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Plans zteST),otc-- z MiTele) MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-265_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: R45125315 thru R45125324 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 4\ `' PR OF, 5 N �n1F Gc >Q 4kc, 89782PE 9c 9�OREGON o.� lit, IP. PA UL August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45125315 PL15-265_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 14:27:32 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-SgKRVHzjyCjvWU_VNlwXpzzUCgKga2?hcKgRZfygBCv 11-0-0 I P-5-6 1 1 1-2-0 1 1 0-7-0 1 Scale=1:25.0 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 II 1.5x3 11 1.5x3 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 V e - o e�e o/ o _ elir N-4•01, .\-400, N / N / 'N 2 Aa 23 22 21 20 19 18 17 �t•- 3x5= 3x5= 1.5x3 11 3x5= 3x5= 3x5= 1 7-0-14 17-7-14 1a-2-14 1 14-4-4 1 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X V)— [8:0-1-8 Edge).[19:0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl LJd 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 Ina NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6=-2270/0,6-7=-2493/0,7-8=-2493/0,8-9=2423/0,9-10=-2423/0, 10-11=1991/0,11-12=1991/0,12-13=1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=273/0,2-24=1712/0,2-23=0/628,4-23=481/0,4-22=0/358,8-21=226/359,14-16=904/0,14-17=0/766, 12-17=620/0,12-18=0/498,10-18=384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD o 1)Dead+A Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 {_ G N E 4>0 Uniform Loads(_2 �yJ $9 �PE 2'r Vert:16-24=8,1-15=-80 Concentrated Loads(Ib) Vert:2=-674(F) �/ 4/ MI 7 OREGON p^ 9'4. k PAUL CliJN• EXPIRES: 12/31/2016 August 7,2015 11 _ ®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 responsibility of the MiTek f erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IGIL fabrication,quality control,storage,delivery,erection and bracing,consul ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Clinic Height`rA 55615 Job Truss Truss Type Qty Ply POLYGON R45125316 PL15-265_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 14:27:33 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-wOugjd_Lj Wrm7eZ6wTRmMBVbaEe9JTSgq_P_55ygBCu 0-10-12 I j 1-7-0 i i 0.10-8 I j 2-6-0 j Scale:1/2"=1' 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34x4 4 5 6 7 8 \� No s e o- ! e n 1 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 I I 4x6= 3x6= 3x4= 1 1-1-12 11 8-12 12-3 12 I 13-8-4 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.Y)— [2:0-1-8.EdgeL[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 460 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-1502/0,5-6=1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=382/0,2-14=1170/0,7-9=1316/0,7-10=0/704,5-11=471/0,4-11=345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ftp PROr s, 4 897$2PE r" Y/ S,.7 OREGON �"i"4 EXPIRES: 12/31/2016 August 7,2015 • ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/162015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on 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 - Mile�* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Googly Criteria,DSO-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 ran,a ucigMx,r gseln Job Truss Truss Type Qty Ply POLYGON R45125317 PL15-265_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 14:27:34 2015 Page 1 ID.DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz zUgzdln8lUAy?uO2rpd4W2yP_3e9YdYygBCt I 2-6-0 I i I 1-2-0 I I 0-8-14 I Scale=1:22.8 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1 2 3 4 5 3x4= 6 7 B • • a �� ., a ., e 14 13 12 11 10 3x4= 3x6 =1.5x3 I I 1.5x3 II 3x6 = 3x4= I 5-10-2 1 6-5-2 17-0-2 I 13-1-8 1 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8.Edgej j5•0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) 1/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 Ina YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. <c00 PR Opt s6, NG[ EFi 'ot- 9 2i9c-89782PE / s 94/6 OREGON N. 4., 9 AIRY 16 kms. �k ,004:4 r-A UL I". EXPIRES: 12/31/2016 August 7,2015 t / ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. .. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. MT" 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 responsibilliiy of the -LL - , _. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I e fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/I I1 Quality Criteria.051-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 trims Heights CA 95a10 Job Truss Truss Type Qty Ply POLYGON R45125318 PL15-265_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 1427:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz_zUgzdln8lUAy?uO2red2b2xS 3e9YdYygBCt I 2-6-0 I I 1-8-6 I I 1-2-0 1 1 0-8.14 1 Scale=1:25.0 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 I I 3x4= 1.5x3 11 1 2 3 4 53x4= 6 7 8 \ _ — O • N IIIII e b b O 1Y]Xq13 12 11 10 • 3x4= 3x6= 1.5x3 I I 1.5x3 11 3x6 = 3x4= I 7-0-14 17-7-14 18-2-14 I 14-4-4 1 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— 14'0-1-8 Edge] [5:0-1-8.Edg6] LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Ina 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=2010/0,45=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=-071/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 0 PROpes <c� tiCi �G]NE 1) 5,o2 ct 89782PE c Ma 7 OREGON ©,, y tiyRY 1b 2 Q` PAULts EXPIRES: 12/31/2016 August 7,2015 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mick 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 responsibillity of the ,` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding �11ITek` fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPl1 QuaRy 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 Cirnw Height,CA scum 1 Job Truss Truss Type Qty Ply POLYGON R45125319 PL15-265 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 1427:35 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-sP0a7J?bF75UNxiU2uTERcbOn1PJnRM711u59ygBCs I 2-0-10 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 I Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 s e 0 N . .\-..... 1 10 8 1111� 1.5x3 II 1.5x3 =I 3x6 / 3x4= 3x4= I 2-3-10 1 2-10-10 1 3-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Edge].[3:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (lb)-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. EOPRQ --0s ick 4��']NEe•) ip* ct 89782PE r v -yam !REGON EXPIRES: 12/31/2016 August 7,2015 e 4 ®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 Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. iill Applicabiffy 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 stabifty during construction is the responsibility of the- !Ariel(' - - erector.Additional permanent bracing of the overall structure B the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TP11 Quaily Criteria,DS11-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Canrt Uoignf`r:A 9561 n Job Truss Truss Type Qty Ply POLYGON R45125320 PL15-265_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKotyJvgB-KbZyLe0DOREL 5Hgcb?Tzp75ORe4WpBHXyefiQygBCr 1 2-6-0 { 2-1-12 I I 1-2-0 I I CI-9-8 I 2-3-0 I 1 1-2-0 1 1 1-4-0 1 1-6-0 1 Scale=1:27.6 1.5x3 II 3x5= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e 0 e e e e e e e • 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4= 12-10-12 I 4-10-12 15-5-12 16-0-12 1 11-6-12 12-3-12 1 1 15-11-12 4-10-12 0-7-0 0-7-0 5-0-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X Y)— [7:0-1-8.Edge]L12:0-1-8.Edge].[15'0-1-8.Edge).06:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress 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. � t q PRoF-sS <c� ��GIN�fi6) fQ2 `x' 89782PE <' . 7.:If ill - •REGON ft,40 96 k -AUL a,(' EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �u 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 responsibillify of the �T * erector.Additional permanent bracing of the overall structure is the responsibiiiiy of the building designer. eR.For general guidance regarding 1 ' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quality Criteria,DSB-B9 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 clinic Heightc CA 9Sfit0 1 Job Truss Truss Type Qty Ply POLYGON R45125321 PL15-265_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 1427:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLeODOREL_SHgcb?Tzp7BaRIZWujHXyefiQygBCr 1-9-14 I I 1-2-0 I I 0-8-14 I I 2-6-0 I Scale=1:17.6 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 • • s 0 N • 11 to 9 8 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4 = I 2-0-14 12-7-14 I 3-2-14 I 9-4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y1— 120-1-8.Edge] [3:0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud 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 Ina YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. -Rt0 PR Opts VIGt NF�c� dr©. 4 89782PE T- "7_, ?y 43 $77 OREG©N a's ir job .A0 EXPIRES:12/31/2016 August 7,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-74T3 rev.02/1612015 BEFORE USE. . Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,YI Bl,. fabrication,quality control,storage,delivery,erection and bracing,consul ANSI/fPl1 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 [`kn,c Heights cA 05810 Job Truss Truss Type Qty Ply POLYGON R45125322 PL15-265_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 1427:37 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgBon7KY_1 mIMCcFst9JWiW1 gL6r9OFOJQIcNCEsygBCq I 2-5-0 I 1 3x4= 2 1.5x3 II Scale=1:8.7 ■ I � ■ 0 N 1 I Mg-4g 4 Nil 3 1.5x3 II 3x4= I 2-8-0 I 2-8-0 LOADING(ps() SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) 0.00 4 """" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.01 3-4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=112/0-4-4,3=112/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ED PR Oft t..V. EF/i' ✓% 2 8.782PE r".` i 7 OREGON �'� �. 9-lk PA lit 0 EXPIRES: 12/31/2016 August 7,2015 1 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. « Design void for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mill Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the �/j��B ,,F! -_ - - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTeR - . fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteda,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 Cnnic Heightc CA 95610 Job Truss Truss Type Qty Ply POLYGON R45125323 PL15-265 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 1427:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-1-1_hjmK1TY2U3EPR3j01x3EDPHFK3JYZ G71mJygBCp I 2-6-0 1 2-1-12 I I 1-2-0 I I 0-9-8 1 2-3-0 I I 2-3-0 I I 1-74) I I Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • a / o oi N - e s e e e e 1 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 I I 4x4= 3x4= 12-10-12 I 4-10-12 15-5-12 F-0-12 1 11-8-12 12-3-121 I 16-2-8 1 410-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)— [7:0-1-8.Edge] [12:0-1-8.Edge] [15:0-1-8.Edge1,[16'O-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud 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 Incl YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2402/0,3-4=2402/0,4-5=2402/0,5-6=-2764/0,6-7=-2764/0,7-8=-1993/0,8-9=1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=636/0,2-17=1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=512/0, 9-11=1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. &1 cp PROpts 89782PE 7- / ism 17 OREGON ,`�' 4 EXPIRES: 12/31/2016 August 7,2015 f I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02!16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �Y 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 IYI 1 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 QuaHly 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 rimes Heights,cA oceio Job Truss Truss Type Qty Ply POLYGON R45125324 PL15-265_UPPER F10 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 1427:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1TY2U3EPR3j01x3EDXVFVF_gWZ G7lmJygBCp 0-6-4 i I 2-4-12 I 1 3x4 = 2 3x6= 3 1.5x3 I Scale=1:8.7 Ma/1.111= 0 N ■ BRINE' =% ■fir MIT 1.5x3 II 6 5 10•,-.111111111111141 4 3x6= 3x4= 0-7-12 (-9-4 3-5-0 I 0-7-12 1-B 2-7-12 LOADING(ps1) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 5 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.00 4-5 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.07 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=414/0-5-8,4=56/Mechanical Max Uplift4=-27(LC 3) Max Grav5=414(LC 1),4=98(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=264/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)180 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) ED P R OF tI)—So S Concentrated 4-6=-8,(bcGIN /p. Vert:1=180(F) �? ` 89782PE • 9 OREGON ©'t"�„ �1, �9. RRY 1b 2 pA ULA EXPIRES: 12/31/2016 August 7,2015 A WARNING-Verify design parameters and READ NOTES ON 774IS 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 responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 MTek -- - - -- fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Guile 109 Canrc Heightc CA 55R1 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. Damage I (Drawings not to scale) Dama e or Personal Injury MEDimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0'1/16" wide truss spacing,individual lateral braces themselves 1- 1.1.21.12111L\IIIPINPAI41 may require bracing,or alternative Tor I O bracing should be considered. 1111111411ip 3. Never stack exceedmaterials theon designInadequately loadingbraced shown andtrusses.nver a e 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate z` C6-7 C5-6 0 designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 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,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that specified. �! Indicated by symbol shown and/or by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, • or less,if no ceiling is installed,unless otherwise noted. BEARING �or 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. MINIM reaction section indicates joint ® t number where bearings occur. 17.Install and load vertically unless indicated otherwise. l Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words ir Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTelk6isnotsufficient.BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 281-V I. 4'-O � 22W" 1 NI MINERS WSW U.N.O. GGE ` , T 8:12 8:12 G1 (4) 6` 637 _ • SJ1 ' el 14 4 4giq � SJ1 SJ2 .2:1t SJ2 SJ3 1113 I 51 CD c2 a. W $I 12.12 m (5) as J14 a. Nu. h T ii J20 12:12 V J3 J440 J7 (5; J5 N kJ8 (A > kJ6 (2) aP ti J5 J5 KI r- --- 12:1-r, - `" w —�� J4 LU �_ �/'�' ,E,±, �, 1-- J10 12: 2 J3 0LT;33 � " _ e ozwl,_ m Z O N W Jg �C��� V,,` J2 W L,oF¢ y ����1� ..cc ow m J8 J1 WW 03 ,.. o = Aryl l'�I��ilr�.,v+� " NIP Z Z VVI .mom SJ1 Ami ii 1 4:1t 1Z o `L,o l-..X a ® CONFORMS TO DESIGN CONCEPT y ENTRY RIGHT 2 2 Vf Z z 8 o,N N d. ❑ CONFORMS TO DESIGN CONCEPT WITH m 0 o Q O 3 c� a co REVISIONS AS SHONRICANT lr 0 O— V z z y 121-6"1_ rye y �zwaw ❑ NON-CONFORMING-REVISE AND RESUBMIT ro, 11��1'T9.5 1/L I Z Z N Z u7—i `"> J THIS SHOP OP,A'WING WAS BEEN RElIEAED FOE GENERAL LONFOAIAFCT ill O O W O p wo o B o C WITH THE DESIGN CONCEPT ONLY AND GOES NOT RELIEVE THE U U Z y U 2 H L FARR:CATNIP VENOCH OF RESPONSIBILITY FOR CCNFORGGGNCE WITH TEE LY�+ OVER TO ALA'AND SPECIFICATIONS ALL OF VERIFY HIVE PRIORITY . 18'-61 w , 0 ❑ ❑ §LL Q a m OVER THIS SHOP E9AtWING. CONTRACTOR SHALL VERIFY ALL PIIiYYs. r�- 4: Y3.C11a.1a P.POE,. Date:Febr..ary II.}G:D CT ENGINEERING INC B Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 08/10/15 PLACEMENT NLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-I: DRAWINGS FOR ALL FURTHER NON-TRUSS FIN umber 7-D NH GABLE AT GARAGE ENTRY RIGHT DES IGNERENGNE BRO IFICORD 3,1 RESPONSIBLE FOR ALLPLAN: DRAWN BY.' REVISION-2: TO TRUSS CONNECTIONS.BUILDING 7-D / D GABLE G Rt GGD BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL A C Q.M P A N Y T +eS DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ``s 0.115"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. ler MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-D NH GABLE AT GARAGE 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: K1345903 thru K1345942 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. ,cO PRo F ;'s5� SGV NE i0 897$2PE 'c- -F,y OREGON Q's 4 August 10,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 24-08-08 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=( 0) 80 2- 8=(-730) 1837 3- 8=( -170) 250 2x6 KDDF #1&BTR T2 2- 3=(-2843) 871 8- 9=(-858) 2138 8- 4=( -65) 768 SC: 2x6 KDDF #1&13TR LOADING 3- 4=(-2678) 900 9-10=(-642) 1513 8- 5=( -474) 371 WEBS: 2x4 KDDF STAND; LL - 25 PSF Ground Snow (Pg) 4- 5=(-1856) 693 5- 9=( -657) 465 2x4 KDDF STUD A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1911) 736 9- 6=( -161) 1156 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 24'- 8.5" V 6- 7=( -126) 150 6-10=(-2571) 1014 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 24'- 8.5" V 10- 7=( -394) 273 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -647/ 2486V -175/ 306H 5.50" 3.98 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 8.5" -984/ 2651V 0/ OH 5.50" 4.24 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 ** For hanger specs. - See approved plans 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 = -0.059" @ 13'- 3.8" Allowed = 1.190" MAX TL CREEP DEFL = -0.118" @ 13'- 3.8" Allowed = 1.586" MAX HORIZ. LL DEFL = -0.023" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.035" @ 24'- 5.0" 7-11-11 16-08-13 Design conforms to main windforce-resisting ,1' j' 1' system and components and cladding criteria. 3-11-08 4-00-03 5-04-02 5-06-09 5-10-01 f T 4597.309 ' T f Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 load duration factor=l.6, 12.00 P7 .7M-6x6 -M-6x6 M-3x6 Truss designed for wind loads q6 7 n the plane of the truss only. 4IIYa !! l -,013x8 0.25" M-4x6 M-7x8(S) b 0708 1 8-05-10 y 78-07-06 b • - ' - CSGN-• , /p *1-00 24-08-08 `` 17 89782PE JOB NAME : 7-D POLYGON 7-D NH - Al - - Scale: 0.2535 ..,• /'+ r�,�. 4111. WARNINGS: GENERAL NOTES, unlessotherwise noted: "'ls ©f9 Elm©N 4, a.,�_ 1.Builder anderection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an individual /� !�M" "1(. Truss: Al and Warnings before construction commences building component Applicability of design parameters and proper !. 2 2x4 compression web bracing must be installed where shown+. Incerporaban of component is the responsibility of the building designer. 1,' if `- s� 3.Additional temporary bracing to Insure stability during construction P.Design assumes the respectively and ballots chords to be throughouty braced at IA }r ` E the responsibility of the erector.Additional t bracing of 7 o c and at 10'o csuch as plunless braced their length by "'�( po ypermanent continuous sheathing as plywood sheathing(TC)and/or drywall(BC). I� AA UL. it ,' - DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �'1 kJ Ate. 4.No load should be applied to any component until after all bracing and 4.Installation of Iron Is the responsibility of the respective contractor. SEQ. : K 13 4 5 9 0 3 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-o rosive environment, TRANS ID: LINK design loads be app led to any component and are afossrumefullbe bearing of9aus supportswedge 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6 Design lullbearn tall shown.Shimorwed f EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. AUgUS`10,2015 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPINJfCA In SCSI,copies of which will be fumished upon request. lines coincide web joint center lines. 9.Digits Indicate sue of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-1218) 370 1- 8=(-565) 881 2- 8=( -205) 200 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-1086) 404 8- 9=(-423) 891 8- 3=( -105) 453 BC: 2x6 KDDF #1&BTR 3- 4=( 0) 0 9-10=(-300) 639 8- 5-) -289) 90 WEBS: 2x4 KDDF STAND; LOADING 3- _736) 331 5- _ -228) 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -789) 324 9- 6=( -118) 556 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -127) 149 6-10=(-1049) 376 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 10- 7=( -157) 90 BC LATERAL SUPPORT <= 12"00. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 1045V -165/ 291H 5.50" 1.67 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 8.5" -179/ 1078V 0/ OH 5.50" 1.72 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans LOND 2: Design checked for net(-5 psfl uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.026" @ 13'- 3.8" Allowed - 1.190" MAX TL CREEP DEFL = -0.049" @ 13'- 3.8" Allowed = 1.586" MAX HORIZ. LL DEFL = -0.011" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.016" @ 24'- 5.0" 9-11-11 14-08-13 f Design conforms to main windforce-resisting 3-11-08 3-09-12 2-02-07 3-04-02 5-06-09 5-10-01 system and components and cladding criteria. 2 Wind: 140 mph, h=29.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 12.00 7load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 14_4x6 in the plane of the truss only. M-3x9 M-3x4 M-1.5x3 c" I c o M-1.5x3 0 o 0 I 0 I oo O -' I ii 0 1** 8 AIIIIIVA\yia\IIL 9 , • I M-3x4 M-3x8 0.25" M-3x410 M-7x8(S) ��t'VVO PRO-P y y y CG 4/7-07-08 8-05-10 8-07-06 3 ' • 0 y b 44r 24-08-08 JOB NAME : 7-D POLYGON 7-D NH - A2 Scale: 0.2363 '% .. ct+. e,(p� "I WARNINGS: GENERAL NOTES, unless otherwise noted, 174.OREGON - Truss A2 Builder and erection contractor should be adwsed of all General Notes 1.This design is based only upon the parameters shown and Is for an individual v�RY and Wam ngs before construction commences building component.Applicability of design parameters and proper 2 2x4 compression web bracing must be Installed where shown e. incorporation of component Is the responsibility of the building designer. �` 3 Additional temporary bracing to Mare stability during constructon 2.Design assumes the top and bottom chords b be laterally traced at a� V is the responsibility of the erector ars tonal permanent bracing of 7 ex.and at tE o.c respectively unless braced throughout then length by �J continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2i Impact bridging or lateral bating required where shown++ -SEQ. : Ki3 4 5 9 0 4 4.Na 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, TRANS ID: LINK design loads beapplied toany component. and are far drycontldan'afase. EXPIRES: 12/3112016 5.CompuTrus has no control over and assumes no responsibility for the O.Design assumes full bearing at all supports shown.Shim or wedge if August 10,2015 fabrication,handling,shipment and installation of com necegsary. smen components.yts. 8.Plates assumes ated on both faces of truss, 6.This design is furnished subject 10 the limitations set forth by 8.Plates shall be Mated on both faces at truss,and placed so their center TPI/WTCA in BCSI,espies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7,6.6-SP1(1 L)-E to.For basic connector plate design values see ES12-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1224) 488 1- 7=(-289) 938 7- 2=) 0) 277 5-10=(0) 279 BC: 204 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=( -871) 603 7- 8=(-289) 936 2- 8=)-476) 339 WEBS: 2x4 KDDF STAND 3- 4=( -589) 509 8- 9=( -57) 600 8- 3=(-340) 392 LOADING 4- 5=( -879) 609 9-10=(-216) 789 8- 9=(-189) 177 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1224) 989 10- 6=(-215) 791 4- 9=(-197) 401 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 5=(-980) 337 TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -162/ 1038V -302/ 3020 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5" -162/ 103BV 0/ OH 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. A 11-11-11 0-09-02 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 A A l MAX LL DEFL = 0.032" @ 13'- 1.8" Allowed = 1.190" 6-02-08 5-09-03 0-110-109 5-07-12 6-02-08 MAX TL CREEP DEFL = -0.055" @ 13'- 1.8" Allowed = 1.586" .( 4' T '1' 1' 4' MAX HORIZ. LL DEFL = 0.017" @ 24'- 3.0" 12 12 MAX HORIZ. TL DEFL = 0.026" @ 29'- 3.0" M-9x6 M-5x6 12.00V 3 a 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. ',D=. Wind: 190 mph, h=25.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 Yt a\ o M o O 1+. 7 8 9 10 *'8o 1 I M-3x4 M-1.5x3 0.25" M-1.5x3 M-3x9 o M-5x8(S) M-3x4 b b N PRO 6-00-12 5-07-12 ios-o4 5-06 6-00-12 �� � +y y N / � � 0 a 24-08-08 :J!82 E JOB NAME : 7-D POLYGON 7-D NH - A3 Scale: 0.2326 eWV / MEI WARNINGS: GENERAL NOTES, unless otherwise notetl OREGON t Builder and erection contractor should beadvised ofall General Notes 1.This desgnisbased onyupon the parameters shown and s for anindividual 11/OREGON Truss: A3 and Warnings before construction commences. building componentApplicability of design parameters and proper `! n1J i 2.2e4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the builsty ingbre tleslgner. if [� �y V 3.Additional temporary bating to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at v♦ RY 1-"�' is the res bit' f the erector.Addttional t f 2 o.c.and at 10'o.c.respectively unless braced throughout their length by responsibility permanent bracingo continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2<Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: El3 4 5 9 0 5 as enere are compete and at no time should any loads greater man 5.Design assumes trusses are to be used Ina non-corrosive environment. TRANS I D: LINK design loads be applied to any component Desand ign efor full condition"a e�supportswedge 5.ComWTrushas nocontrol over and assumes noresponsibility for the 6.De beann tallshown.Shim or if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 10,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed co their center TPINJTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) A This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#11510 LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 414 1- 9=(-397) 821 2- 9=(-273) 253 7-14=(-1323) 435 BC: 2x9 KDDF #158TR SPACED 24.0" O.C. 2- 3=( -981) 965 9-10=( -5) 16 9- 3=( -68) 392 19- 8=( -119) 68 WEBS: 2x9 KDDF STAND 3- 9=( 0) 0 10-12=( 0) 0 9-11=(-179) 692 LOADING 3- 6=( -633) 909 11-13=(-350) 957 3-11=(-101) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 13-14=(-346) 963 6-11=( -13) 316 BC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1029) 415 10-11=( 0) 52 TOTAL LOAD = 92.0 PSF 7- 8=( -98) 56 11- 7=(-380) 185 7-13=( 0) 257 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -228/ 1095V -234/ 282H 5.50" 1.67 RODE ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 24'- 8.5" -220/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) 0-09-02 1�_--,�/ ICON)), 2: Design checked for net(-5 osf) uplift at 24 "oc soacing. 11-11-11 0-U7- 2 8-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f f f f MAX LL DEFL = 0.038" @ 14'- 8.5" Allowed = 1.190" 5-00-12 A 4-09-08 2-01-07 2-01-07A 6-08-12 l 3-01-08 MAX TL CREEP DEFL = -0.058" @ 14'- 8.5" Allowed = 1.586" MAX HORIZ. LL DEFL = -0.016" @ 24'- 5.0" 10-00 MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" f f Design conforms to main windforce-resisting 4 6 components and cladding criteria. 12 12 system and 12.00 17 M-5x6 N 12.00 Wind: 140 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-4X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads . �� in the plane of the truss only. M-1,5x3 2 Ill M-5x10 M-1.5x3 A..ctrl ti 1 N o1 M o 1 ••••••••• - Hl 13 **14 I** 9 10 12 o M-1.5x3 1 M-3x4 M-3x8 M-1.5x3 M-3x4 M-5x8 J• l 1 , 1 b 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 b b b b 15-01-12 ti l 9-06-12 y S-d ROpe ' 16-01-08 0-11-12 8-07 y ` ' GN E- i'' 29-08-08 �.. `z` :9782PE 1°r" JOB NAME : 7-D POLYGON 7-D NH - A3V Scale: 0.1910 WARNINGS: GENERAL NOTES, unless otherwise noted C/,. • /, 1Truss A3V Builder and erection contractor should be edoised of all General Notes 1.This design sbased only upon teparameters shown and sfor anindividual 'It, ,,. and Wemmgs before construction commences building component Applicability of design parameters and proper -Y OREGON 2.204 compression web bracing must be installed where shown e. incorporation of component is the responsibility of the building designer. -v �4� 3 Additional temporary bracing tonsure stability during construction 2 Design assumes the lop and bottom sec braced to be lateralry braced at / s the responsibility of the erector.Additional permanent bracing of T o c and at 10 o c respectively unless throughout their length by , lE( DATE: 8/10/2015 me overall structure is the responsibility of the buildingdeo continuousImpact bridging laterlh as wrequirede where saw eerywan(Be) iAq, t f2 spans y goer. 3.201mpact bldg ng orlateml bracing where shown++ k.J T SEQ. : El3 4 5 9 0 6 4.Na 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, TRANS I D: L INK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Deslgnassumestullbeedngetallsupportsshown.Shlmorwetlgeit EXPIRES: 12/31!2016 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes drainagelo provided. August 10,2015 8.This design is furnished subject to the limitations set forth by e.Platess shall be locatedon on both faces t es of truss,end placed so their center TPINJTCA In SCSI,cepies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 327 1- 7=(-307) 816 2- 7-(-281) 269 9- 5-) -379) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-) -981) 378 7- 8-) -3) 16 7- 3-( -83) 343 5-11-) 0) 257 3- 9=( -633) 341 8-10-) 0) 0 7- 9-(-124) 637 5-12-(-1323) 341 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-1029) 321 9-11=(-262j 957 3- 9=( -88) 98 12- 6=( - TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -48) 56 11-12=(-278) 963 9- 9=( -25) 316 BC LATERAL SUPPORT <= 12"00. CON. DL ON BOTTOM CHORD = 10.0 PSF 8- 9-) 0) 52 TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"00 UON. FOR LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -151/ 1045V -233/ 281H 5.50" 1.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5" -149/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci>I1g. 9-11-11 4-09-02 6-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 f f f ,r f MAX LL DEFL = -0.031" @ 14'- 8.5" Allowed = 1.190" 5-00-12 4-10-15 4-09-02 6-10-03 3-01-08 MAX TL CREEP DEFL = -0.058" @ 14'- 8.5" Allowed - 1.586" ,r 1' 1' 1 f ' MAX HORIZ. LL DEFL = 0.015" @ 24'- 5.0" 12 12 MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" M-5x6 M-4x6 12.00712.00 Design conforms to main windforce-resisting 3 system and components and cladding criteria. �e 0 Wind: 140 mph, h=29.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1,5x3 z M-5x10 M-1.5x3 --/ 41111111116...0.1-1MIL-1„ 1111111 N : (h 1 � .9 11 *12 IKs "". � . , o M-1.5x3 M-3x4 1** 7 8 10 I o M-3x4 M- 3x8 M-1.5x3 M-5x8 J., y ,1 ) b ). 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 l y y yy y 15-01-12 9-06-12 y S O PROP- 16-01-08 0-11-12 8-07 y r,�' GINE 61� _.. b 24-08-08 • 89782PE v" JOB NAME : 7-D POLYGON 7-D NH - A4 Scale: 0.2398 ,14 ! WARNINGS: GENERAL NOTES, unless otherwise noted: `,a ©R_I=/,•© N. s.� 1 Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an Individual "�i� G ('y�� '1(_ Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper S T 2.2x4 compression web bracing mustbenstalled where shown* Incorporetion of component is the responsibility of the building designer. G��j'u * 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the fop and bottom chords to be N braced at 113 T • is the responsibilityf the erector Additional permanent bating of 2'o c and at 17 o c such as unless braced throughout their length by o continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). k �"AUL._ �� DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shown++ - SE K134 5 9 0 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. Q• fasteners are complete and at no time should any loads greater than 5.Design assumes Trusses are to be used in a Iron-certosive environment, design loads be applied to any component and are for dry condition'of use TRANS ID: LINK 6.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12/3112016 5.CompuTms hes no control over and assumes no responsibilityfor the awry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMlrCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Dlgos indicate size of plate in inches. MiTek USA,Ino./CompnTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-06-08 HIP SETBACK 3-05-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 16-06-08 GIRDER SUPPORTING 24-08-08 FROM 9-00-00 TO 16-00-00 1- 2=( 0) 80 2-10=( -742) 2862 10- 3=( -670) 2594 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4114) 1126 10-11=(-1324) 5000 10- 4=(-3296) 936 BC: 2012 KDDF #1&BTR 3- 4=(-2862) 818 11-12=(-1768) 6792 4-11=( -510) 2268 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-5240) 1480 12-13=(-1768) 6792 11- 5-(-2312) 608 LL - 25 PSF Ground Snow (Pg) 5- 6=(-6112) 1682 13-14=(-1512) 5880 12- 5=( -484) 2284 TC LATERAL SUPPORT <= 12"OC. CON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 5.0" V 6- 7=(-3874) 1054 14- 8=( -948) 3874 5-13=(-1238) 304 BC LATERAL SUPPORT 72"OC. CON. TC UNIF LL( 67.7)+DL( 19.0)- 86.7 PLF 3'- 5.0" TO 13'- 1.5" V 7- 8=(-5544) 1460 13- 6=( -486) 2168 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 13'- 1.5" TO 16'- 6.5" V 8- 9=( 0) 80 6-14=(-3096) 888 BC UNIF LL( 0.0)+DL( 27.1)= 27.1 PLF 0'- 0.0" TO 16'- 6.5" V 14- 7=( -900) 3576 NOTE: 2x4 BRACING AT 24"01 CON. FOR BC UNIF LL( 283.9)+DL( 193.0)= 476.9 PLF 9'- 0.0" TO 16'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TC CONC LL( 68.8)+DL( 19.3)= 88.1 LBS @ 3'- 5.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 68.8)+DL( 19.3)= 88.1 LBS @ 13'- 1.5" 0'- 0.0" -889/ 3254V -92/ 92H 5.50" 5.21 KDDF ( 625) OVERHANGS: 12.0" 12.0" ADDL. BC CONC LL+OL= 2757.0 LBS @ 8'- 0.0" 16'- 6.5" -1291/ 4972V 0/ OH 5.50" 7.96 KDDF ( 625) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Ig Join together 2 ply with 3"0.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 9" o n 1 row(s) throughout 2x9 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 3 row(s) throughout 2012 bottom chords, MAX LL DEFL = 0.043" @ 8'- 3.2" Allowed = 0.781" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.115" @ 8'- 3.2" Allowed = 1.042" MAX LL DEFL = -0.001" @ 17'- 6.5" Allowed = 0.100" Oe+ HANGER TO APPLY CONC. MAX TL CREEP DEFL = -0.001" @ 17'- 6.5" Allowed = 0.133" LOAD(S) EQUALLY TO ALL MEMBERS, MAX HORIZ. LL DEFL = -0.008" @ 16'- 1.0" MAX HORIZ. TL DEFL = 0.016" @ 16'- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. 3-04-11 9-09-02 3-04-11 l' T Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-04-11 2-01-07 2-09-02 2-09-02 2-01-07 3-04-11 (All Heights), Enclosed, Cat.2, exp.e, Mwexs(Dir), load duration factor=1.6, 488.10# 1' 486.10# '1 Truss designed for wind loads 12 12 in the plane of the truss only. M-4x8+ M-4x8 12.00 M-3x5 M-3x8 M-3x5 N12.00 4 S -6- M-5x16- - _ _ M-5x16 4,,,,\, ifr ,.. _ _ ,. _ _ _ _ _ _ _ ,., v „ 17 o c, tN 10 11 12 13 19 ' o 0 M-12x14+ M-12x20+ M-12x14+ M-12x20+ M-12x14+ o 2757# � � � � � 0.6 -. l )' b *�� , l b l 4 3-02-04 2-07-06 2-05-10 2-05-10 2-07-06 3-02-04 b l y y Hca t.�y�,i IV E�c� /�A- 1-00 16-06-08 1-00 z pe 89782PE t- JOB NAME : 7-D POLYGON 7-D NH - Bl Scale: 0.3432 4 OREGON' -try WARNINGS: GENERALNOTES, unlessomerwsenotetl • (• _ i.Builder and erection contractor should be advbed of all General Notes 1.This design abased only upon the parameters shown and is for an mdivldueI &��T l' Truss: B1 and Wamings before construction commences buudng component Applicability of design parameters and proper 2 2x4 compression web bracng must benstalled where shown+. 'ncorporeter etcomponent is the respen&blty efthe bub ng designer. 3 Atltl tional temporary bracing to Insure slabldy tlur ng construct on 2 Design assumes the top and bottom chords to be laterally braced at D - 5, - s the responsibility of the erector.Additional permanent bracing of 2 0.0 and at 10 on.respectively unless braced throughout their length by • •_4.0.L. DATE: 8/10/2015 the overall structure Is the responsibility ofthe buildingtlesi continuous sheathing such as plywood required sheathing(TC) drywall(BC). sponsi ydesigner. 3.2x Impact bridging or lateral bracing where shown++ SEQ. : El3 4 5 9 0 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss A the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, TRANS ID: LINK desgnbadsbeappledtoanycomponent. and are for'drycondition"of use EXPIRES: 12/31/2016 5.CompuTrushas nocontrol over and assumes noresponsibility for the 8.easignassumes full bearing atall suppodsshownShim orwedgeif August 10,2015 fabrication,handling,shipment and installation of components. n c sry. 7.Designaassumes adequate othieio provided. furnished6.This design is furnished truss,subject to the limitations set forth by 8.pWtes shall be located on both faces of antl placed so their center TPIMryCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate she of plate in Inches. MiTek USA,Ino./CofnpuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 78 2-5=(-82) 123 3-5=(-268) 113 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2-3=( -90) 83 5-6=( 0) 0 WEBS: 2x4 KDDF STAND 3-4=(-134) 32 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 1'- 0.0" -124/ 497V -44/ 77H 5.50" 0.74 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 10.9" -136/ 19V 0/ OH 1.50" 0.03 KDDF ( 625) 3'- 5.0" -52/ 35V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF 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" A 1-11-11 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 1. MAX LL DEFL = -0.016" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.021" @ 0'- 0.0" Allowed = 0.133" 12 MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.2" Allowed = 0.048" MAX TC PANEL TL DEFL = 0.012" @ 1'- 8.6" Allowed = 0.072" 12.00 17 MAX BC PANEL LL DEFL - 0.005" @ 2'- 0.5" Allowed - 0.075" MAX BC PANEL TL DEFL - 0.006" @ 2'- 0.5" Allowed - 0.100" "" MAX HORIZ. LL DEFL = -0.035" @ 1'- 10.9" MAX HORIZ. TL DEFL - -0.042" @ 1'- 10.9" M-1.5x3 ', 3 Design conforms to main windforce-resisting system and components and cladding criteria. �,� I 7I Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),N load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 2 o AIIIIIIIIIII I m ' 0 5� ��. M-3x4 M-1 5x3 I y l 2-05 b l l 1-00 3-05 'PROVIDE FULL BEARING:Jts:5,4,6C 0 P R OPE �- t�C3, 'NINE9 /6)' It 897$2PE v" • JOB NAME : 7-D POLYGON 7-D NH - BJ1 ' '7 Scale :0.6225 / .�� / WARNINGS: GENERAL NOTES, unless otharwse noted OREGON YJ 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�rj,l QN. Truss: BJ1 and Warnings before construction commences baling component Applicability of design parameters and proper ��yh'' C�&V r 2.2z4 compression web bracing must be installed where shown+. incorporation of component s me responsibility of the building designer. Cf '.NII v' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at i ' Is the responsibility f the erector.Additional t bracing f 7 cic and at 10'o c respectively unless braced throughout their length by pons yo permanen go continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). k rA 1L DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.7v Impact bridging or lateral bracing required where shown++ 1.1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 13 4 5 9 0 9 4a enere are complete and at no time should any loade greater man s.Design assumes trusses are to be used in a non-corrosive environment, fof use. TRANS ID' LINK design loads be applied to any component. andaressumesfor"dry onb ngata 5.CompuTrus has no control over and assumes no responsibility for the 6.De�gsssumesfullbearligataltsuppodsshown.Shimorwedgeif EXPIRES: 12/31/2016 m.-,. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BM,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 7.6.6(tL)-E 10.For basicconnenor plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 24-08-08 STUB HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #158TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2933) 926 1- 8-(-683) 1898 2- 8-(-167) 292 10- 5=) 0) 516 2x6 KDDF #160TR T2 2- 3=(-2768) 956 8- 9=(-805) 2259 8- 3=(-169) 908 5-12=(-1583) 627 BC: 2x6 KDDF #1&BTR LOADING 3- 9=(-1918) 729 9-11=( -24) 63 8- 9=(-687) 902 6-12=( 0) 404 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-2269) 926 10-12=(-817) 2269 9- 9=(-160) 229 12- 7-( -571) 1777 2x6 KDDF #2 A TC UNIF LL( 50.0)+OL( 14.0)- 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1385) 581 12-13=( -56) 99 9-10=(-791) 2222 7-13=(-2679) 915 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 20'- 4.5" V 6- 7=(-1999) 733 4-10=( -85) 19 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 20'- 4.5" TO 29'- 8.5" V 11-10=( 0) 126 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 24'- 8.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 466.7)+5L) 130.7)- 597.3 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC DON. FOR TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 20'- 4.5" 0'- 0.0" -632/ 2942V -176/ 229H 5.50" 3.91 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 24'- 8.5" -870/ 2757V 0/ OH 5.50" 4.41 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 ** For hanger specs. AND IRC 2012 NOT BEING MET. e,a rr a r g - See approved plans , a g. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.062" @ 11'- 11.4" Allowed = 1.190" MAX TL CREEP DEFL = -0.125" @ 11'- 11.4" Allowed = 1.586" MAX HORIZ. LL DEFL = 0.026" @ 24'- 5.8" 7-11-11 12-05-02 4-03-11 MAX HORIZ. TL DEFL - 0.042" @ 24'- 5.8" l' "r f f Design conforms to main windforce-resisting 3-11-08 4-00-03 3-11-11 4-02-02 4-05-12 4-01-04 system and components and cladding criteria. f f +597.30# TWind: 140 097.30# mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 12.00 M-3x8 M-3x4 N 12.00 load duration factor=1.6, 3 q 5 6 Truss designed for wind loads � Q� in the plane of the truss only. M-1., 5x32VAI17M4x6 m III co o o t: r10 'I 12 *13 ir�� II= � 1•* 8 9 11 o M-3x10 M-3x4 o M-3x6 M-3x8 M-7x8 M-7x8 0 M-1.5x3 b y l l l b 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 b • l 16-01-08 1 8-07 y -`d PRO-Fs 24-08-08 y •t'�j ,,`" I:I�41 / s`9782 P E JOB NAME : 7-D POLYGON 7-D NH - A5 Scale: 0.2519 , Vs WARNINGS: GENERAL NOTES, unless otherwise noted 1 �,. / Truss: A5 Builder and erection contractor should be advised of all General Notes 1 This design's based only upon the parameters shown and is for an individual -S A OREGON O� and Warnings before construction commences building component Applicability of design parameters and proper 7 V 2 2a4 compression web bracing must be installed where shown*. incorporation of component s Me responsibility of the building designer. �a 41 •. • . 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be ty braced at ( s the responsibility of the erector.Additional T 0.0 and at 10'o c respect very unless braced throughout their length by - pons dY permanent bracing of continuous sheathing such as sheathing(TC)and/orrywaRBC • {�, DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bddgrg or lateral bracing plywood where showd �Al � �` S4• 4.No load should be led tobracingrequ E K 13 4 5 910 PPany component until after all brat n and 4.Installation of s is the responsibility of the respective contractor. fasteners are complete end 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. S CompuTrushasnocontroloverandassumesnoresponsibiltyforthe B.Design assumes full beanngetall supports shown.Shim orwedge in EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. nemssa assumes 7.Design essllbadequate othfaceio rused. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIM?CA 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,Ino./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC Refer to CompuTrus rafter detail for complete specifications. HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 CHORDS: LOADING TOP CHORD LL + CL = 32.0 PSF 2X4-2 DF 1{1&BTR 11-02-04 400 T T M-3x6(5) PROVIDE SUPPORT 12 M-5x8 8.49 7 Irl M-3x6 M-3x6 M-3x6 M-3x8 o o P R are 89782 PE Vit" 1-07-02 11-03-12 7-00-02 �., 19-11 JOB NAME : 7-D POLYGON 7-D NH - AR Scale: 0.3519 Tv Sc14, ale: WARNINGS: GENERAL NOTES, unless otherwise noted' I 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 .El� ifA,�:� ��` Truss: AR and Warnings before construction commences. building componentApplicability of design parameters and proper 7 ` 2 Incorporation of component Is the responsibilityof the building designer. 2x4 compression web bracing must be Installed where shown 4. \ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to de laterally braced al P.A j f L CA` 2 ntic.n and sheathing hin.rsuch as ply sos braced(TC)and/or theirlength).by l•+f is the responsibility of the erector.Additional permanent bracing of continuous such as plywood sheathing(TC) drywall(BC). _ DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3 2a lisped bridging or lateral bracing required where shown++ K1345911 4.No load should be applied to any component until after all bracing and 4.Installation of truss h the responsibility of the respective connector. SE 4• : fasteners are complete and at no bine should any loads greater than 5.Design assumes trusses are to be used in a non conasve environment, EXPIRES: 12/31/2016 design loads be applied to any component. end are for"dry full bearing of use. TRANS ID: LINK pont, ty 6.Deelgnaryumesfullbearingatall auppodsshown.Shim orwedge If August 10,2015 5.Com Trus has no control over and assumes no rah bili for the fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTfus Software 6.2.3(1 L)-Z f0.For basic connector plate design values see ESR-1311,ESR-1988(MNek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-154) 86 3-9=( -49) 0 TC LATERAL SUPPORT <= 12"01. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 6.7" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 309V -58/ 170H 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 91V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 5.0" -130/ 191V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVFW LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.056" 12 MAX TL CREEP DEFL = -0.000" @ 3'- 11.7" Allowed = 0.074" MAX TC PANEL LL DEFL = 0.027" @ 2'- 1.9" Allowed = 0.283" 12.00 [ 3 MAX TC PANEL TL DEFL = 0.026" @ 2'- 1.4" Allowed = 0.425" MAX HORIZ. LL DEFL = -0.001" @ 3'- 4.3" MAX HORIZ. TL DEFL - -0.001" @ 3'- 9.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. 0 o O O f 5 110.- 1 M-3x4 1 1-00 3-05 0-06-11 'PROVIDE FULL BEARING;Jts:2,5,3 I 4'¢ ' PR 0 re e.3„ ttJG1.N��c"9 /•0 89782PE 17_, JOB NAME : 7-D POLYGON 7-D NH - BJ2 w_� �► Scale: 0.6043 Mir WARNINGS: GENERAL NOTES, unless otherwise noted: to.'.. OREGON i Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for anntividual ~' Truss: BJ2Sz and Warnings before censiructlon commences. building component Applicability Iry of design parameters and proper -iiI y. �+ 2 2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. def V 3.Additional temporary bracing to insure stability during oanstructan 2 Design assumes the top and bottom chords braced to be laterally braced at j }� xiii�! ', VIOS is the responsibility of the erector.Additional permanent bracing of T a c and at 10 o c respectively unless braced throughout their length by - DATE: 8/10/2015 the overall structures thereresponsibility of the building continuoussheathingor stchlbac as plywood required wheresown+tlrywall(BC) ur spans y g designer. 3.Zr Impact bridging or lateral bracing required where shown++ A SEQ.: K1345912 4.No bad should be applied to any component until after all bracing and 4.Installation of truss N the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK desgnloads beapplied toany component and areror^dryaonddon of 5.Com Trus has no control over and assumes no re 6 Design assumes lull bear n9 at allsupPortsshown.Shlmorwetlgei( pu responsibility for necessary. EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. AUg USI a 10,2015 6.This design is fumished subject to the limitations set forth by B.Plates shall be located on both faces of truss.and placed so their center TPIAV1CA in SCSI,copies of which will be furnished upon request. lines coincide ash joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-301) 299 3-4=( -76) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 302V -90/ 224H 5.50" 0.48 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 4.3" -187/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -59/ 74V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacifig. BOTTOM CHORD CHECKED FOR 1OPSF 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" 4 -7 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.3" Allowed = 0.283" MAX TC PANEL TL DEFL = 0.009" @ 1'- 8.3" Allowed = 0.425" 0 MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 Wind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. c Qo o f 0 M-3x4 1 J' 1-00 y 3-05 b 2-06-11 y •- Q PROP-.s. (PROVIDE FULL BEARING;Jts:2,5,3,9 .. to ��GIN /©�, :9782PE JOB NAME : 7-D POLYGON 7-D NH - BJ3 Scale: 0.4703 r Iv OREGON WARNINGS: GENERAL NOTES, unless otherwise noted: I ©RE-G ON �. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based ony upon the parameters shown and is for an individual Zfu �"" Truss: BJ3 and Warnings before construction cammencea building component Applicability otdesgn parameters and proper Yf 2 2s4 compression web bracing must be Installed where shown+. D ig resumes component is the responsibility of me building tleslgner. '1, LI h`I L G` "�"t 3.Additional temporary bracing to Insure stability during construction 2.Oesig a the lop and bottom chortle to be laterally braced at 7 `1/'F�T a7 is the responsibility the erector.Additional T a c andu at ea o c respectively unless braced throughout their length by 1 ofpermanentbracing ofcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �l\-UL t 1 ' `.. -- DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shown++ �'1 4.1 6� SEQ.: K 13 4 5 913 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-mrmshe environment, TRANS ID: LINK design loads be applied to any component andareassufor mew condition"ba of supports gel 5.CompuTrushas nocontrol over antlassumes noresponsibility for the 6.Design full lalisu ds shown.Shim or wedge f EXPIRES: 1213112016 necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIM?CA in BCS(,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,)nc./CompaTrus Software 7.6.6(1 L)-E 10.For basic connector plate dedgn values see ESR-1311,ESR-1088(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x9 ROOF #15HTR LOAD DURATION INCREASE = 1.15 BC: 2x9 RIDE' #1&BTR SPACED 29.0" O.C. 1-2-) 0) 80 2-6=(0) 0 2-3=(-937) 346 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-9=(-172) 90 BC LATERAL SUPPORT <= 12"0C. UON. 4-5=( -49) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 6.7" TOTAL LOAD = 92.0 PSF BEARING MAIC VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -8/ 288V -118/ 302H 5.50" 0.46 KDDF ( 625) 3'- 2.2" 0/ 31V 0/ OH 5.50" 0.05 NODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 9.3" -259/ 323V 0/ OH 1.50" 0.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 5.0" -144/ 180V 0/ OH 1.50" 0.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP FOND. 2: De s:on checked for net(-5 osf) uplift at 24 "no soaciilg. AND BOTTOM CHORD LIVE LOp DS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" 9 MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 7'- 11.7" Allowed = 0.056" MAX TL CREEP DEFL = -0.000" @ 7'- 11.7" Allowed = 0.074" )j( MAX TC PANEL LL DEFL - 0.007" @ 1'- 10.9" Allowed = 0.283" MAX BC PANEL TL DEFL - -0.005" @ 1'- 9.9" Allowed = 0.167" MAX HORIZ. LL DEFL = -0.005" @ 7'- 4.3" 12 MAX HOAR. TL DEFL = -0.005" @ 7'- 9.3" 12.00 Design conforms to main windforce-resisting 7 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 I co )) rn O f rdrilMI LI, O f O 1 M-3x4 J• y y y � © PR©Fe ' 1-00 3-05 4-06-11 d (PROVIDE FULL BEARING;Jts:2,6,3,9 I `: _ ,4GiN " 9 y.ly/ C (✓" :9782PE 7.....JOB NAME : 7-D POLYGON 7-D NH - BJ4 Scale: 0.3997 .® WARNINGS: GENERAL NOTES, unless othenvse noted: ZI 43 Truss: BJ41Bullderandectlsn contractor should be advIsed otall General Notes 1.This design sbased only upon the parameters shown and isfor anindividual 1:7 OREGON N- and Warnings before construct on commences. building componentApplicability of des gn parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ['yQ 2.Design assumes the top and bottom chords to be laterally braced al L'' 3.Additional temporary bracing to Insure stability during construction 114' 4. t. .1.- 1. (<5.4''� /q�Y 1 �[ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'oc respectNely unless braced throughout their length by T DATE: 8/10/2015 the overall structure Is the responsibility of Me building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC) - R� 4.No load should be applied to an 4.Installation Impact bridging or thterel prating tyf whpre showo+a - A,r, >7 (L_ SEQ. : K1345914ycomponent antl afiar ail brecng and 4. of truss ache responsibility of the respective contractor. v fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 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 necessary. assumes full bearing at all supports shown.Shim or wedge if fabrication,handing shipment and nstallation of components. ry L EXPIRES: 12/31/2016 6.This design is furnished subject to the limitations set forth by T.Plltissgn allbesadedoneothfageiopross,an August 10,2015 e.Plates shall be located on both faces of fuss,and placed so their center TPIANTCA In BC51,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 5.Digits Indicate size of plate In inches. 70.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC Refer to CompuTrus rafter detail for complete specifications. LUMBER SPECIFICATIONS HIP CORNER RAFTER 9-09-10 FOR 3-5-0 SETBACK LOAD DURATION INCREASE = 1.15 Truss designed for 9x2 outlookers. 2x4 let-ins of the same size and grade as structural top CHORDS: LOADING chord. Insure tight fit at each end of let-in. 2X4-2 DF #1613TR TOP CHORD LL + DL = 32.0 PSF Outlookers must be cut with care and are permissible at inlet board areas only. 4-00 T 12 8.49 P" PROVIDE SUPPORT 12 8.99 F77 M-5x8 11 M-3x,,6 M-3x6 �� M-3x6 M-3x8 /- M-1.5X9 M-1.5X9 OR EQUAL AT NON-STRUCTURAL MEMBERS. I � O ckco P °P .s y y y y t' *�GIN �9 0 1-07-02 9-09-10 6-10 CC. 89782 PE r- - r 13-02-12 J JOB NAME : 7-D POLYGON 7-D NH BR Scale: 0.4868 -. WARNINGS: GENERAL NOTES, $ n °nleathesenetetl 17 OREGON Q'* /. Builder and erection contractor should be advised of all General Notes 1.This design is bawd only upon the parameters shown and is for an individual ' LS{A'. Truss• BR and Warnngs before construction commences building componentApplicability of design parameters and proper I 71-5 • ncorporebon of components the responsibility of the building designer. • 2.2x4 compression web bracing must be installed where shown a. 2.Design assumes the top and bottom chords to be laterally braced at R 3.Additional temporary bracing le Insure stability during construction T o.c.and at 10 o.c.respectively unless braced throughout their length by ."5 k,1 is the responsibility of the erector.Addlbonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2 015 the overall structures the respons b IRy of the building designer. 3.2r Impact bridging or lateral bracing required where shown i e SE K 13 4 5 915 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. 4• fasteners are complete and at no time should any loads greater than 5.Deagnsaaumeatm°°esar°b°°eaedl"°"°n_�a^° ,°°""ro"ma"t' EXPIRE 12!3112015 design loads b°applied to an 1. and are for"dry condition"of use. TRANS ID: LINK gn pp any 8.Design assumes full bearing at all supports shown.Shim or wedge if August 10,2015 5.CompuTrus has no control over and assumes no responsibility for the scary, 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/WFCA In SCSI,copies of which will be lumished upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For base connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C 1.00 (-939) 1626 3-10= 179 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-10= q- ) 294 BC: 2x6 KDDF #1&BTR 2- 3=(-2523) 714 10-11=(-966) 1766 10- 4-) -68) 697 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2356) 749 11- 8=(-367) 1633 10- 5=(-362) 285 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1622) 580 5-11=(-342) 275 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1631) 584 6-11=( -58) 677 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 14'- 0.0" V 6- 7=(-2367) 749 11- 7=(-173) 295 TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 14'- 0.0" TO 22'- 0.0" V 7- 8-(-2539) 720 BC UNIF LL( 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 22'- 0.0" V 8- 9-( 0) 80 NOTE: 2x9 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+OL( 130.7)= 597.3 LBS @ 8'- 0.0" TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 19'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -523/ 2299V -217/ 217H 5.50" 3.60 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -527/ 2257V 0/ OH 5.50" 3.61 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci,1g. 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 = -0.046" @ 11'- 0.0" Allowed = 1.059" 7-11-11 6-00-10 7-11-11 f / MAX TL CREEP DEFL = -0.092" @ 11'- 0.0" Allowed = 1.406" f MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 4-00 3-11-11 3-00-05 3-00-05 3-11-11 4-00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 597.306 T 597.30# MAX HORIZ. LL DEFL = 0.008" @ 21'- 6.5" 12 12 M-4x6 M-4x6MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" 12.00 17 M-3x4 12.00 Design conforms to main windforce-resisting pp 5 system and components and cladding criteria. 111111 C 0� Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 M O M o : /74Emmumommimmimmim-- ii -mmmm•immimmimmommig--- \ 1:-, O M-3x6 M-3x8 M-5x6(S) M-3x8 M-3x6 • 0 y y y y 7-08-08 6-07 7-08-08 y y ,. F R Q.s10-00 12-00 ,<''t, F �yl l • -. *GNE- !i-0022-00 1-00 C� ' ' C.''.:0 � � 89782PE .rr"` JOB NAME : 7-D POLYGON 7-D NH - C1 • % Scale: 0.2557 _, ((''��cc((++� WARNINGS: GENERAL NOTES, unless on the ise parameters � ©f9 C17©� 1.and Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the pars meters shown and is for an individual �/ 4 Truss: Cland Warnings before construction commences building component Applicability of design parameters and V_ proper 2 2x4 compression web bracing must be installed where shown�. nceryoration&component Is the responsibility of the building desgner. 7r. �� Y 1 2 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the top and bottom chordsbraced be laterally braced en Is the respons b Irty of the erector Additional permanent brat ng of 2'o c and at 10 o c respect ply unless braced throughout their length by ` DATE: 8/10/2015 the overall structurals the responsibility of the building designer. continuous sheathing such as plywooduitedlnereshnd/or drywall(BC). t� 4.No load should be applied to ancomponent until after all bracing 3.20 Impact bridging or lateral bracing required the where shown t A/4 U L - SEQ. : K 13 4 5 916 pP y g 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 anon-mrtoslve environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'of use. 5.CompuTmshas nocontrol over and assumes noresponsibility for the 8.Designassumeafullbeadngetalleuppoesshown.Shleorwedgeif EXPIRES: 12/31/2016 fabrication,handling,shipmentponen necessary. aothel:llanon sett is. 7.Designassumes adequate donbodrainage isprovided. August 10,2015 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,end placed so their center TPIMRCA in BCSI,copies or which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate in inches. 7 o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 80 2-12=(-163) 752 3-12=(-196) 181 BC: 2x6 KDDF #1&BTR SPACED 24.0" 0.0. 2- 3=(-1049) 364 12-13=(-101) 658 12- 4=(-141) 383 3- 4=( -887) 397 13-10=(-191) 652 12- 6=(-172) 130 WEBS: 2x9 KDDF STAND LOADING 4- 5=( 0) 0 6-13=(-1 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=) -565) 338 8-13=(-142) 382 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=) -565) 338 13- 9=(-196) 181 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=) -887) 397 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1049) 364 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 80 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX WORE ERG REQUIRED BRG AREA 9-11-11 AA 2-00-10 9-11-11 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I ,' 0'- 0.0" -241/ 1038V -220/ 220H 5.50" 1.66 KDDF ( 625) 22'- 0.0" -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 4-00 / 3-10-04 �2-01-07 1, 1x00-0�5 ,Iy 3-10-04 / 4-00 / 1-00-05 2-01-07 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 8-00 8-00 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7 12 MAX LL DEFL = 0.019" @ 11'- 0.0" Allowed= 1.054" 12 MAX TL CREEP DEFL = -0.035" @ 11'- 0.0" Allowed = 1.406" 12.00 7 N 12.00 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" M-4x6 M-4x6 MAX HORIZ. LL DEFL = 0.007" @ 21'- 6.5" M-3x4 MAX HORIZ. TL DEFL = 0.012" @ 21'- 6.5" G - 4S Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 V\II i III ., 0 Mo t �� r-e Ie _ N o = 1z e o M-3x8 M-3x9 0 o M-3x4 M-3x8 M-5x6(S) 1 l y 1 7-08-08 6-07 7-08-08 �f1,V PR©pp y y y tIs 10-00 12-00 • aNGNE - /0 y b l l � 1-00 22-00 1-00 89782PE ME : 7-D POLYGON 7-D NH - C2 �� JOB NA Scale: 0.2557 OREGON a� �. WARNINGS: GENERAL NOTES, unlessotherwisethenotetl & . 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is or an Individual .A} :8, A$ - Truss: C2 and Wam nga beforeconstruction commancea building component.Applicability of design parameters and proper 7S6 2 2x4 compression web bracing must be Installed where shown.. Design assumes • Incorporatioof component is the responsibility of the building designer. 11K1« 3.Additional temporary bracing to insure stability dudng construction 2.Design the top and bottom chords to be laterally braced at � A' t L 7 o.c.and at 10'o.c.respectively unless braced throughout their length by V is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown.. 4.No load should be applied to any component unto after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : K1345917 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, EXPIRES: 12/3112016 design bads be applied to any component. and are fssumeor"dry full bearingn. use. EX l-' C TRANS ID LINK pu pons ty 8.Design mesfullbearingatallsuppodashown.Bhimorwetlgelf August 10,2015 5.cam Traanaan000nwla�erandaaaameanarea ar manenecessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be boated en both faces of buss,and placed so their center TPI/WTCA in BM,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see Eon-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 8=(-93) 842 3- 6=(-377) 349 BC: 2x9 KDDF #16BTA SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1094) 254 8- 9=(-52) 551 8- 4=(-249) 614 3- 9=( -987) 431 9- 6=(-93) 715 4- 9=(-299) 614 LOADING 4- 5=( -987) 431 9- 5=(-377) 349 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1094) 254 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 80 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -187/ 1038V -307/ 307H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -187/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-00 11-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-07-10 5-04-06 5-04-06 5-07-10 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f f f ,r MAX LL DEFL = -0.028" @ 7'- 5.1" Allowed = 1.054" 12 MAX TL CREEP DEFL = -0.051" @ 7'- 5.1" Allowed = 1.406" M-4x6 12 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 12.00 17 N12.00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 4.0" 4 MAX HORIZ. LL DEFL = 0.013" @ 21'- 6.5" iq MAX HORIZ. TL DEFL = 0.019" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. -1.5x3 -.AL' ,--) o ,/// \\ M-3x4 M-3x4 M-3x5(S) M-3x4to b .J. .J. y 7-05-01 7-01-13 7-05-01 p b 10-00 y 12-00 l K„,:ik PNQ�Fsr ioo 22-00 1-00 �C t' 89782PE JOB NAME : 7-D POLYGON 7-D NH - C3 Scale: 0.2279 WARNINGS: GENERAL NOTES, unless otherwise noted:1 Truss C3 Builder and erection contractor should beadvised ofall General Notes 1.This design Isbased only upon the parameters shown and sfor anindividual ,_OREGON ^, and Wam ngs before construction commences building component.Applicability of design parameters and proper �Y n 2 2x4 compression web bracing must be Installed where shown a, Incorporation of component Is the responsibility of the laterally braced designer.91 �(� Yv 3 Additional temporary bracing to insure stabIM1y during construction 2.Design assumes the top and bottom chords to be laterally braced et � ` snide responsibility of the erector.Additional permanent bracing of 7 o.c and at 10 o c respectively as ply unless braced throughout their length by ` "'<( DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. continuous sheathing suchnlbracing plywood sheath shown s tlrywall(BC) h� f� 3.2x Impact bridging or lateral required Otthe where a eo 7`•' ,` SEQ.: K1345918 4.No load should be applied toany component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater then 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 far"dry condition"of use. 5 CompuTrushasnocontroloverandassumesnoresponsbiltyforthe 8.Design assumes full bearing at all supports shown.Shim orwedge if EXPIRES: 12/31/2016 fabrication.handling.shipment and Installation of components. necessary. 7.Plates shall b es adequate drainage es is trusse and August 1 0,2015 6.This design is furnished subject to the limitations set fang by S.Plates shall be located on both faces of trues,antl placed so their center TPIIWTCA In BC51,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./CompuTrns Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,E512-7988(Welt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 24-08-08 FROM 10-00-00 TO 16-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #148113 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-10=(-738) 3566 10- 3=( 0) 202 WE: 2x6 KDDF S1613TR 2- 3=(-5448) 1170 10-11=(-73B) 3564 3-11=( -176) 204 WEBS: 2x4 KDDF STAND; LOADING 3- 9=(-5199) 1226 11-12=(-706) 3548 11- 4=( -558) 2520 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4102) 1088 12-13=(-666) 3598 4-12=(-2030) 592 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-4104) 1088 13-14=(-930) 4728 12- 5=(-1474) 5530 TC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 6- 7=(-5268) 1248 14- 8=(-936) 4756 12- 6=(-2176) 634 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 283.9)+DL( 213.0)- 496.9 PLF 10'- 0.0" TO 16'- 0.0" V 7- 8=(-7246) 1588 6-13=( -612) 2622 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 16'- 0.0" TO 22'- 0.0" V 8- 9=( 0) 80 13- 7=(-1556) 434 7-14=( -530) 2578 OVERHANGS: 12.0" 12.0" ADDL: BC CONC LL+DL= 2651.0 LBS @ 8'- 0.0" ADDL: BC CONC LL+DL= 2442.0 LBS @ 18'- 0.0" BEARING MAX VERT MAX HORDBRG REQUIRED ERG AREA ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -955/ 4328V -306/ 306H 5.50" 6.93 RODE ( 625) Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -1276/ 5702V 0/ OH 5.50" 9.12 KDDF ( 625) nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9" ocin 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x9 webs, 9" oc in 2 row(s) throughout 2x6 webs. OND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-00A 11-00 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 4-01-12 9-00 2-10-09 2-10-04 4-00 4-01-12 MAX LL DEFL = 0.061" @ 14'- 1.7" Allowed = 1.054" f f AA f ' f MAX TL CREEP DEFL = -0.169" @ 14'- 1.7" Allowed = 1.406" MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed = 0.100" 12 12 MAX TL CREEP DEFL = -0.001" @ 23'- 0.0" Allowed = 0.133" M-4x612.00 12.00 MAX HORIZ. LL DEFL = -0.015" @ 21'- 6.5" 9.0" 5 MAX HORIZ. TL DEFL = 0.034" @ 21'- 6.5" ann HANGER TO APPLY CONC. yQ WARNING:TRUSS NOT PLATED SYMMETRICALLY. LOAD(S) EQUALLY TO ALL MEMBERS. MARK TRUSS PRIOR TO INSTALLATION TO ENSURE PROPER ORIENTATION AS SHOWN. Design conforms to main windforce-resisting system and components and cladding criteria. M-3x5 M-3x5 Wind: 10 mph, h= f t, TCDL=4.2,BC: : ASl ! ! :1F"Ir" , CE 7-10, rn , , Al ,,„' .. on ll HeihtEnclosed, Cat.2B, MWRS(Dir), ad durtiactor=l.6,Tuss deigfor wind loads the panthe truss only+-Laterllace to roof diapM-3x4 M-3x6 +-2x9 bacquired rr M-5x10 o .. . 1 . ren , eC‘ ", ,,,,, 10 11 12 13 14 8 .. 0 0 0.25" M-3x5 M-3x8 1 o M-5x10 M-1.5x3 M-6x8 0 • M7x8(S) � NG N /(.12651# +*c*2442# y l y y b � � 4-00 3-10-04 3-01-12 3-01-12 3-10-04 4-00p 1 l b y 89782P E 1-00 22-00 1-00 JOB NAME : 7-D POLYGON 7-D NH - C4 - Scale: 0.1932 i/ WARNINGS: GENERAL NOTES, unlessothenvse noted /OREGON �� �' 1.Budder and erection contractor should be advised of all General Nates 1.This designs based only upon the parameters shown and is for an individual 44}h ' Truss: C4 and Wamngs before construction commences building componentApplicability of design parameters and proper � Jr-- y 2.2x4 compression web bracing must be installed where shown«. I.:adoration of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Des tin assumes the lop antl bottom cthroughout their length be laterally braced at ,A LI L - 7 c.c.and at f O c.c.respectively unlessce bracedroughouegth by a the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structures the responsibility of the building des goer 3.2v Impact bridging or lateral bracing required where shown.. • 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. C SEQ. : K1345919 fasteners are complete and atnotime should any loads greater than 5.Design assumes trusses are tobeused nano"-cornosiveenvironment, EXPIRES: 6 TRANS ID• LINK design loads be applied to any component. and are for"dry condition of use.co8.Design assumes full bearing at all supports shown.Shim or wedge If August 10,2015 5.CompuTrus has no control over and assumes no responsibility far the bili ssary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is fumished 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 SCSI,copies of which will be tumished upon request. lines coincide with Joint center lines. 9.Digits indicate sae of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 CHORDS LOADING 2X4-2 DF #1&BTR TOP CHORD LL + DL - 32.0 PSF M-3x6(S) 11-02-04 T PROVIDE SUPPORT M-5x8 12 M-3x6 8.49 y y 4-02-03 M-3x6 M-3x6 M-3x8 M � G1NE S. y l l e 8 782 PE r` 1-07-02 11-03-12 • JOB NAME : 7—D POLYGON 7—D NH — CR 17-01-01 / Scale: 0.4082 i ('� (� WARNINGS: GENERAL NOTES, unlessothenvse noted -1,4, OREGON Truss: CR Builder and erection contractor should be advised of all General Nates I This design is based only upon the parameters shown and is for anndlviduaI and Warnings before construction commences building component Applicability of design parameters and proper ��Ll 2 2x4 compression web bracing must be nstalled where shown+. incorporation of component is the responsibility of the building designer. y T 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced atKI �2l s the responsibility of the erector.Additional permanent bracing of T o c and at 1 V o c respect very unless braced throughout their length by UL [` DATE: 8/10/2010 the overall structure is mere responsibility rine building des continuous sheathing such as plywood required ng(TC)and/or drywall(BC) spans ity o g gner. 3.2x Impact bridging or lateral bracing where shown++SEQ. : K 13 4 5 9 2 0 4.Na 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, TRANS ID: LINK design bads be applied to any component. and are for dry condition"of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes�ullbeadngatallsupportsshown.Shimarwedgell necessary. August 10,2015 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 B.Plates shall be located on both faces of truss,and placed so their center TPIANFCA in SCSI,copies of which all be furnished upon requestlines coincide with joint center lines. 9.Digits indicate sac of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1L)-2 10.For basic connector plate design values see ESR-1311,EBR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 634 8- 4=(-111) 492 WE: 2x4 KDDF STANDR WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 RIDE ( 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 1.-OND. 2: Denies rhenked for net(-5 nsf) uplift at 24 "oc spar.i;pg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. 5-09-04 5-02-12 5-02-12 5-09-04 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 6.00 M-9x6 ..6.00 Truss designed for wind loads 4.0" in the plane of the truss only. M-1.5x3 M-1.5x3 3 5 M M a' 1 8 ® I. 7 O cp 2 1 o M-3x9 M-3x9 M-3x5(5) M-3x4 M-3x4 0 .1 ), b 1' 7-06-03 6-11-11 7-06-03 y y fiy 12-00 10-0o �4 y 1' y •GNC �:... - / 1-0022-00 1-00 90 '.. ' =9-78.2 E JOB NAME : 7-D POLYGON 7-D NH - G1 Scale: 0.2557197 (+. WARNINGS: GENERAL NOTES, unless otherwise noted: ,a QREl7©N �` 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 F • r),- '1 fl� �.j..-. Truss: G1 and Warnings before construction commences. binding component Applicability of design parameters and proper !. • ) 2 2x4 compress an web bracing muss be installed where shown*. incorporation of components the responsibility of the building designer. „E/ 1/r_Q�'y 1y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at lA e a,r is the res 'bilR t the erector Addd enol ani bra f 2'o.c and at 1 O o c respectively unless braced throughout their length by (�`` pons yo perman tinge contnuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J- ,A LI. j s--" DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.9(Impact bridging or lateral bracing required where shown.. S E K 13 4 5 921 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • 4• • fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and are for dry condition-of use design loads be applied to any component TRANS ID: LINK 5.CompuTrushasnoconiroloverandassumesnoresponNNlityforthe 6.DeCsegs �umesfull bea ng at II ppo sshown.Shimarwedgelf EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BM,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,IDC.(CompuTrse Software 7.6.7(1 L)-E t0.For basic conceder 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 TC: 2x9 EDGE' #1&BTR LOAD DURATION INCREASE = 1.15 ( psf) uplift at 24 "oc spacig. Design conforms to main windforce—resisting BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, closed.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 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 IAC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UCN. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 11-00 11-00 12 6.00 IM-9x9 12 3 Q 6.00 rn I 2 4lI1I1IIiIIIIIj47 1 o / �� / // / �' 5 co M-3x5(S) O M-3x4 M-3x4 y y 12-00 10-00 l pPR. 1-00 ' - z2-00 C3'\... �'� � ,r � :49G7I8N:P E '' JOB NAME : 7-D POLYGON 7-D NH - GGE Scale: 0.3682 ® _ WARNINGS: GENERAL NOTES, unless otherwise noted Truss GGE 1 Builder and erection contractor should beadvised ofaNIGeneral Notes 1.This design is based only upon the parameters shown and sforanindividual a5? OREGON 1, and warn ngs before construction commences building componentApplicability Mdesgn parameters and proper Q 2.214 compression web bracing must be installed where shown+. incorporation of component is the responabllly of the building designer. 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the top and bottom chordsbrat be laterally braced at - V ` is the responsibtliy of the erector.Additional permanent bracing of re.c and at lir oo respectively unless braced throughout theirlengih by T '�( DATE: 8/10/2015 the overall structure N the responsibllty of the building designer. ZirconImpotsridging or oterlbac h as plywood required sheathing(TC)shown drywall(BC) �\, 3.2s Impact bridging or lateral bracing where shown++ SEQ.: K1345922 4.No load should be applied to arycoeporert until ass,all brecing end 4.InNallatlonoftrussisthe responsibility ofthe respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are(or'tlry condition"of use. 5 Com Trus has no control over and assumes no re 8.Design assumes full bearing alall supports shown.Shim orwedge if EXPIRES: 12/31/2016 pu responsibility for necessxry. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 8.This design is furnished subject to the limitations set forth by 8 Plates shall be located on both faces of truss,and placed so their center TPIANfCA In SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./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-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #165TH LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-9=(-35) 32 2-9=(-99) 81 BC: 2x9 KDDF #165TH SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x9 DF STAND; 2x4 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 92.0 PSF 1'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004" @ 2'- 9.0" Allowed = 0.159" MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" 3-00 / MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 1 MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" Design conforms to main indforce-resisting 12 system and componentsand cladding criteria. 4.00 Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 RI N 1 r 0 1 L ,I of /- 5NEMN ►�. 0 M-3x8 M-3x6 M-1.5x3 l y 3-00 y 4-00 y • � ltd PROs s6-i • 89782PE •JOB NAME : 7-D POLYGON 7-D NH - E1 V sr a. Scale: 0.6150 6i` ©REG©N a*� WARNINGS: GENERAL NOTES, unless otherwise noted. 4� +/,'� lam "-• 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for anindividual v -` Truss: El and Warnings before construction commences bolding component Applicability of design parameters and proper st '\. 2 2x4 compression web bracing must be installed where shown-t. incorporation of component Is the responsibility of the building designer. /{��_ ` ll1C- 3 Add t onal temporary brat ng to Insure stabil ty during construction 2.Design assumes the top antl bottom cIt rtls to be laterally bracetl at 1 r,-.• R`. is the responsibility I the erector.Additional t bracing ( 7 o.c.and at la a.c.respectively unless braced throughout their length by a- ponsi y o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown e o SEEl3 4 5 92 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4• 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 beapplied loany component. and Design ssdrycollbea of use. EXPIRES: 12/3112016 5.CompuTrus has no control over and assumes no responsibility for the 8.neecesssaysumesfullbeedngatallsuppadsshown.Shimorwetlgei! August 10,2015 fabrication,handling,shipment and installation of components. ry. 7.Petignassumescaeduonedrainage is provided. 6.This design Is Nrnished subject to the limitations set forth by g,Plates shall be located on both faces of truss,and placed so their center TPI/WVICA 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,Ina./ConlpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1371.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2-(-29) 14 1-3= BC: 2x4 KDDF ((16BTR SPACED 24.0" O.C. (OJ 0 WEBS: 2x4 DF 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 PIF 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) JT 1: Heel to plate coiner = 5.25" 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - e - - - - - -- =0-- 9- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.004" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed - 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL - 0.008" @ 2'- 5.6" Allowed - 0.183" MAX TC PANEL TL DEFL - -0.010" @ 2'- 7.0" Allowed = 0.274" MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" 12 Design conforms to main windforce-resisting 4.00 ° system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I N - O - 0 , I N f in O _ I F -- O 4 ` 3 M-3x8 M-3x6 y 3 0o y Iii„ .0 PROpe. 4-00 'PROVIDE FULL BEARING;Jts:4,3,2 I s 9 782 P E ��C. JOB NAME : 7-D POLYGON 7-D NH - E2 Scale: 0.9959 �C ' WARNINGS: GENERAL NOTES, unless otherwise noted. 17 OREGON©IEG©N ^` �. Truss: E2 1.Builder and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown ands far an individualK V �}, end Wamngs before construction commences building component Applicability of design parameters and proper 41;51' >r,1 Fi�/ .A may" 2 2x4 compression web bracing must be installed where shown«, incorpoaeSa of component else responds beoflaterally the bulking deagner. T l 3 Additional temporary bracing to Insure stability during 2.Design assumes the top and bottom chords to braced at ^ ,o,,-.1 g g construction2 o c and at 10'o c respectively unless braced throughout their length by 7" {` w the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)heres and/or drywall(BC) _ DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown««SEQ. : K 13 4 5 92 4 4.Ne 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, TRANS ID: LINK desgnloatlsbeappled oanycomponent and are for"dry condition"of use. EXPIRES: 12/31/2016 5.Com Trus has no control over and assumes no res 8 Designassumesfullbeanrgatallsuppodsshown.Shimorwetlgeif August 10,2015 pu responsibility for necessary fabrication,hantllmg,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIWTEA in SCSI,copies of which will be furnished upon request. been coincide with joint centerlines. MiTek USA,Inc./Com uTrus Software7.6.6(1 L- 9.Digits Indicate sae of plate in Inches. P )E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 80 2-4-(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-18) 85 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -50/ 287V -32/ 99H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -165/ 179V 0/ OH 1.50" 0.28 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 0.0" Allowed = 0.197" MAX TC PANEL TL DEFL = -0.008" @ 1'- 1.5" Allowed = 0.220" MAX BC PANEL LL DEFL = 0.013" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.081" @ 4'- 4.8" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 17 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 -/ Truss designed for wind loads in the plane of the truss only. 0 woo, M ./.- oV I N o M-3x4 1 )' 1 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 -57 :9782PE 1--- JOB JOB NAME : 7-D POLYGON 7-D NH - Jl ./ Scale: 0.6125 i®/ 'a WARNINGS: GENERAL NOTES, unless otherwise noted: F!�OREGON'E 4 1 Builder and erection contractor should be advised of all General Notes 1.The design is based only upon the parameters shown and is for an individual "�! ti Truss: Jl and Warnings before construction commences. building component.Applicability of design parameters and proper nt 2 2s4 compression web bracing must be Installed where shown x. incorporation of componeis the responsibility +cI of the building tleslgner. ���'. 4Z'Atltltonel temporary bracing to nsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 3. r` is the responsibilityf the erector Additional t bracing I T o c and at l0 o c respectively unless braced throughout their length by opermenen g o continuous sheath ng such as plywood sheath ng(TC)and/or drywall(BC), - -(}1 t l �s DATE: 8/10/2015 the overall structures the respons b lity of the building designer. 3.2i Impact bridging or lateral bracing required where shown++ �l k.1 L SEQ.: K 13 4 5 9 2 5 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. Dntlgr assume��dbon of use. �/n �] 12/3112016 q a CompuTrus has no control over and assumes no responsibility for the 8.Dee full bearing al all supports shown.Shim or wedge if EXPIRES. 1 2/71 1201 6 scary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAA/TCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,IDC./CorepuTms Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-9=(0) 0 BC: 2x4 KDDF dl&BTR SPACED 24.0" O.C. 2-3=(-90) 113 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -3/ 358V -61/ 161H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -198/ 181V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 72V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciig. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" 3-11-11 MAX BC PANEL LL DEFL = -0.026" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.044" @ 2'- 2.3" Allowed = 0.503" 3 MAX BC PANEL TL DEFL = -0.122" @ 4'- 1.4" Allowed = 0.472" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 12.00 V 01 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. I vl, o I N O f M-3x4 1 .1. y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 � ,�� V P R OF4s,c' 83782PE T: JOB NAME : 7-D POLYGON 7-D NH - J2 /�G% Scale: 0.5625 ir /�/ Billf WARNINGS: GENERAL NOTES, unless otherwise noted. Truss J2 1.Builder and erection contractor should beadvised ofall General Notes This design is based only upon the parameters shown and sfor an individual -y, OREGON N. and Warnings 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 responslb lily of the building designer. q� � 3 Additional temporary bracing tonsure stability during construction 2 Design assumes the lop and bottom chortle to be laterally braced et �+a s the responsibility of the erector.Additional permanent bracing of T o c and at 10'o c respectively unless braced throughout their length by �'j ` DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such l bracing plywood re dreg where shown a tlrywall(BC) /'1 Q 3.to Impact of truss ng or lateral required where shown++ - ,.- DATE: SEQ. : K 13 4 5 9 2 6 4.No load should be applied to any component until after all bracing and 4.Instaldtion of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any componeM and arerordryeontllon^or use 5 CompuTrushas nocontrol over and assumes noresponslbldy for the 6 Deamg a�umesmllbearingal all suppodsshown.Shim orwedge i( EXPIRE 12/31/2016 fabrication.handling,shipment and installation or components. ry, 8.This design is furnished subject to the limitations set forth by 7.Designassumesbeacdedooteoth facenage s of truss, August 10,2015 8.Plates shall bejoint located on both faces of hues,antl placed so their center TPIMRCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 - 9.Digits indicate she or plate In Inches. 1 LE p ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 80 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-149) 154 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 422V -90/ 224H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -193/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 121V 0/ OH 5.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 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 5-11-11 f 'I MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" 3 MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL - 0.249" @ 3'- 2.0" Allowed - 0.524" 0 MAX BC PANEL TL DEFL - -0.229" @ 4'- 1.4" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, :11' Truss designed for wind loads I in the plane of the truss only. o 0 O f 0 M-3x9 1 1-00 a-oo ((••'� t �y PROVIDE FULL BEARING;Jts:2,3,9 I �s`J f\'{"'y']�pN�[y e /j{r 17 ':J!82 f L JOB NAME : 7-D POLYGON 7-D NH - J3 -..... Scale: 0.4574 i®/ / OMR WARNINGS: GENERAL NOTES, unless otherwise noted: ©1']�('*.©� }� 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual S. G t� �.., Truss: J3 and Wammgs before construction commences Witting componentApplicability of design parameters and proper �J !` • 2 2 204 compression web bracing must be Installed where shown+ Design assn of component Is the mspo chords responsibility of the buildingbra designer. 7 r4 R y A 3 Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom css brat be laterally braced at 1 is the responsibility f the erector.Additional t bracing f Tac and al1tl hin respectively unless braced throughout theirlength by /� pons ItY o Pennanen g o continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC). � Aq� \ DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K1345927 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• : fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosNe environment, i n loads be applied to an t. and are for'dry condition of use design TRANS ID• LINK 9 pP any 8.Design assumes full bearing at all supports shown Shim orwedge if EXPIRES: 12 31/2016 5.CompuTms has no control over and assumes no responsibility for the necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center TPINVTCA In 5001,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digls indicate she of plate in inches. MiTek USA,Inc./CompuTms Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7371,ESR-1988(Mitek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #180TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(-176) 184 3-5=(-266) 256 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-267) 125 WEBS: 2x4 KDDF STAND 3-4=(-121) 85 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -43/ 479V -121/ 292H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.5" -81/ 238V 0/ OH 5.50" 0.38 KDDF ( 625) 7'- 11.7" -89/ 120V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci g. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.017" @ 6'- 0.8" Allowed - 0.350" MAX BC PANEL TL DEFL = -0.160" @ 4'- 1.5" Allowed = 0.472" 4 -1 MAX HORIZ. LL DEFL - -0.003" @ 7'- 10.9" !( MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" ' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 Truss designed for wind loads 12.00 in the plane of the truss only. M-1.5x3 ti 1 4 0 M O /- I _=lliimn,/Ailliki 1 r� O f O 1 M-3x4 M-1.5x3 1-00 8-00 5 r` '04G`IN��c�? `DC7 'PROVIDE FULL BEARING;Jts:2,5,9 //�� 'V 89782PE t- JOB NAME : 7-D POLYGON 7-D NH - J4 Scale: 0.3686 - • WARNINGS: GENERAL NOTES, unless otherwise noted - �,. Fa �- Truss J4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon upon the parameters shown and Is for an individual • OREGON moo_ and Wamings before censtmcson commences building component Applicability of design parameters and proper 152 2 2x4 compression web bracing must be installed where shown+ corpInoret on of component is the responsibility of the building tlesignar. K ''.9GARY1$ <<,'Q' 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 permanent bracing of 7 on.and at 10 o c reas ety unless braced throughout their length by \ DATE: 8/10/2015 the overall structure la the responsibility of the building desgner continuoussheathingsuchrl bracing ng requird ed where drywall(BC) ����. Q 3.2x impact bridging or lateral recta red where shown+♦ F` SEQ.: K 13 4 5 92 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - - TRANS I D: LINK design loads be applied to any component. and are far"dry condition"of use. 5 CompuTrushasnocontroloverandassumesnoresponsibilityforthe 6.Design assumes full bearing al all supports shown.Shim orwedge if EXPIRES: 12/31/2016 fabrication,handling shipment and installation of components. necessary .l �ejl/�n�C 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate ton drainagethfis truss,an d. August I O,2015 OO !' l! V 8.Plates shall be locates both faces of truss,and placed their center TPIM/ICA in SCSI,copies of which will be furnished upon request. lines coincide wdh joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate sin of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-147) 182 3-6=(-262) 212 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-347) 127 WEBS: 2x4 KDDF STAND LOADING 4-5=(-159) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 23.7" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 23V -190/ 39 H 5.50" 0.37 KDDF ( 625) 7'- 9.5" -58/ 2300 S V 0/ OH 5.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -327/ 410V 0/ OH 1.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=1,/290, TL=L/180 / MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" fMAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 --! MAX LL DUEL = -0.039" @ 9'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" 9 9'- 11.7" Allowed = 0.263" MAX TC PANEL LL DEFL = -0.028" @ 6'- 8.1" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.157" @ 4'- 1.5" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.007" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 7'- 10.9" 4 Design conforms to main n windfcrce-resisting system and componentsand cladding criteria. Il Wind: 140 mph, h=29.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 12.00 7 Truss designed for wind loads in the plane of the truss only. I or M-3x5 0 0 3 i-i no \ AIIIIIIL.4. t P2I -1 o o M-3x4 M-1.5x3 t.p PR apes b Y b l �ta� t. Os- �`/0 1-00 8-00 1-11-11 `' PROVIDE FULL BEARING)Jts:2,6,4 89782PE• {' 7. JOB NAME : 7-D POLYGON 7-D NH - J5Scale: 0.3249AM 6; \ WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON i Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an individual �'�' ©RG©N Yom . Truss: J5 and Warnings before construction commences building component Applicability of design parameters and proper tiy1T 2 2x4 compression web bracing must be Installetl where shown+. incorporation of component s the responsibility of the bu Id ng designer. it [�' V 3 Additional temporary bracing to insure stability where shown on 2. incorporation Design assumes the top and bottom chords to be laterally braoad al r7 ,\?F is the tea bId of urestnalpermanentbscinof Toc and at 10 oc respectively unless braced throughout their length by "4 pons y o g continuous sheathing such as plywood shealhing(TC)and/or drywall(BC). '- U L. {s DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2(Impact bridging or lateral bracing required where shown++ SE K 13 4 5 9 2 9 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibllig of the respectivenon-corm..contractor. 4• es ane s are complete and at no See should any loads greater then 5.Design assumes trusses are to be used in a non-corroe environment, design loads be applietl to any component and are for dry condition"of use TRANS ID: LINK for the S.Design assumes full bearing atall supports shown.Shim orwedge it EXPIRES: 12/31/2016 S.CompuTrus has no control over and assumes no responsibilitynecessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provled. August 10,2015 B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANrCA In BC SI,copies of which will be/umished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1 0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 80 2-6=(-141) 172 3-6-(-248) 204 BC: 2x4 KDDF #140TR SPACED 24.0" O.C. 2-3-(-399) 303 WEBS: 2x4 KDDF STAND 3-4=(-378) 313 LOADING 4-5=(-124) 88 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 464V -183/ 440H 5.50" 0.74 KDDF ( 625) 7'- 9.5" -81/ 220V 0/ OH 5.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -263/ 334V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -93/ 120V 0/ OH 1.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ±-11-11 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5 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 = 0.021" @ 2'- 0.7" Allowed = 0.343" ' MAX BC PANEL TL DEFL = -0.158" @ 4'- 1.5" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.009" @ 11'- 10.9" MAX HORIZ. TL DEFL - -0.009" @ 11'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. cr tiI cr 0 I o m ...-_,-.4 4 I I 0 1 M-3x4 M-1.5x3 R2O r_--:S} `' - ( 1 1 1 1 :Gj tJGINc RC2 1-00 8-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,6,9,5 I M 8P Fr JOB NAME : 7-D POLYGON 7-D NH - J6 Scale: 0.2679 / /• - ..,,,, WARNINGS: GENERAL NOTES, unless otherwise noted: Truss J6 1 Sulaer and erection contractor should be adv sad of an General Notes 1.This design's based only upon the parameters shown and s for an individual 'f? OREGON y^+. • and Wam ngs before construction commences building component.Applicability ty of design parameters and proper9, 2.2x4 compression web bracing must be installed where shown�. Incorporation of component s the responsibility of the building designer. 1:-.-.-•.-, � pA :�1. 3 Additionaldtemporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at , �[_ s the respons b lily of the erector.Additional permanent bracing of 2 n.c and at o c respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)end/or drywall(BC) -PA U DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. SEQ. : K 13 4 5 9 3 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor. - fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads beapplied toany componeM and are for arymndmon or use. 5 CompuTrushasnocontroloverandassumesnoresponsiblityforthe 8.Design assumes full beanngalall suppodshown.Shim orwedge iI EXPIRES: 12/3112016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 1 0,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/JJTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTms Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311.ESR-1988(WO) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 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) 80 2-6-(-148) 176 3-6=(-253) 213 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-328) 247 WEBS: 2x4 KDDF STAND 3-4-(-308) 256 LOADING 4-5=) -89) 62 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -38/ 468V -167/ 402H 5.50" 0.75 KDDF ( 625) 7'- 9.5" -81/ 225V 0/ OH 5.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -223/ 287V 0/ OH 1.50" 0.37 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 0.0" -64/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spaciytg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 / 1 of MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.018" @ 2'- 0.7" Allowed = 0.343" MAX BC PANEL TL DEFL = -0.158" @ 4'- 1.5" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.007" @ 10'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 10'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 12 Truss designed for wind loads in the plane of the truss only. 12.00 17 n1 ca cai 1 M-3x5 ti 3 AllthL.\\•. u 1210MMEmmMEMmmMEMEENIMMEN -,F O M-3x4 M-1.5x3 y1-00 y 8-00 3-00 y c.'s." �NG'I N • ''t; ✓per !PROVIDE FULL BEARING;Jts:2,6,4,5 I ct 89782p e JOB NAME : 7-D POLYGON 7-D NH - J7 s Scale: 0.2991 _. Mil WARNINGS: GENERAL NOTES, unless otherwise noted N.1.Builder and erection contractor should be advised of ell General Notes 1.This designs based only upon the parameters shown ands for an individual F�OREGON ^ �., Truss: J7 and Warnings before construction commences building component.Applicability of design parameters and proper ' . Y1V 2 2x4 compression web bracing must be installed where shown*. Incorporation of component Is the responsibility of the building designer. `.c1 e1 A y 4'' ,+' 3 Additional temporary bracing to Insure stabil/during construction 2.Design assumes the top and bottom chords to be laterally braced at l 'l �,f„ is the responslb'liry of the erector.Additional permanent bracing of 2 o c and at 10 o c respectively as ely unless braced throughout their length by -� ,`�K DATE: 8/10/2015 the overall structure is the responsibility of the building tl continuous sheathinginor suchrl b plywood sheath here s owsend/ar drywall(BC), Aj(�1 I 1 spore RY g bracin r. 3.2x Impact bridging or lateral bracing required where shown + �'1 U L- SEQ.: K 13 4 5 9 31 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 con-corrosive environment, TRANS ID' LINK design loads beapplied toany componentansarefor dry fullb bearing 5.CompuTrus has no control over and assumes no responsibility for the 6 necessary.esign assumes full bear ng at all supports shown.Shim or wedge if EXPIRES: 12/31l201S ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 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 TPIANrCA In SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ing./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-65) 115 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 29.0'• O.C. 2-3=(-213) 0 5-7=(-89) 195 5-3=( 0) 71 WEBS: 2x4 KDDF STAND 3-9=( -23) 40 3-7=(-161) 93 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" Cr- 0.0" -29/ 380V -61/ 161H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -148/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) 8'- 0.0" 0/ 116V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacillIg. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f fMAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 2'- 9.2" Allowed = 0.170" 9 -1 MAX TL CREEP DEFL = -0.011" @ 2'- 9.2" Allowed = 0.226" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.176" 12 MAX BC PANEL TL DEFL = -0.034" @ 5'- 0.2" Allowed = 0.290" 12.00 F77 9, MAX HORIZ. LL DEFL = 0.011" @ 7'- 7.6" M-4x6 MAX HORIZ. TL DEFL = 0.014" @ 7'- 7.6" 3 Design conforms to main windforce-resisting # system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i load duration factor=1.6, rn o Truss designed for wind loads ro in the plane of the truss only. BL in r� m r i M-1.5x3 1f �� o 54t3x4 M-3x4 M-3x5 1 1 1 2-09-04 5-02-12 1 1 1 1 1-00 2-11 8-00 5-01 • {] (PROVIDE FULL BEARING;Jts:2,9,7 {:(e'0 r FlO 4+� 61 ,,,C? o�G1N . /919 2 44, :9782PE JOB NAME : 7-D POLYGON 7-D NH - J8 . Scale: 0.5500 .e p a WARNINGS: GENERAL NOTES, unless otherwise noted' �,. (+��}/ (* ff4� Truss J8 1.Builder and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown ands for an Individual OREGON ^YJ and Wamngs before construction commences building component Applicability of design parameters and proper 4 �/j/' O 1^s+. 2.2x4 compression web bracing must be Installed where shown+, mmrporation of component is the responsibility of the building designer. .�f iq` 3.Additional temporary bracing to Insure stability during construction 2 Des gn assumes the top and bottom chords b be laterally braced al j /`� 71r s the responsibility of the erector.Additional permanent bracing of 2'o c and at 10'so.respectively unless braced throughout their length by `�( DATE: 8/10/2015 the overall structure k the responsibility of the bulldog designer. continuous sheathing such as plywood sheathing(TC)ng(TC)and/or drywall(BC) R� 3 24 Impact bridging orthlateral bracing required where shown so -4UL SEQ. : Ki3 4 5 9 3 2 4.Na lead should be applied to any component until after all bracing and 4.Instalhtion of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any componentand are for dry conaroon of use. 5 CompuTrus has no control over and assumes no responsibility for the 6 nDesignessarysumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. sary 6.This design fumishedtothelimitationssetforthb 8.Designassumesctedoneothfageisprussed. August 10,2015 gn is subjectr 8.Plates ncil be with n on tem faces of trues,andplaced so their center TPIM//CA In SCSI,copies of which will be(umished upon request. lines coincide with joint canter lines. 9.Digits indicate see of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-7311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 80 2-6=(-122) 184 6-5=( O) 23 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-289) 43 5-7=(-157) 234 5-3=( 0) 71 WEBS: 209 KDDF STAND 3-9=( -87) 73 3-7=(-259) 174 LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -26/ 435V -90/ 224H 5.50" 0.70 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 5'- 10.9" -136/ 125V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" -13/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. .,. •. .. _ _ BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ./ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" --f MAX LL DEFL = 0.012" @ 2'- 9.2" Allowed = 0.270" MAX TL CREEP DEFL = -0.016" @ 2'- 9.2" Allowed = 0.359" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" '' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX HORIZ. LL DEFL = -0.019" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.022" @ 7'- 7.6" 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. Wind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, up M-4x6Truss designed for wind loads I in the plane of the truss only. cri0 # N of M-1.5x3 N o f o Mb3x4 0 M-3x4 M-3x5 y 1 ,l- 2-09-04 2-09-04 5-02-12 ,,, o PR op J., ), >- l '< INE `st • 1-00 l 2-11 5-01 y � N Q 8-00 'PROVIDE FULL BEARING:Sts:2,9,7 IX' 89782 PE f JOB NAME : 7-D POLYGON 7-D NH - J9 - ,. '- Scale: 0.9378 -V OREGON a�49 -- WARNINGS: GENERAL NOTES, unless otherwise noted.. 4/1., C • nQ 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 '2tj c(, `1/'[,''' Truss: J9 and Wam ngs before construction commences building component.Applicability of design parameters and proper 7 1S f_" UL 2 204 compression web bracing must be installed where shown i. incorporatIon of component Is the responsibility otthe building designer. 111��� 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom shards to be laterally braced at A is the responsibility (the eg to st nal t bracingof T c.c.and at 10'e.c.respectively unless braced throughout their length by I-i4 ponsi ity o permanent continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structures the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown c c SEQ. : Ki3 4 5 9 3 3 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 mads greater than 5.Design assumes trusses are to be used m a non-corrosne environment, EXPIRES: 12/31/2016 TRANS ID• LINK design loads be applied to any component. and are for"tlry full of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.nee�ssary.mesfull beedrg at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry August 10,2015 7.Plates assumesadequateneothi facers truss, 8.This design is famished subject to Me limitations set forth by 8.Plates shall be located on both faces of truss,antl placed so their center TPIMRCA in SCSI.copies of which will be furnished upon request. lines coincide with join)center lines. 9.Digits Indicate sae of plate In Inches. MiTek USA,Ino./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2= SC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. ( 0) 80 2-6=(-216) 270 6-5=( 0) 23 WEBS: 2x4 KDDF STAND 2-3=(-359) 75 5-7=(-277) 344 5-3=( 0) 71 3-4=(-158) 118 3-7=(-380) 306 LOADING TC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+UL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" -44/ 476V -121/ 292H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 7.6" -51/ 201V 0/ OH 5.50" 0.32 KDDF ( 625) 7'- 11.7" -120/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11_11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" fMAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.020" @ 2'- 9.2" Allowed = 0.354" MAX TL CREEP DEFL = -0.023" @ 2'- 9.2" Allowed = 0.472" /-3x4 MAX HORIZ. LL DEFL = -0.031" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6" Design conforms to m indforce-resisting system and componentsrand cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. oI cm 0 NIJl��o k ), k vsPRrips 2-09-04 5-02-12 y 1-00 b z-11 y 5-01 y �� .��GLNE�c -.`�/ I rc,fpc -Z. 8-00 ['ROVTDF FM T. 8FARTNG:.Tr,s•2 7.4 :9782.f-lam ,y... JOB NAME : 7-D POLYGON 7-D NH - J10 AMR Scale: 0.3561 ' .q OREGON �fa'j .. WARNINGS: GENERAL NOTES, unless otherwse noted I 1'E N 1.Binder and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown and sfor an individual F 4 �V� Truss: J10 and Warnings before construction commences bolding component.Applicability of design parameters and proper ,9 /, 2 2x4 compression web bracing must be installed where shown+ incorporation of the Is the responsibility of the building designer. /_ Ry �� 3 Additional temporary bracing to Insure stability during construction 2.Design assumeslha top and bottom chorda to be laterally braced al I�"' /� s the responsibility of the erector.Additional permanent bracing a( c o.c.and at 10 a c respectively unless braced throughout their length by Aq L I I_ DATE: 8/10/2015 continuous sheathing such as plywood sheath ng(rC)and/or drywall(BC). v the overall structure is the responsibilgy of Me building designer. 3.24 Impact bridging or lateral bracing required where shown•t SEQ. : Ki3 4 5 9 3 4 4.No load should be applied to any component until after all bracing and 4.Installation o/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 Ina non-corrosive environment, TRANS ID: LINK design loads beapplied oanycomponent and are for dry condition"of use. EXPIRES: 12/31/2016 5.CompuTrushas nocontrolover and assumes noresponsibility for the 8.neessarysumea/ullbeanngatallaupportsshown.Shimorwatlgaif August 10,2015 (abricelion,handling,shipmentnecessary. and installation of 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMTCA 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./CompcTros Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-7=(-208) 270 7-6=( 0) 23 SPACED 24.0" O.C. 2-3=(-354) 75 6-8=(-267) 344 6-3=( 0) 71 WE: 2x4 KDDF #1&BTR 3-4-(-199) 118 3-8=(-380) 295 WEBS: 2x4 KDDF STAND LOADING 4-5=( -43) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 6.5" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -44/ 473V -126/ 322H 5.50" 0.32 KDDF ( 625) 7'- 7.6" -52/ 2050V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -172/ 213V 0/ OH 1.50" 0.27 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 8-06-08 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f5 MAX TLMAXAXELL DEFL = 0.0119" @ 2'- 9.2" Allowed = 0.354" MAX TL CREEP DEFL = -0.023" @ 2'- 9.2" Allowed = 0.472" 4 MAX LL DEFL = -0.000" @ 8'- 6.5" Allowed = 0.054" MAX TL CREEP DEFL = -0.000" @ 8'- 6.5" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.030" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6" 12 Design conforms to main windforce-resisting 12.00 17 system and components and cladding criteria. Wind: 140 mph, h-23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r"1 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), l load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. co M-9x6 3 mAl:Of . -/ e'- oi PION o M-1.5x3 0 1 M-3x4 M23x9 0 M-3x5 2-09-04 5-02-12 y y y y ('Ep P R Q.C-s 1-coy 2-11 5-07-0e * l 8-00 0-06-08 ` ` �NE �C),.�`, IPAOVIDE FULL BEARING;Jts:2,8,4 4 8)9 782 P e v. JOB NAME : 7-D POLYGON 7-D NH - J11 / 'LTi.,.• Scale: 0.3096 WARNINGS: GENERAL NOTES, unless otherwise noted: •/ .• OREGON *'(b -! 1 Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is for an Individual T 1 G + .. Truss: J11 and Wammgs before consbuct on commences building component Appi mblllty of design parameters and proper K( 2 244 compression web bracing mull be installed where shown+. 0....-- incorporation of component Is the m chords Illy of the building edwgner. i . RY "i$ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords bran be throughoutlbraced at a' f T �(�(` is the responsibilityf the erector AdtlRanel t bracing of T c c antl al 1 O o c reuch as pl unless braced the r length by U-.1_,. � �1 o permanen continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA U- i;•-•\-- DATE: 8/10/2015 to overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown 0 0 S E K 13 4 5 93 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• as enere are complete and et no time should any loads greater than • 5.Design assumes trusses are to be used in a non-corrosive environment. design loads be applied to any component. and are for'dry condition"of use. TRANS ID: LINK 8.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibilitybrthe necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANrCA In BEST,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1g88(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 80 2-4=(0) 0 2-3=(-68) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 302V -32/ 99H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -34/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -34/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spaciillg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" MAX BC PANEL TL DE FL = -0.002" @ 1'- 0.1" Allowed = 0.072" 1-11-11 'r MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 61, 64 v o 61, 0 0ril o /1111.---- 10,---: 1 1 1 1 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 ��p PRQFFS c6`, C I N Etc , /0 .` 8-9782 PE -17�"' JOB NAME : 7-D POLYGON 7-D NH - SJ1 „`'��.1 Scale: 0.6555 - � WARNINGS: GENERAL NOTES, unless otherwise rested Truss: SJl 1 Bu liter and erection contractor should be advised or all General Notes This design is based only upon the parameters shown and Is bran individual 17OREGON and Wamngs before constructor commences building component.Applicability of design parameters and proper !9 tY • 2 2x4 compression web bracing must benistelledot,reshown+ ncorporehonofcomponent Isthe responsibility ofthe building designer 1 • GORY 1$ Q� 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2 continuous and at 1 Cr hin respectively unless Graced throughout their length by \ DATE: 8/10/2015 the overall structure is the responsibility of the buildingdesigner. xlamed sheathing such as plywood required where s own a orywan(Bc> �• U L 3.In Impact bMgrig or lateral bracing s shown t+ SEQ. : K 13 4 5 9 3 6 4.No load should be applied to any component until after all bracing and 4.Installation oft ass is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of use. 5 CompuTrushas nocontrol over and assumes noresponsibility for the e.DeCaleg assumt'Stt eanngelalisuppa9 shown Shim orWedge il EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components ry 6.This design is famished subject to the limitations set forth by T.Design assumes adequate drainage is provided. 8.Plates shall ewithjboated on terlincesofimss,antlplacetlsothelrcenter August 10,2015 TPINVTCA In SCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.Digs Indicate see of plate In Inches. 70.For basic connector plate design values see ESR-1311,ESR-1588(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1M3TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #10BTR SPACED 29.0" O.C. 2-3=(-109) 99 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -31/ 322V -61/ 161H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -17/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -85/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci6. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -/ MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12.007 ' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. a I d' o M f- o 1 u1 0 M-3x4 1 l 1 b b 1-00 2-00 1-11-11 [PROVIDE FULL BEARING;Jts:2,9,3 I cuc-� PR ore. } } NmNE ��� ' . .' ct.- 89782PE f JOB NAME : 7-D POLYGON 7-D NH - SJ2 Scale: 0.6043 /'+ ffes�.. WARNINGS: GENERAL NOTES, unless otherwise noted: ';? OREGON y'`4, �, 1 Builder and erection contractor should be advSed of all General Notes 1.This design is based only upon the parameters shown and is for anndivIdual �1 Truss: SJ2 and Warnings bete.construction eoerr cca building component Applicability of design parameters and proper {` +' 2 2x4 compression web bracing must be Installed where shown+. incorporation of component s the responsibility of the building designer. v,�(�: �` 3.Additional temporary bracing to insure stably during conshuchon 2.Design assumes the lop and bottom chords to be laterally braced at ` +� +r 4 Is the responsibilityf the erector Additional t bracing of T o c and at 101 o c.respectively unless braced throughout their length by ir '�1 o permanent continuous sheathing such as plywood sheathing(TC)and/ar drywall(BC). p l I1 '� DATE: 8/10/2015 the overall strudure is the responsibility of the building designer. 3.Sc impact bridging or lateral bracing required where Shown++ k„�l.- SEQ.: K 13 4 5 9 3 7 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. 5.Design assumes trusses are to be used Ina non-corrosive environment, fasteners are complete and at no time should any loads greater than design loads be applied to any component and are for dry condition"of use TRANS ID• LINK 8.Design asumesfull bearngateIlsupports shown.Ohimorwedge iI EXPIRES: 12/31/2016 5.Cam Trus has no control over and assumes no responsibility(or the necessa + fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of tmss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 18.For basic connector plate design values see ESR-1317,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( _ ) 80 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-160) 136 2 9 (0) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -24/ 308V -90/ 224H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -90/ 171V 0/ OH 5.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -128/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '.OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" 0 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 12.007 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I a io rh o f I riA4 4, 0 0 M-3x4 1 1-00 2-00 3-11-11 1'�p 'PROVIDE FULL BEARING;Sts:2,4,3 ` I n� "'(� 89782PPE JOB NAME : 7-D POLYGON 7-D NH - SJ3 Scale: 0.4703 WARNINGS: GENERALNOIES, unlessatherwure noted �.. ©!'i1=V'1ON Truss: SJ3 1.Builder and erection contractor should be advised of all General Notes i ThN design is based on9 upon the parameters shown and is for an Individual ";'I 1s, and Warn ngs before construction commences Wilding component Applicability of design parameters and proper 2.254 compression web bracing must benstalled where down+. 2 Design of component site responablty of the building designer. 'T �� 3.Additional temporary bracing to insure stability during construction 9na�umeso s.roe and bottom chords be laterally braced al j � ��V '+ s the responsibility of the erector.Additional permanent bracing of 7 o c and at 10'o c respectively unless braced throughout their length by i DATE: 8/10/2015 the overall structure is the responsibility me ba Id n ass continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). A�U ofg designer. 3.2s Impact bldg ng or lateral bracing required where shown++ SEQ. : K1345938 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of Me respective sontraclor. 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 Wry condition.of use. 5 CompuTms has no control over and assumes no responsib lity for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necessary. 7.Design shallbassumes adedon drainage iopms, August 10,2015 6.This design is furnished es of n to the limitations set kith by 8.Plates shall be located on both(aces of truss,and placed so their center TPIM/fCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate site of plate in inches. MITek LISA,Ino./CompuTrus Software 7.6.6(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-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 95 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 128V -53/ 114H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -44/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) 3'- 11.7" -89/ 11181 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1C N.OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX BC PANEL IL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 2 f 12.00 7Design conforms to main windforce-resisting system and components and cladding criteria. /' Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. sp ss o I N I /- 1 01. 11 3 o M-3x4 y y b 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:l,3,2I : ` tG N st9/0 89782 PE JOB NAME : 7-D POLYGON 7-D NH - SJ4 Scale: 0.5892 WARNINGS: GENERAL NOTES, unless otherwise noted: 5�:OREGON �� 1 Builder end erection contractor should be advised of all General Notes 1.This design B based only upon the parameters shown and is for an individual _ _ Truss: SJ4 and Warnings before construction commences. building component Applicability of design parameters and proper '• • 2 2x4 compression web bracing must be installed where shown+. Dcorporato^of component bottom the of the building ra edslgner. 'i(A V�LI_y 4 5 3 Additional temporary bracing to insure stability during construction 2.(Design nd at 10'the tap and e chordsbra d t lrougho tbtheir at T /'7 i 1 =` - is the responsibilityf the erector Additionalpermanent bracingof T n i and ate o n respectively unless braced throughout the r length). ,•'_../r,6 �l o conWuous sheathing such as plywood sheath ng(TC)and/or tlrywall(eC). ,�. �� ; DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K 13 4 5 9 3 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. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads De applied b an 1. and are for"dry condition"of use. TRANS ID• LINK g^ pp any 5.Deaignassumes full bearing atell supports shown.Shim orwedge if EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Aug u.St 10,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Ina./CornpuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see E5R-1311,E512-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 1-2=(-167) 136 1-3=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -19/ 141V -82/ 177H 5.50" 0.23 KDDF ( 625) TOTAL LOAD= 42.0 PSF 1'- 9.2" -130/ 194V 0/ OH 5.50" 0.31 KDDF ( 625) 5'- 11.7" -130/ 166V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc snaci,W. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.054" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.006" @ 1'- 0.1" Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting 2 -1 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (0 (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), load duration factor=l.6, in ss esi d 12.00 F77 inuthedplaneeoffthew trussoads only. o rh i l �- N O1 -/ O M-3x9 y 2-00 y 3-11-11 y n c PR ape PROVIDE FULL BEARING;Jts:1,3,2 89782PE JOB NAME : 7-D POLYGON 7-D NH - SJ5 `� � Scale: 0.4431 ' / WARNINGS: GENERAL NOTES, unless otherwise notecr to... /,e, EG Truss: SJ5 t Binder and erection contractor should beadveadMOGeneral Notes t.Thlsdesign Isbased only upon the paramelersshown and isfor anIndividual 17 OREGON >, m and Warnings before construct on commences building componentApplicability of design parameters and proper f9 C 1.7 2 2x4 compression web bracing must be installed where shown+, incorporebon ofcomponanl is the reeponabllty o(Me building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at � /� V '+ is the responsibility of the erector Additional permanent bracng of 2'o.c and at t0'o c respectively unless braced throughout their length by i DATE: 8/10/2015 the overall structure Is the responsibility of Me building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - Q 3.2a Impact bridging or lateral bracing required where shown++ AJq U L E` SEQ.: K1345940 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are or"tlry condition"of use. 5 CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing al all supports shown.Shim or wedge i( fabrication,handling,shipment and Inetallahon of components. necesaery EXPIRES: 12/31/2016 7.DMatign essallbescaedoneothifageio trussed. August 10,2015 6.This design Is furnished subject to the limitations set forth by S.plates shall be located on both faces of truss,and placed so their center TPIANfCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint canter lines. B.Digits indicate sloe of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 70.For basic connector plate design values see ESR-1311,ESR-t 988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-186) 142 BC: 2x4 ROOF#16BTR SPACED 24.0" O.C. 2-3=(-77) 64 WEBS: 2x9 KDDF STAND 3-4=(-10) 4 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. ION. 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" -72/ 382V -23/ 74H 5.50" 0.61 KDDF ( 625) 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -29/ 295V 0/ OH 5.50" 0.39 KDDF ( 625) M-1.5x9 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.051" @ 2'- 10.6" Allowed = 0.309" MAX TC PANEL TL DEFL = -0.064" @ 2'- 10.6" Allowed = 0.463" MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" 5-04-04 0-05-12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 D Wind: 140 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.'s, MWFRS(Dir), Lo load duration factor=l.6, M-1.5x3 Truss designed for wind loads 4 in the plane of the truss only. 3 A 0 M O I N IC I O f2 -/ 0 M-3x4 M-1.5x3 1 1 ). 5-04-04 0-05-12 1 1 1 1-00 5-10 �0ip P R� ksf� C��' �NGIN� / • ©9 8•• 782PE JOB NAME : 7-D POLYGON 7-D NH - Z1 Scale: 0.5655 WARNINGS: GENERAL NOTES, unless otherwise noted. FT+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 •-'' C 1V E Truss: Z1 and Warnings before construction commences building component.Applicability of design parameters and proper �R 2 2x4 compression web bracing must be instat d where shown.. Incorporation of component s the responsib lily of the building designer. '`, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced al Y ( is the responsibility r the erector.Atltlidonalpermanent bracing t T o c and at 10 o c respectivelysuch a unless braced throughout their length by /�� pons y o g o continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). J"�1 (1 j s DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2<Impact bridging or lateral bracing required where shown e• V•{� SEK 13 4 5 9 41 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4•• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are o be used In a non-corrosive environment, or"dry TRANS ID: LINK design mads be applied to anyr:omponem Design assumes llarngion"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6. est ssanaseumesfullbeenngalallsupporlsshown.Bhimorwetlgeif EXPIRES: 12/31f2016 ryyy fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 1 0,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINWCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,E55-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" 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=(-36) 98 3-5= 169(- ) 137 BC: 2x4 KDDF#16BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-73) 61 3-9=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <- 12.00. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -75/ 383V -23/ 725 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -28/ 293V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.053" @ 2'- 10.6" Allowed = 0.309" MAX TC PANEL IL DEFL = -0.066" @ 2'- 10.6" Allowed = 0.463" 12 4.00 D MAX HORIZ. LL DEFL = 0.000" @ 5'- 9.3" MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=20.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads II in the plane of the truss only. IJ rn II o o / /- M-3x4 M-1.5x3 b b y 1-00 5-10 01/4- • :9782PE �' JOB NAME : 7-D POLYGON 7-D NH - Z2 -i Scale: 0.7105AMP WARNINGS: GENERAL NOTES, unIesa otheevren noted (/•.. / 'l Truss Z2 1 Builder and erection contractor should be adv sed of a 11 General Notes 1.This design Is based only upon the paremetera shown and for an Individual OREGON !\V and Wam9s inbefore construction commences building camponenl.Applicability of design parameters and proper 'v C) 2 2a4 compression web bracing must be installed where shown v• incorporation of component la the responsibility of the building designer. w� _ y, ' 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chollatobelaterally braced et �?// y"F,1 s the responsibility of the erector.Additional permanent bracing of 2 o c all at 10 o.c.respectively unless braced throughout their length by • DATE: 8/10/2015 the overall structure is the responsibility of build) des) Ia impact sheathing or ater l bs acing reAtwood aired where s owandar drywan(Bc> `. aeons yo building goer. 3.is Impact bntlg ng or tstere)brac ng required where shown t• - SEQ. : K 13 4 5 9 4 2 4.Noised 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 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 conditionor use. 5 CompuTmshas nocontrol over and assumes noresponsibility for the 6.nesssary.umesfullbeadngatallsuppo5 shawn.Shimorwedgeit EXPIRES: 12/31/2016 fabrication,handling,shipment necessary. pmentend the lela6onofT.Design assumes adequate nbothdrainage b,provided. August 10,2015 6.This design Is Nmished subject to te limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPINVICA in BCSI,copies of which will be furnished upon request. lines ceinnlde with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 70.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3 " joint unless x,y Center plate on 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. r�� Dimensions are in ft-in-sixteenths. ili;b4o, Apply plates to both sides of truss 1 3 l. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For -1/16" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I IMIIE 1 bracing should be considered. 3. Never exceed the design loading shown and never 1.1_ 11110p, iLlipirdr Ustack materials on inadequately braced trusses. For 4 x 2 orientation,locate OProvide copies of C7-8 •7 C5-o P 4. designer,erection tsupervisorr,,sproperty ownerand plates 0-1na' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for 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,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i• Indicated bysymbol shown and/Or SYP represents values as published specified. i� by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. tel, 18.Use of green or treated lumber may pose unacceptable ® environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ral�; BCSI: Building Component Safety Information, II jle 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