforce-resisting 6.00 M-365 .ISIM-3x5 M-3X5 _ M-1.5x4 12 system and components and cladding criteria. M-3X4 f M-3X5 Q 6.00 Wind: 190 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4xy� load duration factor=1.6, o End vertical(s) a exposed to wind, Q Truss designed for wind loads M-3x6 in the plane of the truss only. 7-1.5)63 M-2.5x9 or eq:snt: al aldgl initl„iiiiiiiiiiiiiiiilli ../1111111141h1111111111111111k, ttut ftcarof Outlooinlet board areas only. o I M-1105x3 11_-5x10 1 M-3x4 M . 3.00 3.00 . 12 12 y b l l l �t�0© P• - -.,� 9-11 3-01 4-08-12 8-03-04 ), 1, 1, 1. . ,L -t. -\AGINEF . /- 1-00 9-11 7-09-12 8-03-04 1-00 V ' ., 1-00 26-00 1-00 1 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - B1 Scale: 0.2048 1i Q-4,- •-1.-- WARNINGS: GENERAL NOTES, unless otherwise noted. nOREGON�� • I I Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual �'. _7 r f')� Truss: B1 and Wammgs before construction commences building component Applicability of design parameters and proper - [[ - 2 2x4 compression web bracing must be installed where shown+. incorporation of components the responsibility of the building designer. ��f A4, '(-ye 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom shards to be laterally braced at -rI�Fi'R 11-V v • T o.c.and at 10 o.c.respectively unless braced throughout the r length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)ender drywall(BC). DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where shown++ SE K15 8 9 6 6 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /I� i C 4• fasteners are complete and at no time should any loads greater Nan 5.Design assumes trusses are to be used in anon-corrosive environment, EXPIRES: 1 2I J 1 i C.O 1J design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 6.Design assumes full beadng at all supports shown.Shim or wedge if December 10,2015 • 5.CampuTrus has no control over and assumes no responsibility for the cessary fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 6.This tleslgn 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:whTCA in 6151,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 basic connector plate design values see ESR-1311,ESR-1908(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: 2x9 KDDF #1SB1R LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-247) 1599 10- 3-) 0) 228 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1886) 361 10-11=(-249) 1591 3-11-) -378) 107 WEBS: 2x9 KDDF STAND 3- 9=(-1979) 359 11-12=(-171) 1308 9-11=( -85) 76 LOADING 4- 5=(-1343) 362 12-13=(-936) 2628 9-12=( -183) 151 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-1368) 396 13- 8=(-616) 2784 5-12=( -207) 953 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSE 6- 7=(-2946) 590 12- 6=(-1726) 395 TOTAL LOAD = 92.0 PSF 7- 8=)-3145) 715 6-13=( -191) 1428 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13- 7=( -109) 165 LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -179/ 1206V -134/ 139H 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. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.170" @ 17'- 8.8" Allowed - 1.259" 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 4 4 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" f T T T T f T 12 12 6.00 M-4x6 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 5 -f-•( Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), M-3x4 load duration factor=l.6, 4 End Vertical(s) are exposed to wind, :I,-3x6 Truss designed for wind loads in the plane of the truss only. M-3x9 3 M-1.5x3 7 ee 13 M M-5x6 -M-4x9 M o 2 1 � 6 � M-3x10 i 9 I - l0 11 o 1M-3x4 M-1.5x3 M-5x10 1 0 0 ..3.00 3.00 C,- 12 12 12 * * * * * * • l l 5-01 4-10 l 3-01 4-08-12 l 8-03-04 l l r ?kc PR oitt.- 1-00 9-11 7-09-12 8-03-04 1-00 �,`cj�,4�GINE'F- /0 :.. 26-00 G'`'+ -.C' 89200PE t JOB NAME : POLYGON NW PLAN 7-B NH - B2 Scale: 0.2098 tj WARNINGS: GENERAL NOTES, unless otherwise noted: 1r ����©� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �y ," [{r Truss: B2 and Warnings before construction commences building component.Applicability of design parameters and proper ` L1 6\ /(��/ 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. i�___!!! F= 1 4 y 2n 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the top and bottom unlesschobracedds o be toughy braced at ( 4 is the responsibility of the erector.Additional permanent bracing of 7 o.c and at l0'o c respectively throughout drlr length by DATE: 12/10/2015 the overall structure Is thereresponsibility f the buildingcontpactsshging or laterlas awg required d inere shwnordrywall(BC) �� t spnyc yaa designer.aci3 In Impact bodging or therelbracing req ft he whereshown++ 7� LW SEQ.: K 15 8 9 6 6 9 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 bads greater than E.Design assumes Wssea are to be used In anon-corrosWe environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full beating at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 mcessm. fabrication,handling, y shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 10,20 15 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 TPI/WICA in BCSI,copies of which will be furnished upon request. lines coincide MI)joint center lines. 9.Digits indicate see of plate In Inches. MiTek USA,Inc./CompgTrns 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 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- 8=(-270) 1528 3- 8=(-383) 258 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1813) 396 8- 9=(-124) 1001 8- 4=(-128) 638 WEBS: 2x4 KDDF STAND 3- 4=(-1590) 399 9- 6=(-298) 1528 4- 9=(-128) 638 LOADING 4- 5=(-1590) 399 9- 5=(-383) 258 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 396 BC LATERAL SUPPORT <= 12"00. DON. 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) 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. 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 = -0.063" @ 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 T f f f f system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 6.00 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 4'4' Truss designed for wind loads au in the plane of the truss only. M-1.5x3 M-1.5x3 3 n o \ / O o M 1 tGO !. a 8 9 6 1 M-3x4 M-3x4 M-3x4 M-3x4 1 0 0 M-3x5(S) 1 1 1 1 8-10-03 8-03-11 8-10-031 �C'it© PROP - ,s /, 1 10-00 1 16-00 1 1 G?� v40f.NEF , . 1 1 1-00 26-00 1-00 .89=200P E. JOB NAME : POLYGON NW PLAN 7-B NH - B3 Scale: 0.2048 -- WARNINGS: GENERAL NOTES, unless otherwise noted: �r']y cin(� `. 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based onty upon the parameters shown ands for an Individual ©p9 Cl:7VN A.. �/- Truss: B3 and Warnings before construction commences building component Applicability of design parameters and proper M ` 2 2x4 compression web bracing must be installed where shown+. incorporation of component is the rasponsiNl ty of the building designer. <� ° "• 1 A9,�` ;*• 3 Additional temporary bracing to insure stability during construction 2 Designassumes thefopand bottom chords to be throughoutaterally braced at rd6• 6 rsthe responsibility ofthe erector.Additionalf 2'9c.and at l0 o.c.respectively unless braced their length by /^�/- ponsi y permanentbracing o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) --"+ '.:[- 1 V, DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.2%Impact bridging or lateral bracing required where shown++ Fl L.. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : K15 8 9 67 0 as eners are complete and at no time should any loads greater hon 5.Design assumes trusses are to be used in a non-corrosive environment, fTRANS ID: LINK design loads be applied to any component andgnassumes are for-dry dbon•ngBaa. pp0 ge 5.CompuTrus has no control over and assumes no respon9bility for the a oece `II bean 1 all as na shown.Shim or wedge EXPIRES:-12/31 f 2015 _ sssry. fabrication,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 e.Plates shall be located an both faces of truss,and placed so their center TPINVTCA 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 10.For basic connector plate design values see ESR-1311,ESR-1985(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: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-257) 1288 8- 3=( 0) 227 2x6 ROOF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-1539) 383 8- 9=(-259) 1285 3- 9=(-448) 138 BC: 2x4 KDDF #1&BTR 3- 4=(-1080) 364 9-10=(-293) 1265 9- 9=( -94) 564 WEBS: 2x4 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"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1495) 390 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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 ROOF ( 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = -0.091" @ 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 IL 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" 13-00 Design conforms to main windforce-resisting 14-00 system and components and cladding criteria. 5-11 5-01 2-00 3-01 10-11 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, / 1 f / I / / (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 M-4x6 =`-M-9x4+ 12 End verticale s) a exposed to wind, 6.00 - Q 6.00 Truss wa : d1 thto ..5x4 or equal at non-structural diagonal inlets. M-3x4 3 111111111111i1 6 + + M M-3x4+ o m IEF 0 2 8 9 10 'i - M 0 M-3x4 M-1.5x3 0.25" M-1.5x3 11 .oi M-5x8(S) M-3x4 )' ; ), y y ;<{,, t`(3 P R 0c fiSs y y 5-09-04 5-02-12 5-02-12 9-09-04 ,I' :-\�, `y0`NE•`� �C.,-C.,-- )' 26-00 ' 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - B4 - =���. Scale: 0.2298 ['� �^* /tom WARNINGS: GENERAL NOTES unless otherwise noted: J/ OREGON lv Truss B4 Builder and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown end Is for an individual 4 .41-k F �` `'" and Warnings before construction commences building component.Applicability of design parameters and proper `0 '7 14, a�=iS.. 2 2s4 compresson web bracng must be Installed where shown incorporation ofcomponent is the responsrbilty of the building deegoer h, 3.Additional temporary bracing to Insure stability during construction T a c 2.Design assumes the top and bottom chords to be lateraly braced at and /r,� ��� N the responsibility of the erector.Additional permanent bracing o/ at ed o c respectively unless braced throughout their length by - (.. DATE: 12/10/2015 the overall structure is the responsibility of the building designer. continuous sheathing such bracings plywood sheath erene s canand/4r drywell(BC). 3.is Impact bridging or lateral ity of the where shown t SEQ.: K1589671 4.Naload should be eepeiatllatnytimesh should any gll reater hantl 4. entas umfives Irathe responsibility useoftaeon-crroscoenvion fasteners are complete and at no time shoultl any loatls than 5.Design assumes trusses are to be used In anon-corrosive environment, (� [s TRANS ID: LINK design loads be applied to any component. Desand are for'Wry condition"of use. EXPIRES. 12/31/2015 gn 5.CompuTrus has no control over and assumes no responsibility for the 6.necessassumecfullbeatlngatallaupportsshown.Shim orWedge lf December 10,2015 fabrication,handling,shipment and insmllation of components. necessary. 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 TM/YWCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sea of plate in Inches. MITek USA,Inc./CorltpuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1317,ESR-1988(MITek) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <— 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End verticals)) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall 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 'r f T 12 12 IIM-4x4 6.00 Q 6.00 3 9 re, 2 I 10 o o M-3x5(5) t M M-3x9 -3x4 1 y —.1.......— 10-00 12-00 y0 •R0 y 6,6 1-00 l 22-00 �CJ� • ‘AG 63 , . 89200PE c JOB NAME : POLYGON NW PLAN 7—B NH — Cl Scale: 0.3558 --; • j , • WARNINGS: GENERAL NOTES, unless otherwise noted fe+y{'fir F*.(+y�_ w� /a., 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual �N LW Truss: Cl and Warnings before construction commences building component Applicability of design parameters and proper �) [� N '\ 2 2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. k'' '°� 1_vy' 1,J "', 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the tap and bottom chords braced be laterally braced al dT is the responsibility of erector.Additional permanent bracing o/ T o c and at ea o c respect plyplywood unless throughoutand/or dryeir length by parrs) yo continuousshgingngsuchas lbacingresheathlrre ownxdVss(BC) - �R-R L\- DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2.Impact bridging or lateral bracing required where shown++ SEQ. : K 15 8 9 67 2 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. 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, and are for"dry condition"of use. tlesign loads be applied to any component. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.necessary. assumes full bearing at all supports shown.Shim or wedge if EXPIRES. 12/31/2015, ry. G/�I' Il Gt7 I C J ! I aJ • fabrication.handling,shipment and installation of components. 7.Design assumesaequate drainage is provided. December 1 0,2015 6.Thisis design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIAWCA in BC51,copies of which will be furnished upon request. 9.lineDigsscoindlcede with joint plateeInlines. inches. MiTek USA,Int./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" - TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg-1.00 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1509) 335 8- 9=(-103) 834 8- 4=(-111) 492 3- 4=(-1318) 338 9- 6=(-253) 1261 9- 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 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"00. 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 BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 103BV -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 IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 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" 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T f f T T system and components and cladding criteria. 12 12 M-4x6 6.00 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 End vertical(s) are exposed to wind, ij Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 M ...... .. Allill1111111 m o o 29 4.% 7 o M-3x4 M- 3x4 M-3x5(S) M-3x4 M-3x4 0 1 y . 1 7-06-03 6-11-11 7-06-03 l 10-00 b y 4G d PRCJp�rs 12-00 1-00 22-00 1-0oy �Co.C; \OLN cS'r01. <c, 892007E f JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2433 _ WARNINGS: GENERAL NOTES, unless otherwise noted - yM • 't Truss: C21Builder and erection contractor should be advised of all General Notes This design is based only upon the parametershown and Is bran Individual qg ©(}rl�©� C and Wam ngs before construction commences building component Applicability of design parameters and proper F'i Ct7 w� 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility al Me building designer. �Q 9 1A 3.Additional temporary brecing to Insure stability during construct on •2 Design assumes the top and bottom chords b be laterally braced at e� r)- 1 ' 2-: • . is the responsibility of the erector.Additional permanent bracing of 7 o c and at 10 o c respectively unless braced Throughout thea length by M !! DATE: 12/10/2015 the overall structure s the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) [As�•• - - 4.No load should be applied any3 rax Impact bridging or lateral bracing required where shown++ • S. SEQ.: K1589673 pPe component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no bee should any loads greater man 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are for'dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.DesNnssessumesfull bearing et all supports shown.Shim or wedge ifmm EXP �+ /�3 fabrication,handling,shipment and installation of components. ry. I R E f!: 11/2015213 .. 6.This design isfumishedsubject tomelimitations set forth by 7.Designshalassubeesadeduonaothlfaceio Busisaan d. December 10,2015 8.Plates shall be locates on both rams of truss,and placed so their center TPIM/TCA In SCSI,copies of which will be furnished upon request. Imes coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate sae 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 22'- 0.0" ICOND. 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 #1&STA 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 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 = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T ' T 12 12 IM-3x4 Q 6.00 6.00 3 M I(,7' O M-3x5(S) o M-3x4 M-3x4 10-00 12-00 - _t0 PROS n: •- 1-00 22-00 �,�j: N1 /d�"V ' :920OPE 1!• JOB NAME : POLYGON NW PLAN 7—B NH — C3 Scale: 0.3558 j411110P- ' WARNINGS: GENERAL NOTES, unless otherwise noted: +�s� OREGON / I Bolder and erection contractor should be advised of all General Notes 7 This design A based only upon the parameters shown and is for an Individual • J w_ LW_ Truss: C3 and Warnings before construction commences building component Applicability of design parameters and proper �}` [SAW ^.. 2.2x4 compression web bracing moat be installed where shown 0. incorporation of components the responeWlity of the budding designer. 'Z-f. r"` 14' f}*.1.` '} 3 Additional temporary bracing tonsure stability during consWchon 2 Design assumes t13 the top andbottomunless css braeds be throughotderally recedet r p- �"]� isthe res bit of erector.Additional tbracin f 2o.c and atl0o.c respectivelyplywood bracedthreughoutr dryeir length by �,- pons y o permanen g o Zit Impact bridging suchel b alywg re sh d where)and/or tlrywell(BC) a R_:R I L�,_ DATE• 12/10/2015 the overall structure is the responsibility of the building designer. 3.9r Impact bdtlging or lateral bracing requlretl where shown+* - SE K15 8 9 67 4 4.No bad should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. 4• fasteners are complete and at no rime should any loads greater than 5.Design assumes tosses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition'of use. EXPIRES: r� TRANS ID• LINK puresponsibility 6.Design awumesfull bearing atall supports shown.Shim orwedge if GVPIRCC 1 631 201,5 S.Com Trus has no central over and assumes no for the necessa G//�\r RCt7 G G 1 v fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 0,201 5 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPINVTCA 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 basic connector plate design values see ESR-t3tt,ES12-7988(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: 2x9 KDDF #16BTR 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" D.C. WEBS: 2x9 KDDF STAND 2- 3=(-1509) 335 8- 9=(-103) 834 8- 4=(-111) 492 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1509) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 1D.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 92.0 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 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 19'- 5.8" Allowed = 1.059" MAX TL CREEP DEFL = -0.088" @ 19'- 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 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T f f T f system and components and cladding criteria. 12 12 6.00 M-4x6 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4,0' load duration factor=l.6, 4 End vertical(s) are exposed to wind, u�� Truth designed for wind loads 41 t in the plane of the truss only. M-1.5x3 1,4 -1.5x3 3 rn O 41 = M � 1 ac CM Ce. 2 � g 6 o M-3x4 M-3x4 M-3x5(5 ) M-3x4 M-3x4 I 0 l y y 1 7-06-03 6-11-11 7-06-03 1 b l � } p © `10-00 12-00 Ia GN•F ,� �Ni �1-00 22-00 i-00 <ci 892007E JOB NAME : POLYGON NW PLAN 7-B NH - C4 401110."‹,00" Scale: 0.2933 WARNINGS: GENERAL NOTES, unless otherwise noted -. Truss C4 1.Builder and erection contractor should be advised of all General Notes This design is based only upon Be parameters shown and is for an individual -7,/.. ,,, © ( ©� • and Wamngs before construction commences building component Applicability of design parameters and proper v >� 2.2v4 compression web bracing must be installed where shown+ incorporation of component is the responaWlty of the ally braced designer. ',a ('�`,. ` 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chorda to be laterally braced al '�� j i}' " iJ "4.. N the responsibility of the erector.Additional permanent bracing of 7 o c and at 10 00.respectively unless braced throughout their length by nA dt !!! DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 20 le continuous sheathing such as acing requirede Irene shown and/or tlrywau(ac). - �_. -% 3.2v Impact bridging or lateral bracing where ++ _ C SEQ.: K158 9 6 7 5 4.No load should be applied to any component until after ail bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition-°fuse. 5 CompuTrus hes no control over and assumes no responsibility for the e. EXP 1Dieece9sse assumes toll bearing at all supports shown.Shim or wedge if ( 12/31/2015{20 fabrication,handling,shipment and installation of components. ry 7.Pierceellb assumes adequate thdrainagefis toss. and 10,2015 6.This design is Nmished sublact to the limitations set forth by 8.Plates shall be located on both faces°(Imes,and placed so their center -MONICA in BCS!.copies of which will be furnished upon request. lines coincide with joint center tines. MiTek USA,Inc./Com uTrus Software 7.6.7 1 L-E 9.Digits indicate slag of plate In Inches. P ( ) 10.For basic connector plate design values see ESR-131 t.ESR-1988(Mask) 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 1-9=(-35) 32 2-4=(-99) 81 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x4 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 HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 1'- 0.0" -24/ 205V -18/ 93H 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. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 9.0" Allowed = 0.159" 3-00 MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" 1 1' MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 12 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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. PI PROVIDE SUP''e• I r 0 I _+ o, 1 00101.1.01111111111 a I rn o M-3x8 M-1.5x3 i' l 3-00 1 )' 4-00 �''tO PROfi .,� t„ N SFS cSj0 ' " 89200PE r- JOB NAME : POLYGON NW PLAN 7-B NH - Dl Scale: 0.6153 41400111:00e>7": WARNINGS: GENERAL NOTES, unlesss°bulbuse noted: OREGON .. 1.Builder and erection contractor should be advised of all General Nates I This design is based only upon the parameters shown and is for an individual C3-7p .. f'1 U`VfV` ��SI, Truss: Dl and Wamngs before construction commences building component.Applicability of design parameters and proper (� 2 204 compression web bracing must be Installed where Shown+. incorporation of component Is the responsibility of the building designer. '2) 4� 14, 7,Q i" 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at s the responsibility of the erector.Additional t bracing f 7 o c and at 10 o c respectively unless braced throughout their length by ` pons ypermanen gs continuous sheathing such as plywood sheathing(TC)and/or drywall(SC) 4E. _R�L�- DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ 10- SEQ. : K1589676 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Q• : fasteners are complete and at no time should any loads greater than s.Design assumes trusses are to be used In a non-corrosive environment, tlesign loads be applied to any component. and are for"dry condition"of use. _ TRANS ID: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12!31/2015 5.Cam Trus has no control over and assumes no responsibilityfor the necessa fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design is Nmished subject to the limitations set forth by 0.Plates shell be located on both faces of truss,and placed so their center TPII WTCA in SCSI,copies of which will be furnished upon requestlines coincide with Joint center lines. 9.Sighs indicate stye of plate in Inches. MiTek USA,Inc./CompuTrUs 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 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. 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 = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.274" 1 1;i 12 MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" 4.00 MAX HORIZ. TL DEFL= 0.003" @ 3'- 11.2" 2 ->/ r Design conforms to m windforce-resisting system and components and cladding criteria. ir Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Alload duration factor=1.6, End vertical(s) are exposed to wind, ,-i Truss designed for wind loads 1 in the plane of the truss only. 0 I ti oOI cl -/ o � 4X 3X M-3x8 )' y 3-00 tQ PROp. l 4-00 y •yy�- • . •C?INE , /e2 (PROVIDE FULL BEARING;Jts:4,3,2 I `, � 4 8:1200[ E'_ r JOB NAME : POLYGON NW PLAN 7-B NH - D2 • - = 4-41. Scale: 0.8962 in /'* A f"M. WARNINGS: GENERAL NOTES, unless otherwise no ted. OREGON 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual !! " Truss: D2 and Warnings before construction commences building component Applicability of designparameters and '41 �1 2 2n4 compressionweb bracing incorporation para me proper ^ j{' gmust be nsta lletl where shown+ esign assumes umestmpopeni bottom the chords toyef the building edsigner �•/ Y �_ 3 Additional temporary bracing to insure stab IM1y during construction 2.Design assumes the lop and bottom chores to be laterally braced at _ �� Is the responsibility of the erector.Additional permanent bracing of continuous a c antl at t O o c respectply unless bracetl throughout the r length by • - ��rJJJ +P DATE: 12/10/2015 me overall structure is the re bif fihe deal sheathing such as plywood Sheaming(TC)and/or drywall(BC). responsibility o building designer. 3. Impact bridging or lateral bracing required where shown++ SEQ.: Ki5 8 9 67 7 4 No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, RES: _ JJ i C "c16/TRANS ID: LINK design loads be applied to any component. and are for"c16/condition"of use. EXPII4EJ. 12I31y2O 1'J 5.Dam Trus has no control over and assumes no res 8.Design assumes full bearing at all supports shown.Shim or wedge It December 10,2015 pu ponsiblllty for the necessary fabrication,handling,shipment and installation of components. 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 TPI/WTCA in ECM,copies of which will be fumished 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 basic connector plate design values see ESR-t311,ES13-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 2.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' Wind: 140 mph, h=15ft, 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 = 92.0 POP load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 9.00 87 3 c: o0 rh 2 _....gim1llllllllllllllll1lllllll1l11lIlIIIlIIIl iiilior Ls, /- 9 M-3x4 l 1 b 1-00 8-02 � ) PR , ,,,co- NGI��F `��©�� 89200PE JOB NAME : POLYGON NW PLAN 7—B NH — El Scale: 0.6366idir/ _.� WARNINGS: GENERAL NOTES, unless Otherwise noted 0 it OREGON 1.Bolder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual IP Truss: El and Warnings before construction commences bolding componentApplicability of design parameters and proper �r a 2. A. 2x4 compression web bracing must be installed where showne Incorporet an of component is the responsibility of the building designer G/Q '�)."' 1_4 r3Q .., 3.Additional temporary bracing to insure stability during constructor 2 Design assumes the top and bottom chords be laterally braced al !( s the responsibility (the erector.Additional t bean f 2 o c.and at 10 0.c respectively unless braced throughout their length by �' o permanent g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) -MR'.C3 10-- SEQ.: ( �, DATE: 12/10/2015 the overall structure is the responsibility of the bolding designer. 3.2x Impact bridging or lateral bracing required where shown - R 1 a.� S EQ.: K 15 8 9 67 8 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. 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 ID: LINK design loads be applied to any component. and are for"dry condition"of use. " 5.CompuTrus has no control over and assumes no responsibility for the B.Designassumesfull bearing at all supports shown.Shim or wedge 11 EXPIRES. 12/31/2015 . ` rs G/\P Il Ct7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 0,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be Nmished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(10-E 10.For basic connector plate design values see ESR-I311,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 9WR/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: 2x9 KDDF #108TH SPACED 24.0" O.C. - 2-3-(-105) 88 WEBS: 2x9 KDDF STAND = 3-9 ( -7) 3 LOADING TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -68/ 979V -33/ 97H 5.50" 0.77 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 8'- 2.0" -39/ 335V 0/ OH 5.50" 0.54 KDDF ( 625) • • ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • • IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. • BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = -0.294" @ 4'- 1.7" Allowed = 0.484" MAX TC PANEL TL DEFL = -0.393" @ 4'- 1.7" Allowed = 0.727" 7-10-04 0-03-12 f ,( .( MAX HORIZ. LL DEFL - 0.001" @ 7'- 10.3" MAX HORIZ. TL DEFL - 0.001" @ 7'- 10.3" 12 9.00 t' Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 9 3 -/ Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • = load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads • in the plane of the truss only. • 0 ,-1 ]� I1 2 eijilia2112 -/ 0 M-3x4 M-1.5x3 • • l 1 l 7-10-04 0-03-12 b l l 1-00 8-02 • • -co GtNEF /- 4 :9200P c 4 JOB NAME : POLYGON NW PLAN 7-B NH - E2• �f �Scale: 0.5366 WARNINGS: GENERAL NOTES, unless otherwise notetl. ����©� 1.Balder and erection contractor should be advked of all General Notes 1 This design is based only upon the parameters shown and is for an Individual Truss: E2 and Wam ngs before construct on commences building component Applicability of design parameters and proper �y incorporation - 2.2x4 compression web bracing must be installed where shown of component is the responsibility of the building dealgner. �!` 3.Add Tonal temporary brac ng tonsure stab Ny dur ng construct on 2 Design assumes the lop and bottom chords to be laterally braced at 1-' 'F[t„a �,^' �`_ s the respons b IRy of the erector Additional pernanent brac ng of T a c and at 10.o c respectively unless braced throughout their length by DATE: 12/10/2015 the overall structure Is the responsibility of bulla contpactssheatg or laterlbh as ac plywood aired ltreresown.nd/or tlrywall(BC). - A `�\ spans y o building designer. 3. Impact bridging or lateral bracing required where shown s* _ 1 4 SEQ. : El5 8 9 67 9 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 yme should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, • TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 8.Design full bearing at all supports shown.Shim or wedge if EXPIREJ..1G/ 1/2015 fabrication,handling,shipment and installation of components. ry. EXPIRES: J .-�F s, '.Design assumes adequate onbothWoesonage is pmss,an December 10,2015 8.This design Is fumished subject to me limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center • TPIANrCA in BC 51,copies of which will be furnished upon request. lines coincide with joint center lines. 9MiTek USA,Inc./Com uTms Software 7.6.71L-E D ForDigitaIsdicon see opplat°e inches.values( ) 7.Dorbasicconnsee connector plate din invalues see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-33) 36 3-5=(-161) 127 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 49 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 2'- 10.1" Allowed = 0.279" 4-11-04 0-03-12 MAX TC PANEL TL DEFL = -0.043" @ 2'- 8.1" Allowed = 0.419" 1' ' MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.2" 4.00 17 Design conforms to mai n windforce-resisting system and components cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=l.6,e End vertical(s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. /- 1 /- 2�� +* 5 -/ M-3x4 M-1.5x3 b b 4-11-04 0-03-12 1-00 5-03 <�Et3 P R opt ca \AGM • 89200P JOB NAME : POLYGON NW PLAN 7-B NH - E3 Scale: 0.5895W = j� 1. iNGS: GENERAL NOTES, unless onhhrwise eparamete OREGON 1 Builder and erection contractor should be advised of all General Notes 7 This design is based only upon the parameters shown and is for an individual A Truss: E3 and Warnings before construction commences building component Applicability of design parameters and proper Vs 2 2c4 compression web bracing must be installed where shown+. incorporation of component staresponebllty of the building tleagner. .16 14 9 2 Design assumes the top and bottom chords to be laterally braced at 2 G^. 3 Atltlton&temporary bracing to Insure stability during construction T o c and a110'o.c respectively unless braced throughout their length by f s the responsibility of the erector.Additional permanent bracing of 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. 3.2v Impact bridging or lateral bracing required where shown CO SEQ. : K 15 8 9 6 8 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibildy of the respective contractor. fasteners are complete and at no See should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are for"dry condition.'of use. 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES: v n'ryE 12/31/2015 fabrication,handling,shipment and installation of components. ry. C/l P Il 7.Design ha b el adequate oth face is rus°°. December 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both(aces of truss,and placed so their center TPIIW1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E ro.For basic connector plate design values see ESR-1311,ESR-19813(MiTek) .. This design prepared from computer input by ' Pacific Lumber and Truss-BC ,e LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"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 = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 POP 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud Verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 12 4.00 ti 0 0 N 2 N /— I MI I A4 M-3x9 y l l 1-00 5-03 • <<- or4. ..,` • ?ss ,, �G[NEF �©-V `r` , 892OOPE f JOB NAME : POLYGON NW PLAN 7—B NH — E4 Scale: 0.7524 ., WARNINGS: GENERAL NOTES, unless otherwise noted: l OREGON 44 1 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown ands for an Individual Y ('�� _{� Truss: E4 and Warnings before construction commences. building component Applicability of design parameters and proper . "� 2.2x4 compression web bracing must be nstalied where shown+. incorporation of component la the responalbll ty of the building designer. �A t �� 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al _I/�R RI�` '�",7 s the respons b IRy of the erector.Additional permanent bracing of o o.c.and at 17 a c respectively as sly unless braced throughout their length by - l/ continuous sheathing such as plywood sheathing(TC)and/or 0rywall(BC). DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2i Impact bridging or lateral bracing required where shown++ SEQ. : K 15 8 9 6 81 4 No bad should be applied to any component until after all bracing and 4.Installation of tmss 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-romosive environment, EXPIRES: 12/31/2015 designloads baapplied to an 1 and are for"dry condition"of use. TRANS ID: LINK 5.Ca Tuahas nntrolave anEassumeenareapansbil y or the 6.Deesiignassumesfullbearingatallsupportsshown.ShimorwedgeIf December 10,2015 fabrication,handling,shipment and installation of components. ry. 7.Plates assumes adequate onthdrainagefaces h provided. and This design is furnished sublet to the limitations set forth by 8.Plates shall be boated on both/etas of Truss,and placed so(heir center TPIANTCA in SCSI,copies of which will be fumistred upon request. lines colnclde 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 basic connector plate design values see ESR-1311,E55-1966(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 /4 s " Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) Damage or Personal Injury offsets are indicated. g J ry ra= Dimensions are in ft-in-sixteenths. lipik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS „ 2. Truss bracing must be designed by an engineer.For 0'14 6 It wide truss spacing,individual lateral braces themselves MIUMFmay require bracing,or alternative Tor I L. p bracing should be considered. ■_ r Oz 3. Neverexceedthe designloadingshown andnever stack materials on inadequately braced trusses. O 4 desigProvnee copies of r,errectiontsu truss ervisordesign pro totertthe ownerandbuilding For 4 x 2 Orientation,locate '�' csa cs-b g p property plates 0-1a' 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. connectorlates. THE LEFT. p 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that / Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the approved/new200prNDS 13.Topchords must be sheathed orpurlins provided at SP represents ALSC values output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING 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 reaction section indicates joint 1 b.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only.1111,, 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. isnot sufficient. BCSI: Building Component Safety Information, i1"e 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013